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Home My WebLink About1327 S Grand Ave - Plan731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r o t e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p l a n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 S C E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r t s . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 0 7 P M CO V E R S H E E T 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 CS.0-0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check SCE - Santa Ana Building C Voluntary Seismic Retrofit Santa Ana, CA REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 BLDG# 101119260 APPROVALS BLDG- CSG Consultants PLNG- CSantana 1327 S Grand Ave 12/12/2024 ABBREVIATIONS SYMBOLS LEGEND DWR DWG DF drawer drawing drinking fountain E ELEC EP EL ELEV EMER EQ EQUIP EST EXCA (E) east electric (al) electric panelboard elevation elevator emergency equal equipment estimate excavate (ion) existing DN down eachEA DBL double EW each way DRY dryer equivalentEQUIV expansion boltEB DW dishwasher finish system exterior insulatedEIFS EJ expansion joint DEPT department centerCEN corridorCOR closetCLO asphalt concrete pavingAC existing(E) &and number or pound# cold waterCW beamBM AVG average @ at exteriorEXT door dimension diameter diagonal detail demolish, demolition dead load damper DR DIM DIA DIAG DTL DEMO DL DPR cubic yard countersink counter corrugated copper control joint contract (or) continuous or continue construction connection concrete masonry unit concrete column clear (ance) circumference circle ceramic tile ceramic centimeter (s) cement ceiling height ceiling cast iron cast-in-place concrete casement carpet (ed) calk (ing), caulk (ing) cabinet CYD CS CTR CORR CPR CJT CONTR CONT CONST CX CMU CONC COL CLR CIRC CIR CT CER CM CEM CHT CLG CI CIPC CSMT CPT CK CAB built up roofing building bronze bottom both sides board blocking block bituminous beveled between below bearing plate basement BUR BLDG BRZ BOT BS BD BLKG BLK BIT BVL BET BEL BPL BSMT automatic asphalt architect (ural) approximate anodized anchor bolt aluminum alternate air conditioning aggregate adhesive acoustical tile access panel above finished floor above AUTO ASPH Arch APPROX ANOD AB AL, ALUM ALT A/C AGG ADH ACT AP AFF ABV square feet property line floor line delta round or diameter centerline angle J L INSUL INT insulate (d), (ion) interior JC JT janitor's closet joint joist KIT KO kitchen knockout LAB LAD LB LAM LAV LH LT(G) LWC LL laboratory ladder lag bolt laminate (d) lavatory left hand length light-(ing) lightweight concrete live load MB MH MFR MAS MTL MAX MECH MC MEMB MET machine bolt manhole manufacture (er) masonry material (s) maximum mechanic (al) medicine cabinet membrane metal J-BOX junction box MOE means of egress MED medium linearLIN hexagonalHEX FAB fabricate gasket (ed)GKT HTG heating partitionPTN pointPT prefinishedPFN west, or width, wideW WSH washer WH water heater finished floorFF IN inch TOB top of beam top of concreteTOC showerSHR officeOFF hourHR groundGND footFT withW/ verify in fieldVIF vent through roofVTR unless noted otherwiseUNO top of parapetTOP temporaryTEMP SQ IN square inch SF square feet require (d)REQ quantityQTY plumbingPLBG numberNO hot waterHW gypsumGYP generalGEN air conditioning furnishFURN finish gradeFG feetFT wrought iron wood without wire mesh wired glass window welded wire fabric waterproofing water closet wainscot WI WD W/O WM WG WIN WWF WP WC WSCT vinyl tile vertical veneer vapor barrier VT VERT VNR VB urinal unfinished UR UNF typical tread transom top of wall top of steel top of slab tongue & groove toilet paper dispenser thick (ness) television telephone TYP T TR TW TST TSL T&G TPD THK TV TEL system suspended structural storm drain storage steel standard stainless steel specification (s) special speaker south soundproof (ing) solid core skylight similar shelf, shelving sheet section sealant schedule safety glass SYS SUSP STR SD STO ST STD SST SQ SPEC SPL SPK S SP SC SKL SIM SH SHT SEC SNT SCH SFGL rubber tile rough opening room roofing roof drain riser right of way right hand revision (s), revised remove reinforce (d), (ing) raised access floor radius RBT RO RM RFG RD R ROW RH REV REM REINF RAF RAD prefabricate (d) precast concrete pounds per square inch pounds per square foot polyvinyl chloride plywood plate plastic laminate plaster perimeter perforate (d) particle board parking parallel panic bar panel paint (ed) PFB PCC PSI PSF PVC PWD PL PLAM PLAS PERI PERF PBD PK PAR PB PNL PNT overall outside diameter opposite open-web joist opening on center (s) OA OD OPP OJ OPG OC not to scale not in contract north nominal noise reduction natural NTS NIC N NOM NR NAT mullion mount (ed), (ing) molding, moulding modular miscellaneous mirror minimum millwork millimeter (s) meter (s) MUL MT MLD MOD MISC MIR MIN MWK MM M inside diameterID hose bibb horizontal hollow core height heating/ventilation/ header hardwood hardware handhole HB HOR HC HT HVAC HDR HWD HDW HH grout grade, grading glass block glass, glazing general contract (or) galvanized gage, gauge GT GD GLB GL GC GALV GA future furred (ing) furnished by others frame (d), (ing) foundation footing fluorescent floor drain floor (ing) flashing fireproof (ing) fire dept. connection fire hydrant fire extinguisher cabinet fire extinguisher fire alarm finish (ed) fiberboard fence fasten, fastener face of studs (steel) face of masonry face of finish face of concrete face brick FUT FUR FBO FR FND FTG FLUR FD FLR FLG FP FC FH FEC FE FA FIN FBD FN FAS FOS FOM FOF FOC FB square O PL FL CL emergency departmentED observation bedOB FM C - - - 1 3/4" CLEAR DIMENSION TO BUILDING MATERIAL BREAKLINE HIDDEN, FUTURE, OR EXISTING TO BE REMOVED PROPERTY LINES, BOUNDARY LINES CENTERLINE, PROJECTIONS, EXT. ELEVATION LINES DIMENSION TO CENTER-LINE OF BUILDING MATERIAL DIMENSION TO FACE OF INTERIOR STUD 1 3/4" 1 3/4" ELEVATION REFERECE REFERENCE NUMBER SHEET NUMBER ELEVATION DETAIL D C B A SHEET NUMBER REFERENCE NUMBER REFERENCE DETAIL ENLARGED DETAIL REFERENCE NUMBER SHEET NUMBER SHEET NUMBER REFERENCE NUMBER WALL OR DETAILS SECTION SHEET NUMBER REFERENCE NUMBER BUILDING OR SITE SECTION EQUIPMENT NUMBER KEYNOTE REFERENCE PARTITION TYPE ROOM/SPACE NUMBER FINISH MATERIAL REFERENCE STRUCTURAL GRID REFERENCE LEVEL LINE, CONTROL POINT, OR DATUM MATCHLINE - - REVISION -WINDOW TYPE DOOR NUMBER - - - ELEVATION NEW OR REQUIRED POINT ELEVATION EXISTING POINT ELEVATION - FLOOR MATERIAL CHANGE - 1 3/4"CLEAR DIMENSION TO FACE OF EXTERIOR SHEATHING PROJECT DESCRIPTION SHEET INDEX PROJECT INFORMATION LOCATION MAP VICINITY MAP BUILDING ADDRESS: 1327 S. GRAND AVENUE SANTA ANA, CA 92705 ASSESSOR PARCEL NUMBER: 000-000-00 EXISTING BUILDING AREA: 16,817 SF AREA OF TENANT IMPROVEMENT 1,020 SF DESCRIPTION OF USE: GENERAL OFFICE OCCUPANCY OCCUPANCY TYPE: BUSINESS GROUP B RISK CATEGORY: RC IV (GRID CONTROL ROOM) EXISTING CONSTRUCTION TYPE: TYPE III-A NO. OF STORIES: ONE (1) STORY BUILDING HEIGHT: ± 20'-0" FIRE SPRINKLERS:NO FIRE ALARM: YES PROJECT SCOPE THE PROPOSED VOLUNTARY SEISMIC RETROFIT PROJECT IS INTENDED TO STRENGTHEN THE EXISTING BUILDING TO BETTER RESIST LATERAL LOADS DURING A SEISMIC EVENT. WORK INCLUDES MINOR SELECTIVE DEMOLITION, NEW PLYWOOD SHEATHING ON EXISTING WALLS, ONE NEW SHEAR WALL, NEW POST-INSTALLED HOLD DOWNS AND OTHER RETROFIT MEASURES AS INDICATED ON THE STRUCTURAL DRAWINGS. WORK ALSO INCLUDES FINISH REPAIR AND REPLACEMENT AND OTHER ASSOCIATED WORK AS REQUIRED FOR A COMPLETE PROJECT. THE PROJECT ALSO INCLUDES BRACING OF CRITICAL ELECTRICAL & HVAC EQUIPMENT. PLEASE NOTE THIS BUILDING HAS BEEN CLASSIFIED AS RISK CATEGORY IV BASED UPON THE BUILDING CONTAINING A GRID CONTROL ROOM AND ASSOCIATED ELECTRICAL, DATA AND TELECOMM EQUIPMENT, REFERENCING CBC TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES: "POWER-GENERATING STATIONS AND OTHER PUBLIC UTILITY FACILITIES REQUIRED AS EMERGENCY BACKUP FACILITIES FOR RISK CATEGORY IV STRUCTURES" PLEASE NOTE THE PROJECT DOES NOT INCREASE THE BUILDING HEIGHT NOR THE BUILDING AREA. DEFERRED SUBMITTALS THOSE PORTIONS OF THE DESIGN THAT ARE NOT PART OF THE SCOPE OF THIS PERMIT THAT ARE TO BE SUBMITTED FOR APPROVAL UNDER A SEPARATE PERMIT. 1. NOT APPLICABLE. PROJECT LOCATION N NOT TO SCALE APPLICABLE CODES ALL WORK, MATERIALS, METHODS, ETC., SHALL COMPLY WITH THE LATEST EDITIONS OF THE FOLLOWING CODES AND STANDARDS, AS ADOPTED BY THE GOVERNING AUTHORITIES: 2022 CALIFORNIA ADMINISTRATIVE CODE (CAC) 2022 CALIFORNIA BUILDING CODE (CBC) 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA ENERGY CODE 2022 CALIFORNIA GREEN BUILDING STANDARDS PROJECT LOCATION N NOT TO SCALE PROJECT DIRECTORY OWNER: SOUTHERN CALIFORNIA EDISON 8631 RUSH STREET ROSEMEAD, CA 91770 CONTACT: VIRGINIA LOUFEK E-MAIL: virginia.t.loufek@sce.com PH: 626-349-0539 ARCHITECT: RY+AO 731 SOUTH HIGHWAY 101, SUITE 1M, SOLANA BEACH, CA 92075 CONTACT: RICHARD YEN E-MAIL: ry-aoarchitects.com PH: 714-639-9860 STRUCTURAL: SIMPSON GUMPERTZ & HEGER 4695 MACARTHUR COURT, SUITE 500, NEWPORT BEACH, CA 92660 CONTACT: STEVEN R. SHEPHERD EMAIL: SRShepherd@sgh.com"SRShepherd@sgh.com PH: 949-930-2661 CITY OF SANTA ANA DISABLED ACCESS COMPLIANCE DOCUMENTATION FORM PARKING TABULATION PLEASE NOTE THE FOLLOWING TABULATION INDICATING THE REQUIRED NUMBER OF ACCESSIBLE SPACES AND THE PROVIDED NUMBER OF ACCESSIBLE SPACES: TOTAL NUMBER OF SPACES SERVING 1327 S GRANDE:114 PARKING SPACES NUMBER OF ACCESSIBLE SPACES PER CBC 11B-208.2:5 ACCESSIBLE SPACES NUMBER OF VAN ACCESSIBLE PER CBC TABLE 11B-208.2:0 VAN ACCESSIBLE NUMBER OF ACCESSIBLE SPACES CURRENTLY PROVIDE: 6 ACCESSIBLE SPACES* * ONE OF THESE SPACES IS NOT COMPLIANT - REMOVED PER PLAN CHECK COMMENT NUMBER OF ACCESSIBLE SPACES PROPOSED:5 ACCESSIBLE SPACES B 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 11 / 1 / 2 0 2 4 1 0 : 0 8 : 2 8 A M TI T L E S H E E T , S H E E T I N D E X , PR O J E C T I N F O R M A T I O N , SY M B O L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 2024-10-31 Re-Issue for Plan Check 2nd Re-Issue for Plan Check SHEET # SHEET NAME 01 / 2 4 / 2 0 2 4 GENERAL CS.0-0 COVER SHEET n T1.0 TITLE SHEET, SHEET INDEX, PROJECT INFORMATION, SYMBOLS n T1.1 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.2 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.3 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.4 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.5 STUCCO REPAIR GUIDANCE - FOR REFERENCE ONLY n T2.0 GENERAL CONTRACTOR NOTES, GENERAL CONSTRUCTION AND DEMOLITION NOTES n T3.0 GENERAL PLUMBING FIXTURE, RESTROOM, & KITCHENETTE REQUIREMENTS n T4.0 CALGREEN CHECKLIST 2022 n LIFE SAFETY LS1.0 LIFE SAFETY PLAN n ARCHITECTURAL AS1.0 SITE PLAN n AS2.0 ENLARGED SITE PLAN n A1.0 FIRST FLOOR PLAN n A2.0 REFLECTED CEILING PLAN n A3.0 ROOF PLAN n A4.0 EXTERIOR ELEVATIONS n A5.0 BUILDING SECTIONS & DETAILS n A6.0 ENLARGED RETROFIT AREA PLANS n A6.1 ENLARGED RETROFIT AREA PLANS 2 n A7.0 INTERIOR ELEVATIONS & FINISHES FLOOR PLAN n A8.0 CEILING DETAILS n A8.1 CEILING DETAILS n STRUCTURAL S0.01 GENERAL NOTES n S0.02 GENERAL NOTES n S0.03 GENERAL NOTES SPECIAL INSPECTIONS n S0.10 TYPICAL CONCRETE DETAILS n S0.11 TYPICAL WOOD DETAILS n S0.12 TYPICAL WOOD HOLDDOWN DETAILS n S1.0 FIRST FLOOR PLAN n S1.1 ROOF FRAMING PLAN n S3.1 FOUNDATION DETAILS n S3.2 DETAILS n 33 SOUTHERN CALIFORNIA EDISON SANTA ANA BUILDING C VOLUNTARY SEISMIC RETROFIT 1327 SOUTH GRAND AVENUE, SANTA ANA, CA 92705 2024-06-11 A Revision 1 2024-06-28 B Revision 2 SHEETS TOTAL B B 2024-10-31 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 1 P M GE N E R A L C O N T R A C T O R NO T E S , G E N E R A L CO N S T R U C T I O N A N D DE M O L I T I O N N O T E S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T2.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check GENERAL CONSTRUCTION NOTES A. GENERAL CONSTRUCTION NOTES: 1. THE GENERAL CONTRACTOR SHALL PROVIDE ALL CONSTRUCTION, REMODEL, OR DEMOLITION WORK , MATERIALS, METHODS, ETC., IN ACCORDANCE WITH THE CODES LISTED IN THESE DOCUMENTS. IT SHALL BE THE CONTRACTOR'S AND HIS EMPLOYEE'S RESPONSIBILITY TO BE FAMILIAR WITH ALL CODES AND ORDINANCES, CITY OR STATE, AS REQUIRED FOR THE CONSTRUCTION OF THIS PROJECT. WHERE ANY CONFLICTS OCCUR BETWEEN FEDERAL, STATE AND LOCAL LAWS, CODES, ORDINANCES, AND REGULATIONS, THE MOST STRINGENT SHALL GOVERN. 2. THE GENERAL CONTRACTOR SHALL PROVIDE FOR THE PROPER SEQUENCE OF CONSTRUCTION, LOCATION AND SIZE OF OPENINGS, AND COORDINATE ALL CONSTRUCTION AS INDICATED BY THE CONTRACT DOCUMENTS INCLUDING SHOP DRAWINGS. 3. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COORDINATION BETWEEN SUBCONTRACTORS BASED ON ENTIRE SET OF DOCUMENTS. NO EXTRA COMPENSATION WILL BE GIVEN TO A BIDDER OR SUPPLIER WHO HAS BID FROM AND INCOMPLETE SET OF CONSTRUCTION DOCUMENTS. IN CASE OF INCONSISTENCIES OR DISCREPANCIES BETWEEN DRAWING THE MOST STRINGENT NOTE OR CONDITION SHALL APPLY AND THE CONTRACTOR SHALL NOTIFY PROJECT ARCHITECT IMMEDIATELY OF SUCH DISCREPANCIES. 4. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THE SUB-CONTRACTOR FIELD VERIFIES EXISTING SITE CONDITIONS AND DIMENSIONS PRIOR TO STARTING CONSTRUCTION. NIC: CONSTRUCTION OF WORK INDICATED ON DRAWINGS AS "NIC" IS NOT IN THE CONTRACT. HOWEVER, THE CONTRACTOR SHALL COORDINATE ITS WORK, WITH CONCURRENT WORK INDICATED AS NIC. SEE SPECIFICATIONS. 5. THE GENERAL CONTRACTOR SHALL FIELD VERIFY AND COMPARE ALL EXISTING CONDITIONS WITH THE CONTRACT DOCUMENTS, INCLUDING BUT NOT LIMITED TO STRUCTURE, MECHANICAL, PLUMBING, ELECTRICAL, EQUIPMENT, UTILITY SIZE AND LOCATION, UTILITY POINTS OF CONNECTIONS, AND ALL OTHER EXISTING SYSTEMS AND NOTIFY THE ARCHITECT IMMEDIATELY IN WRITING OF ALL DISCREPANCIES OR CONFLICTS. DO NOT PROCEED WITH WORK IN THE AREA OF DISCREPANCY OR CONFLICT UNTIL DIRECTION IS GIVEN BY ARCHITECT. IF CONTRACTOR PROCEEDS WITHOUT DIRECTION FROM THE ARCHITECT, IT SHALL BE AT CONTRACTORS RISK, AND CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED CORRECTIVE ACTION. VERIFICATION OF EXISTING CONDITIONS SHALL BE MADE FROM SOURCES AVAILABLE TO THE CONTRACTOR, SUCH AS BUT NOT LIMITED TO, UTILITY COMPANIES, CONTRACT DOCUMENTS, THE OWNER, SITE INVESTIGATION REPORTS, ETC. IN NO WAY SHALL ANY DOCUMENTATION RECEIVED BY THE CONTRACTOR RELIEVE HIM OF THE RESPONSIBILITY OF PERFORMING HIS OWN FIELD INVESTIGATION. MOST EXPENSIVE BID: IF THERE ARE SCHEDULE, SYSTEMS, SUBCONTRACT, OR MATERIALS CONFLICTS OR OMISSIONS NOT BROUGHT TO THE ARCHITECT'S ATTENTION PRIOR TO BIDDING, THE CONTRACTOR WILL BE DEEMED TO HAVE ELECTED THE MORE COSTLY TIME, METHOD, SYSTEM, PRODUCT, SUBCONTRACT AND/OR MATERIAL. 6. THE GENERAL CONTRACTOR SHALL REVIEW THESE DRAWING DRAWINGS BEFORE THE START OF CONSTRUCTION. DISCREPANCIES OR OMISSIONS APPEAR ON THESE DRAWING, SPECIFICATIONS OR OTHER CONTRACT DOCUMENTS SHALL BE BROUGHT TO ARCHITECT'S ATTENTION FOR DIRECTION. CONSTRUCTION INSTALLED IN CONFLICT WITH THE ARCHITECTURAL DRAWINGS SHALL BE CORRECTED AT THE CONTRACTOR EXPENSE. 7. THESE DRAWINGS SHALL NOT BE SCALED FOR THE PURPOSES OF CONSTRUCTION, WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED GRAPHICS. IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT FOR CLARIFICATION. DO NOT PROCEED WITH WORK IN THE AREA OF DISCREPANCY OR CONFLICT UNTIL DIRECTION IS GIVEN BY ARCHITECT. 8. THE GENERAL CONTRACTOR SHALL MAINTAIN A STAMPED "APPROVED" SET OF DRAWINGS IN THE FIELD/SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL INDICATE ON THESE PLANS ALL APPROVED CHANGES TO THIS WORK. THIS SET SHALL BE TURNED OVER TO PROJECT ARCHITECT WHEN THE PROJECT IS COMPLETE. 9. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO ACQUIRE AS-BUILT/RECORD DRAWINGS FROM ALL SUBCONTRACTORS UPON COMPLETION OF THE PROJECT AND TO SUBMIT TO PROJECT ARCHITECT. 10. NO MATERIAL SUBSTITUTIONS WILL BE ALLOWED UNLESS SUBMITTED IN WRITING TO PROJECT DESIGNER FOR APPROVAL IN WRITING. NOTIFICATION MUST BE SUBMITTED WITHIN 10 WORKING DAYS OF CONTRACT AWARD. 11. THE DRAWINGS HAVE BEEN DETAILED IN COMPLIANCE WITH THE AGENCIES LISTED IN THESE DOCUMENTS. IF AN ALTERNATE OR SUBSTITUTED MATERIAL IS ACCEPTED AS AN EQUAL BY THE GENERAL CONTRACTOR, HE WILL ASSUME THE RESPONSIBILITY FOR WHATEVER CONSTRUCTION MODIFICATION AND/OR ADDITIONAL COSTS ARE REQUIRED BY REASON OF THIS ACCEPTANCE. THE CONTRACTOR SHALL STIPULATE THAT ALL PROPOSED SUBSTITUTIONS ARE EQUAL IN PERFORMANCE AND COMPLY WITH APPLICABLE CODES AND REGULATIONS. CONTRACTOR'S SUBSTITUTION OF ALTERNATE MATERIALS OR SYSTEMS SHALL BE AT NO ADDITIONAL COST TO OWNER. 12. THE GENERAL CONTRACTOR SHALL PROVIDE A LIST OF ALL SUBCONTRACTORS TO BE USED SUBMIT LIST TO THE PROJECT ARCHITECT WITHIN (TEN) 10 WORKING DAYS OF CONTRACT AWARD 13. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL SHIPMENTS OF OWNER SUPPLIED MATERIALS. THIS INCLUDES VERIFYING PACKING LISTS AGAINST ORDER FORMS AND BILLS OF LOADING. IF THIS IS NOT DONE, THE CONTRACTOR WILL BEAR THE COST OF ANY EXPEDITED FREIGHT CHARGES TO MEET THE CONSTRUCTION SCHEDULE. THE CONTRACTOR IS RESPONSIBLE FOR FILING DAMAGE REPORTS AND MUST MAINTAIN PACKING MATERIALS FOR SHIPMENT OF DAMAGED ITEMS. 14. THE GENERAL CONTRACTOR SHALL KEEP ALL HANDBOOKS AND PAPERWORK INCLUDING ALL PACKING SLIPS LADING IN A MARKED ENVELOPE. THIS ENVELOPE IS TO BE TURNED OVER TO OWNER. 15. THE GENERAL CONTRACTOR SHALL DELIVER TO FILE A COPY OF THE CERTIFICATE OF OCCUPANCY, LIEN WAIVER, WARRANTIES, GUARANTEES AND EQUIPMENT OPERATION MANUALS. THE ORIGINAL CERTIFICATE OF OCCUPANCY TO BE FRAMED AND MOUNTED AT MALL MANAGER'S DESK. 16. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE CLEAN UP OF ALL TRADES. 17. THE GENERAL CONTRACTOR SHALL COORDINATE CONSTRUCTION TIME AND NOISE REQUIREMENTS WITH PROPERTY MANAGEMENT. CONTRACTOR SHALL NOTIFY THE OWNERS REPRESENTATIVE OF TIMES WHEN THE CONSTRUCTION NOISE WILL BE EXCESSIVE. CONTRACTOR SHALL RESCHEDULE SUCH WORK IF SO REQUIRED BY THE OWNER. 18. THE GENERAL CONTRACTOR SHALL COORDINATE ALL ACTIVITIES WITH PROPERTY MANAGEMENT PRIOR TO START OF CONSTRUCTION. INTERRUPTION OF SERVICES TO THE BUILDING SHALL BE HELD TO A MINIMUM. COORDINATE SUCH INTERRUPTIONS WITH THE OWNER. EXISTING SERVICES WHICH ARE IN ANY WAY AFFECTED BY THE PERFORMANCE OF THIS WORK SHALL BE PROTECTED AND MAINTAINED, INCLUDING UTILITY SERVICES FOR THE BUILDING THAT ORIGINATE IN OR THROUGH THE SPACE. SITE COORDINATION: COORDINATE ALL SITE OPERATIONS WITH OWNER, INCLUDING STAGING AREAS, MATERIAL STORAGE, ACCESS TO WORK, TIMING OF WORK, NOISY OPERATIONS, INTERRUPTION OF UTILITIES, ETC. SEE SPECIFICATIONS. 19. THE GENERAL CONSTRUCTION SHALL NOT RESTRICT ACCESS TO A FIVE FOOT CLEAR UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METER, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS OR ADDITIONAL EXPENSES 20. THE GENERAL CONTRACTOR SHALL PROVIDE PROTECTIVE COVERING OF ALL EQUIPMENT, MERCHANDISE, CARPET, AND ETC... 21. THE GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL TEMPORARY BARRICADES AND DUST PROTECTION AS REQUIRED BY BUILDING PROPERTY MANAGEMENT. 22. THE GENERAL CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORING AND BRACING AS REQUIRED FOR ALL DEMOLITION AND NEW WORK AS REQUIRED. CONTRACTOR TO ASSUME FULL RESPONSIBILITY FOR REPAIR AND/OR REPLACEMENT OF DAMAGED AREAS, INCLUDING BUT NOT NECESSARILY LIMITED TO, STRUCTURE, FINISHES, EQUIPMENT AND FURNISHINGS IF DAMAGE OF ANY KIND OCCURS AS RESULT OF IMPROPER OR INADEQUATE SHORING OR BRACING. 23. THE GENERAL CONTRACTOR SHALL PROVIDE PEDESTRIAN OR VEHICULAR PROTECTION BARRICADES, TEMPORARY GUARD RAILS, AND/ OR CANOPIES AS REQUIRED BY THE LOCAL AUTHORITIES OR AS NECESSARY FOR PEDESTRIAN AND VEHICULAR SAFETY. 24. THE GENERAL CONTRACTOR SHALL PROVIDE FULL FLOOR PREPARATION AS REQUIRED TO RECEIVE NEW FINISHES. ALL NEW MAJOR FLOOR PREP MUST BE BROUGHT TO THE ATTENTION OF THE BUILDING MANAGER PRIOR TO COMMENCEMENT OF SAID WORK. 25. UPON COMPLETION OF CONSTRUCTION, IT WILL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO CLEAN ALL FINISH SURFACES AS PER MANUFACTURER'S INSTRUCTIONS AND TO EMPLOY THE SERVICES OF A PROFESSIONAL CLEANING COMPANY IN ORDER TO ASSURE AN ABSOLUTELY CLEAN SPACE. 26. THE GENERAL CONTRACTOR SHALL PROVIDE BLOCKING IN WALLS WHERE GRAB BARS, HAND RAILS, CASEWORK, AND OTHER EQUIPMENT THAT REQUIRES A RIGID AND SECURE ATTACHMENT 27. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND INSTALLING ALL LIGHT FIXTURE SUPPORTS AND BRACKETS. 28. THE GENERAL CONTRACTOR SHALL VERIFY LOCATION AND SIZE OF ALL OPENINGS WITH ALL DRAWINGS AND MANUFACTURED ITEMS WHERE APPLICABLE, PRIOR TO THE STARTING ANY WORK. 29. THE GENERAL CONTRACTOR SHALL VERIFY INSERTS AND EMBEDDED ITEMS WITH ALL DRAWINGS AND MANUFACTURED ITEMS WHERE APPLICABLE, PRIOR TO THE STARTING ANY WORK 30. THE GENERAL CONTRACTOR TO OBTAIN TENANT'S LATEST CRITERIA DRAWINGS AND / OR TENANT'S CONSTRUCTION DRAWINGS FOR EXACT LOCATION OF ALL PLUMBING, MECHANICAL AND ELECTRICAL ROUGH-IN, STUB-UPS, ETC. PRIOR TO INSTILLATION THE GENERAL CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM TENANT'S REPRESENTATIVE, PRIOR TO POURING CONCRETE FLOOR SLAB OR APPLYING FINISHES ON WALLS. 31. THE GENERAL CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY AND PERMANENT FIRE EXTINGUISHERS AS REQUIRED BY THE LOCAL BUILDING DEPARTMENT, FIRE DEPARTMENT, AND OTHER NECESSARY GOVERNING AGENCIES. VERIFY QUANTITY AND LOCATION WITH LOCAL OFFICIALS AND COORDINATE LOCATION OF SAME WITH ARCHITECT. 32. THE GENERAL CONTRACTOR SHALL PROVIDE FIRE SAFETY PLAN ADDRESSING FIRE SAFETY COMPLIANCE DURING CONSTRUCTION TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL. THE FIRE SAFETY PLAN SHALL ADDRESS FIRE PROTECTION SYSTEMS TO BE INSTALLED AND MADE SERVICEABLE PRIOR TO AND THROUGHOUT THE TIME OF CONSTRUCTION. 33. THE GENERAL CONTRACTOR SHALL PROVIDE ALL NECESSARY CEILING OR WALL ACCESS PANELS ( OR ACCESS DOORS ) AS REQUIRED BY GOVERNING AGENCIES FOR AIR CONDITIONING, PLUMBING FIRE SPRINKLER AND ELECTRICAL SYSTEMS. PROVIDE APPROVED ASSEMBLIES WITH SELF - CLOSING DEVICES IN ONE (1) HOUR RATED CONSTRUCTION. 34. THE GENERAL CONTRACTOR SHALL COMPLY WITH AND PROVIDE VERIFICATION OF COMPLIANCE WITH CALGREEN NON-RESIDENTIAL MANDATORY MEASURES 35. STRUCTURAL STEEL MAY BE FIRE PROTECTED THROUGHOUT THE BUILDING; HOWEVER, DRAWINGS DO NOT ALWAYS SHOW REQUIRED FIRE PROTECTION. FIRE RESISTANCE RATINGS MUST BE AT LEAST EQUAL TO CODE REQUIREMENTS. SEE "LS" SHEETS FOR FIRE PROTECTION INFORMATION AND DETAILS. 36. PROVIDE GALVANIC SEPARATION MATERIAL, ACCEPTABLE TO ARCHITECT, BETWEEN DISSIMILAR METALS. SEE SPECIFICATIONS. 37. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. SEE SPECIFICATIONS. 38. FIRE SPRINKLER SYSTEM: NO PIPES, DRAIN VALVES OR OTHER COMPONENTS OF THE SYSTEM, EXCEPT SPRINKLER HEADS, SHALL BE EXPOSED TO PUBLIC VIEW EXCEPT AS NOTED OR AS ACCEPTABLE TO ARCHITECT. SPRINKLER CONTRACTOR SHALL PROVIDE ACCESS PANELS WITH DOORS FOR SYSTEM ACCESS WHERE SPRINKLER DRAIN VALVES, TEST LOCATIONS, ETC., ARE INACCESSIBLE WITHOUT DEMOLITION. ACCESS PANELS AND INSTALLATION COSTS SHALL BE INCLUDED IN THE BID. PANELS SHALL BE A FLUSH DESIGN AND PAINTED TO MATCH ADJACENT SURFACES AND FIRE RATED WHERE REQUIRED. PANEL DOORS SHALL HAVE KEYED LOCKS WHEN IN PUBLIC AREAS OR IN EXTERIOR LOCATIONS. SPRINKLER SUBCONTRACTOR SHALL PROVIDE SHOP DRAWINGS INDICATING PANEL STYLE AND CONSTRUCTION AND PROPOSED LOCATIONS FOR THE ARCHITECT'S APPROVAL. SEE SPECIFICATIONS. 39. ATTIC SPACES SHALL BE ACCESSIBLE. PROVIDE 20"X 30" ACCESS DOORS (CBC 1209) OR AS OTHERWISE REQUIRED BY CODE. ACCESS DOORS SHALL BE FIRE RATED WHERE NECESSARY. 40. ON CONTINUOUS WALL SURFACES WITH DISSIMILAR FINISH MATERIAL THICKNESSES, ALIGN FACES OF FINISH, UNLESS SHOWN OR NOTED OTHERWISE. PROVIDE CASING BEADS AT GYPSUM BOARD EDGES WHEREVER GYPSUM BOARD ABUTS A DIFFERENT MATERIAL. 41. ON FLOORS, USE TRANSITION OR LEVEL REDUCING STRIPS BETWEEN MATERIALS OF DIFFERENT FINISH HEIGHT. CARPET AND/OR OTHER FLOOR FINISHES SHALL RUN UNDER MOVEABLE CASEWORK. SEE SPECIFICATIONS. 42. PROVIDE BACKING/BLOCKING FOR ALL WALL MOUNTED EQUIPMENT, SUPPORTS, RAILS, CASEWORK, COUNTERS, WALL STOPS, EQUIPMENT AND FIXTURES AND OTHER ITEMS AS REQUIRED. VERIFY MOUNTING HEIGHTS AND STRUCTURAL SUPPORT REQUIREMENTS WITH EQUIPMENT MANUFACTURERS BEFORE INSTALLING. 43. ALL CASEWORK, CABINETS, AND STORAGE RACKS SHALL BE SECURELY ANCHORED TO COMPLY WITH CODE REQUIRED SEISMIC SUPPORT. 44. ELEVATIONS DO NOT SHOW ALL EQUIPMENT, FIXTURES, DEVICES, MECHANICAL, PLUMBING OR ELECTRICAL, ITEMS. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL PLANS FOR ADDITIONAL ITEMS. 45. ELECTRICAL DEVICE BOXES SHALL NOT BE MOUNTED BACK TO BACK. SEPARATE BY AT LEAST 15 INCHES. 46. DOOR AND WINDOW ELEVATIONS AND PLANS ARE DEPICTED SCHEMATICALLY; SEE DOOR AND WINDOW SCHEDULES AND TYPES FOR ACTUAL APPEARANCE AND DETAILS. B. GUARANTEES: 1. EACH CONTRACTOR AND SUBCONTRACTOR PARTICIPATING IN ANY PORTION OF LANDLORD'S WORK OR TENANT'S WORK SHALL GUARANTEE THAT SUCH PORTION WILL BE FREE FROM AND ANY AND ALL DEFECTS IN WORKMANSHIP AND MATERIALS FOR THE PERIOD OF TIME WHICH CUSTOMARILY APPLIES IN GOOD CONTRACTING PRACTICE IN THE COUNTY AND STATE WHERE THE PROJECT IS LOCATED, BUT IN NO EVENT FOR LESS THAN ONE (1) YEAR AFTER DELIVERY DATE. 2. THE AFORESAID GUARANTEES OF EACH SUCH CONTRACTOR SHALL INCLUDE THE OBLIGATION TO REPAIR OR REPLACE IN A FIRST- CLASS WORKMAN LIKE MANNER, WITHOUT ANY ADDITIONAL CHARGE, ANY AND ALL WORK DONE OR FURNISHED BY THEM OR BY ANY OR THEIR SUBCONTRACTORS, EMPLOYEES OR AGENTS , WHICH SHALL BE OR BECOME DEFECTIVE WITHIN ONE (1) YEAR FROM THE DELIVERY DATE, INCLUDING WITHOUT ADDITIONAL CHARGE THEREOF ALL EXPENSES AND DAMAGES IN CONNECTION WITH THE REMOVAL , REPLACEMENT AND/OR REPAIR IN A FIRST CLASS AND WORKMAN LIKE MANNER OF ANY OTHER PART OF THE WORK WHICH MAY BE DAMAGED OF DISTURBED THEREBY. ALL WARRANTIES OR GUARANTEES AS TO MATERIALS OR WORKMANSHIP ON OR WITH RESPECT TO THE WORK,SHALL BE CONTAINED IN THE CONTRACTS AND SUBCONTRACTS FOR PERFORMANCE OF BOTH LANDLORD'S WORK AND TENANT'S WORK AND SHALL BE WRITTEN SO THAT THEY WILL ENSURE TO THE BENEFIT OF LANDLORD AND TENANT, AS THEIR RESPECTIVE INTERESTS MAY APPEAR, AND SO THAT THEY CAN BE DIRECTLY ENFORCED BY EITHER; AND LANDLORD SHALL FURNISH TO TENANT ANY ASSIGNMENT OR OTHER ASSURANCES NECESSARY TO EFFECTUATE THE INTENT AND PURPOSE OF THIS ARTICLE. 3. ANY EXISTING MATERIALS OR EQUIPMENT WHICH THE LANDLORD DEEMS TO BE REUSABLE AND ARE ACCEPTED BY TENANT SHALL CARRY THE SAME GUARANTEE AS NEW. C. GENERAL DRAWING NOTES: 1. DRAWINGS AND SPECIFICATIONS, AND ALL COPIES THEREOF ARE LEGAL INSTRUMENTS OF SERVICE FOR THE USE OF THE OWNER AND AUTHORIZED REPRESENTATIVES ON THE DESIGNATED PROPERTY ONLY. OTHER USE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF THE ARCHITECT IS PROHIBITED. 2. SPECIFICATIONS, DETAILS AND SCHEDULES WHICH MAY BE BOUND SEPARATELY, ARE PART OF THESE CONTRACT DOCUMENTS. DRAWINGS BY CONSULTING PROFESSIONALS, SUCH AS STRUCTURAL, LANDSCAPE, ETC. ARE SUPPLEMENTAL TO THE ARCHITECTURAL DRAWINGS AND ARE A PART OF THESE CONTRACT DOCUMENTS. 3. REFER TO GENERAL NOTES ON DRAWINGS OF OTHER DISCIPLINES FOR ADDITIONAL REQUIREMENTS. 4. "TYPICAL" MEANS COMPARABLE CHARACTERISTICS FOR THE ELEVATION OR DETAIL NOTED. WHEN A DETAIL OR NOTE IS IDENTIFIED AS "TYPICAL", CONTRACTOR SHALL APPLY THIS DETAIL OR NOTE TO EVERY LIKE CONDITION, WHETHER OR NOT THE REFERENCE IS REPEATED IN EVERY INSTANCE. VERIFY DIMENSIONS AND ORIENTATION ON PLANS. 5. "SIMILAR" MEANS COMPARABLE CHARACTERISTICS FOR THE ELEVATION OR DETAIL NOTED. VERIFY DIMENSIONS AND ORIENTATION ON PLANS. 6. WHERE WORK OR EQUIPMENT IS INDICATED "N.I.C." (NOT IN CONTRACT) ON THE DRAWINGS, SUCH WORK AND/OR EQUIPMENT SHALL BE PROVIDED BY OTHERS. CONTRACTOR SHALL COORDINATE AND COOPERATE TO EFFECT SUCH INSTALLATION. 7. DETAILS ARE INTENDED TO SHOW METHOD AND MANNER OF ACCOMPLISHING WORK. MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT THE JOB DIMENSIONS OR CONDITIONS AND SHALL BE INCLUDED AS PART OF THE WORK. D. GENERAL DIMENSION NOTES: 1. ALTHOUGH SIGNIFICANT EFFORTS HAVE BEEN MADE TO COORDINATE DIMENSIONS, THERE MAY BE DISCREPANCIES AND/OR OMISSIONS. IF ENCOUNTERED, CONTACT THE ARCHITECT FOR ADDITIONAL INFORMATION. IF THERE IS A DIMENSIONAL VARIANCE BETWEEN DISCIPLINES, CONTACT ARCHITECT PRIOR TO BID. IF DISCREPANCIES ARE DISCOVERED AFTER THE BID, CONTRACTOR SHALL CONFIRM DIMENSIONS WITH ARCHITECT PRIOR TO CONSTRUCTION OF THE AFFECTED AREA. 2. ACTUAL CONSTRUCTION CONDITIONS AND/OR MATERIAL AND EQUIPMENT SIZES MAY NOT BE THOSE ANTICIPATED BY THE DESIGNERS. THROUGH FIELD INVESTIGATION AND SHOP DRAWINGS, CONTRACTOR SHALL VERIFY DIMENSIONS AND RECOMMEND DIMENSIONAL MODIFICATIONS AS REQUIRED. 3. ARCHITECTURAL DIMENSIONS CAN BE FOUND ON FLOOR PLANS, EXPANDED PLANS, REFLECTED CEILING PLANS, SECTIONS, DETAILS, DOOR, WINDOW AND LOUVER SCHEDULES INTERIOR ELEVATIONS AND EXTERIOR ELEVATIONS. 4. ADDITIONAL DIMENSIONS MAY BE SHOWN ON CIVIL, LANDSCAPE, STRUCTURAL, MECHANICAL, ELECTRICAL DRAWINGS, FOOD SERVICE DRAWINGS, POOL DRAWINGS, THEATER DRAWINGS AND INTERIOR DESIGN AND FURNITURE LAYOUT PLANS. MECHANICAL AND ELECTRICAL EQUIPMENT AND FOOD SERVICE SCHEDULES MAY ALSO CONTAIN DIMENSIONAL INFORMATION RELATED TO EQUIPMENT SIZES AND CLEARANCES. 5. DIMENSIONS ARE SHOWN AS ACTUAL, NOT NOMINAL (1 ½” X 3 ½”); DESIGNATIONS ARE NOTED AS NOMINAL, NOT ACTUAL (2 X 4 STUD). DIMENSIONS ARE NOT ROUNDED, BUT UN-ROUNDED DIMENSIONS ARE NOT NECESSARILY VIEWED AS A MAXIMUM CONSTRUCTION TOLERANCE. ARCHITECTURAL SITE PLAN DIMENSIONS 1. CHECK CIVIL, LANDSCAPE, ELECTRICAL SITE AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS. 2. THE BUILDING CONTROL POINT (BCP) SHALL BE USED TO LOCATE THE BUILDING. THE BCP IS LOCATED AT THE CORNER OF THE FOUNDATION, OR AT THE INTERSECTION OF GRID LINES. IF THE BCP IS NOT LOCATED ON ANY DRAWING, FOR BIDDING PURPOSES THE APPROXIMATE BUILDING LOCATION MAY BE SCALED FROM THE ARCHITECTURAL SITE PLAN. IF THE ALIGNMENT OF THE BUILDING IS NOT INDICATED, ASSUME THAT IT IS PARALLEL TO A MAJOR EXISTING BUILDING OR TO THE NEAREST SITE BOUNDARY OR STREET AS VISUALLY DEPICTED ON THE DRAWING. CONFIRM BUILDING LOCATION WITH ARCHITECT PRIOR TO STARTING CONSTRUCTION. 3. UN-DIMENSIONED HARDSCAPE (PAVING, PARKING, PLAY AREAS, PATIOS, ETC) MAY BE LOCATED BY SCALING FROM DIMENSIONED OR EXISTING FIXED ELEMENTS. CONFIRM ALL SCALED OR ASSUMED DIMENSIONS WITH THE ARCHITECT PRIOR TO STARTING CONSTRUCTION. FLOOR PLAN DIMENSIONS 1. THE LOWEST FLOOR OVERALL BUILDING DIMENSIONS ARE FROM THE OUTSIDE FACE OF THE FOUNDATION WALL TO THE OPPOSITE OUTSIDE FACE OF THE FOUNDATION WALL (OR, FROM OUTSIDE GRIDLINE TO OUTSIDE GRIDLINE) AS SHOWN. 2. GRID LINE IDENTIFICATION: GRID LINES IDENTIFY AND PROVIDE POINTS FOR DIMENSIONING MAJOR ALIGNED VERTICAL STRUCTURAL ELEMENTS (I.E., B/2). SECONDARY STRUCTURAL ELEMENTS NOT ON A MAJOR GRID ALIGNMENT ARE IDENTIFIED WITH DECIMALS APPROXIMATELY PROPORTIONAL TO THE DISTANCE TO THE NEXT FULL GRID LINE (I.E., B.5/2.3). 3. GRID LINE LOCATIONS: GRID LINES ARE SHOWN AT THE CENTERLINES OF COLUMNS WHEN COLUMNS ARE THE PRINCIPAL VERTICAL STRUCTURAL ELEMENTS, UNLESS NOTED OTHERWISE. 4. WHEN COLUMNS ARE NOT THE PRINCIPAL VERTICAL STRUCTURAL ELEMENTS, EXTERIOR WALL GRID LINES ARE TO THE OUTSIDE FACES OF LOAD BEARING STUD WALLS OR TO THE CENTERLINES OF LOAD BEARING MASONRY, PRE-CAST CONCRETE OR CAST-IN-PLACE CONCRETE WALLS. GRID LINES ARE SHOWN AT THE FACES OF INTERIOR LOAD BEARING STUD WALLS AND TO THE CENTERLINES OF INTERIOR LOAD BEARING MASONRY AND CONCRETE WALLS. REFER TO DRAWINGS OR DETAILS FOR WIDTHS OF WALLS. (NOTE TO DESIGNER, IN BUILDINGS WHERE NO GRID LINES ARE NECESSARY, SUCH AS SINGLE-FAMILY RESIDENTIAL DRAWINGS, ALL DIMENSIONS SHOULD BE TO THE FACES OF STUDS, WHETHER LOAD BEARING OR NOT). 5. DIMENSIONS FOR WALLS ARE TO ONE FACE OF THE STUDS, BOTH FACES OF MASONRY WALLS, OR BOTH FACES OF CONCRETE WALLS, ETC, UNLESS NOTED OTHERWISE. WHERE DIMENSIONS ARE SHOWN AT CENTER OF WALL REPRESENT CENTER LINE OF STUD OR STRUCTURAL ELEMENT UNLESS NOTED OTHERWISE. 6. DIMENSIONS ARE NOT ADJUSTABLE WITHOUT THE REVIEW OF ARCHITECT UNLESS NOTED (+/-) OR "VERIFY". DIMENSIONS NOTED "HOLD" SHALL BE CONSIDERED AS ABSOLUTE AND USED FOR LAY-OUT CONTROL UNLESS OTHERWISE DIRECTED BY ARCHITECT. 7. WALL DIMENSIONS WALL ARE ACTUAL, NOT NOMINAL (UNLESS NOTED AS “NOM”). 8. DOOR AND WINDOW OPENING DIMENSIONS IN FRAME CONSTRUCTION (WOOD OR STEEL STUDS) ARE TYPICALLY SHOWN AT THEIR CENTERLINES. HOWEVER, WHEN THE EDGE OF THE DOOR OR WINDOW PLACEMENT IS IMPORTANT, OR MAKES THE PLACEMENT CLEARER, THE DIMENSION MAY BE TO THE ACTUAL FRAME EDGE. 9. DOOR AND WINDOW DIMENSIONS IN LOAD-BEARING MASONRY AND CONCRETE WALLS ARE TO “ROUGH” OPENINGS (FACES OF MASONRY OR CONCRETE). TYPICAL DOOR AND WINDOW ROUGH OPENING DIMENSIONS ARE THE WINDOW FRAME WIDTH PLUS 1/2” (1/4” CLEARANCE EACH SIDE) AND PLUS 1/2” TOTAL FOR THE HEAD/SILL DIMENSIONS. 10. STOREFRONT DIMENSIONS IN LOAD-BEARING MASONRY OR CONCRETE ARE FRAME WIDTH PLUS 1” (1/2” AT EACH SIDE), AND PLUS 1” TOTAL FOR THE HEAD/SILL DIMENSIONS. 11. “TYPICAL” DOOR FRAME CLEARANCE DIMENSIONS TO ADJACENT WALLS: BETWEEN FRAME FACES AND FACES OF STUDS, OR FACES OF MASONRY OR CONCRETE, AT NEARBY PERPENDICULAR WALLS ARE TYPICALLY 4”, DEPENDING ON HARDWARE CLEARANCES AND FRAME REQUIREMENTS (2.5”-DOOR HANDLE PLUS 1”-WALL STOP PLUS ½” GB = 4.0”). DOORS WITH COAT HOOKS REQUIRE 6” DIMENSION. SEE DETAILS FOR SPECIFIC DIMENSIONS. 12. SOME DIMENSIONS REQUIRED TO BE CLEAR, SUCH AS AT REQUIRED EXIT WAYS, APPLIANCE COVES OR PREFABRICATED STAIR ENCLOSURES, ARE NOTED “CLR” AND ARE SHOWN TO THE FACES OF FINISHES. 13. TYPICAL DIMENSIONS FOR SPECIALTIES, FIXTURES AND EQUIPMENT MAY BE FOUND ON “PROTOTYPE DETAILS”. THESE INCLUDE TOILET AREA ITEMS, CASEWORK, EQUIPMENT HEIGHTS, ETC. 14. WALL WIDTHS MAY CHANGE IN MID RUN, FOR INSTANCE WHEN A WALL CHANGES FROM 4” STUDS TO 6” STUDS OR CHANGES FROM A STUD WALL TO A MASONRY WALL. IN CASES WHERE THIS OCCURS AT A CORRIDOR, MAINTAIN THE CLEAR WIDTH OF THE CORRIDOR. IF THERE IS AN UNRESOLVED CONFLICT ON THE OPPOSITE SIDE OF THE WALL, SUCH AS WITH CASEWORK, CONTACT THE ARCHITECT FOR INSTRUCTIONS. 15. FINISH FLOOR ELEVATION (FFE) IS THE ELEVATION OF THE TOP OF THE FLOOR FINISH ELEMENTS SUCH AS CONCRETE SLAB-ON-GRADE, GYPSUM TOPPING SLAB, FLOOR SHEATHING, ETC. BUT IT DOES NOT INCLUDE FINISHES SUCH AS CARPET, VINYL, FINISH WOOD FLOORING OR CERAMIC TILE (UNLESS NOTED). WHEN CEILINGS, WINDOW HEADS AND DOOR HEADS ARE NOTED AS AFF (ABOVE FINISH FLOOR) BUT THE FLOOR IS RECESSED FOR THICK SET TILE, SLOPES TO DRAIN, OR HAS PERMANENT RISERS, THE “FINISH FLOOR” IS DEFINED AS THE COMMON PLANE FOR THAT FLOOR OR MEZZANINE LEVEL. RENOVATION DIMENSION NOTES 1. DIMENSIONS SHOWN ARE TO FACE OF FINISH AT EXISTING CONSTRUCTION, UNLESS NOTED OTHERWISE. 2. UN-DIMENSIONED PARTITIONS MAY BE LOCATED BY REFERENCE TO EXISTING FIXED ELEMENTS, SUCH AS COLUMNS, WALLS, CORNERS, WINDOWS, ETC. 3. DIMENSIONS NOTED AS +- INDICATES AN UN-VERIFIED DIMENSION OF, OR FROM, EXISTING CONSTRUCTION. CONTRACTOR SHALL FIELD VERIFY ALL SUCH DIMENSIONS AND NOTIFY ARCHITECT OF SIGNIFICANT VARIANCES AND/OR UNWORKABLE SITUATIONS. 4. UN-DIMENSIONED NEW DOORS AND WINDOWS MAY BE LOCATED IN EXISTING OPENINGS. CHECK DEMOLITION DRAWINGS. CONTRACTOR SHALL FIELD VERIFY ROUGH OPENING DIMENSIONS. 5. SOME NEW DOOR OR WINDOW OPENING MAY BE LOCATED BY REFERENCE TO EXISTING DOORS OR WINDOWS (FOR INSTANCE, “NEW WINDOW OPENING TO BE THE SAME SIZE AS, AND ALIGN WITH, EXISTING WINDOW BELOW.”) CONTRACTOR SHALL FIELD VERIFY THE SIZE OF THE EXISTING WINDOW OR DOOR AND MATCH THE SIZE AND LOCATION WHERE INDICATED. REFLECTED CEILING PLAN (RCP) DIMENSIONS 1. CEILING GRIDS. UNLESS SHOWN OR DIMENSIONED OTHERWISE, SUSPENDED CEILING GRIDS ARE SHOWN CENTERED SO THAT NO BORDER TILE DIMENSION IS LESS THAN HALF ITS ORIGINAL SIZE. UNLESS DIMENSIONED OTHERWISE, LIGHTING AND GRILLS, REGISTERS AND DIFFUSERS (GRDS) ARE CENTERED. 2. DIMENSIONS SHOWN ON THE UNDERLYING FLOOR PLANS MAY DEFINE CEILING DIMENSIONS. IN GENERAL, SOFFITS, LIGHTING, EQUIPMENT, DISPLAYS AND WOODWORK SHALL BE ALIGNED WITH ARCHITECTURAL ELEMENTS AND EQUALLY SPACED AS REQUIRED. UN-DIMENSIONED, EXPOSED DUCTWORK, CABLE TRAYS AND PLUMBING MAY BE SCALED IF THERE IS NO OBVIOUS RELATIONSHIP WITH OTHER ARCHITECTURAL ELEMENTS. WHEN IN DOUBT, CHECK WITH THE ARCHITECT FOR ADDITIONAL INFORMATION. 3. UN-DIMENSIONED LIGHTS IN RECTANGULAR HARD-SURFACED CEILINGS ARE CENTERED, AND/OR EQUALLY SPACED FROM WALLS, AS SHOWN. 4. UNLESS NOTED OTHERWISE, ALL CEILING HEIGHTS ARE FROM THE “FINISH FLOOR” TO THE FACE OF THE CEILING FINISH. ROOF PLAN DIMENSIONS 1. UN-DIMENSIONED LOCATIONS OF ROOFTOP EQUIPMENT AND CONSTRUCTION OFTEN MAY BE DETERMINED BY THE FLOOR PLAN BELOW, SUCH AS A ROOF HATCH DETERMINED BY REFERENCE TO A FIXED WALL AND LADDER, SKYLIGHTS CENTERED IN SPACES BELOW OR AS DEFINED BY CEILING PLANS, OR MECHANICAL EQUIPMENT DETERMINED BY DUCT PENETRATIONS BETWEEN JOISTS. 2. UN-DIMENSIONED ITEMS SUCH AS EQUIPMENT RAILS, HVAC EQUIPMENT, SCREEN WALLS, ANTENNAS, WALK PADS, LADDERS, SCUPPER LOCATIONS, ETC. MAY BE LOCATED FROM MECHANICAL AND ELECTRICAL DRAWINGS OR LOCATED BY SCALING. CONFIRM ALL ROOF ITEM DIMENSIONS WITH THE ARCHITECT PRIOR TO CONSTRUCTION. VERTICAL DIMENSIONS 1. UNLESS NOTED OTHERWISE, THE FIRST FLOOR REFERENCE ELEVATION IS 0’-0”. THIS IS REFERENCED TO A GROUND ELEVATION (ABOVE MSL) AS SHOWN IN CIVIL OR STRUCTURAL DRAWINGS. ELEVATIONS BELOW 0’-0” ARE ”–“ (PREFIXED WITH A MINUS SIGN). 2. BUILDING, FLOOR AND ROOF HEIGHTS SHOWN ON ARCHITECTURAL DRAWINGS ARE TO TOP OF DECKING OR SHEATHING, BUT DO NOT INCLUDE FINISHES OR ROOFING MATERIAL. 3. WALL OPENINGS: WINDOW, STOREFRONT, DOOR AND LOUVER HEIGHTS ARE TO FINISH HEIGHTS (UNLESS THEY ARE IN LOAD-BEARING MASONRY OR CONCRETE WALLS, WHERE THEY ARE TO ROUGH OPENINGS). IF ABOVE THE FIRST FLOOR, HEIGHT REFERENCES MAY BE TO THE NEXT LOWER FINISH FLOOR ELEVATION. 4. LIGHTING HEIGHTS ARE TO CENTERLINES OF THE ELECTRICAL BOXES, UNO. EQUIPMENT, VENT, PLUMBING AND FIXTURE ELEVATIONS ARE TO CENTERLINES OF THE WALL PENETRATIONS, UNO. 5. SOME VERTICAL DIMENSIONS ARE SHOWN ON PLANS FOR DEPRESSIONS, RIDGES, CURBS, AND ELEVATION CHANGES. A PLAN ELEVATION CHANGE SYMBOL LOOKS LIKE A STEP OR VERTICAL “Z” AND INDICATES THE + OR - ELEVATION CHANGE IN INCHES FROM THE FFE NEXT TO IT. GENERAL DEMOLITION NOTES 1. CONTRACTOR SHALL EXECUTE THE DEMOLITION WORK AND SHALL REMOVE ALL DEBRIS BY METHODS TO AVOID IMPACTING THE OPERATION OF THE FACILITY. PRIOR TO BEGINNING OF DEMOLITION, THE CONTRACTOR SHALL NOTIFY THE OWNER IN ADVANCE AND OBTAIN PERMISSION FROM THE OWNER TO COMMENCE WORKING IN A SPECIFIC AREA. DEMOLITION DRAWINGS DO NOT SHOW OR CALL OUT EVERY ITEM FOR DEMOLITION OR REMOVAL BUT INDICATE A SCHEMATIC SENSE OF THE SCOPE OF WORK. CONTRACTOR SHALL VERIFY EXTENT OF ALL DEMOLITION REQUIRED TO PROPERLY COMPLETE WORK SHOWN IN THE DOCUMENTS. SITE VISITATION IS IMPORTANT FOR AN UNDERSTANDING OF THE DEMOLITION SCOPE. REFER TO NEW ARCHITECTURAL, STRUCTURAL, PLUMBING, HVAC, ELECTRICAL, FOOD SERVICE AND OTHER DRAWINGS AS REQUIRED FOR LOCATION OF NEW WORK TO DETERMINE EXTENT OF DEMOLITION. 2. SEE SPECIFICATION SECTIONS ‘SELECTIVE DEMOLITION’ ‘AND/OR CUTTING AND PATCHING’ FOR MORE INFORMATION. 3. CONTRACTOR SHALL COORDINATE ALL NON-ATTACHED ITEMS, SUCH AS FURNISHINGS, MOBILE EQUIPMENT, DESKS, TABLES, CHAIRS, ETC., WITH THE OWNER OR OWNER'S REPRESENTATIVE PRIOR TO THE COMMENCEMENT OR WORK. ARTICLES HAVING VALUE INCLUDING FURNISHINGS, FIXTURES, EQUIPMENT, ETC. SHALL BE RETURNED TO THE OWNER OR OWNER'S REPRESENTATIVE FOR DISPOSITION. 4. CONTRACTOR SHALL EXECUTE THE DEMOLITION WORK AND REMOVE ALL DEBRIS WITHOUT DAMAGING OR SOILING EXISTING ADJACENT EQUIPMENT, STRUCTURES, AND FINISHES THAT ARE TO REMAIN. ALL ADJACENT STRUCTURES AND FINISHES THAT ARE DAMAGED OR SOILED DUE TO DEMOLITION, THE REMOVAL OF DEBRIS, OR NEW CONSTRUCTION SHALL BE REPAIRED AS PART OF THIS GENERAL CONTRACT. 5. CONTRACTOR SHALL EXECUTE THE DEMOLITION WORK BY METHODS TO AVOID IMPACTING THE NEW CONSTRUCTION. ALL NEW CONSTRUCTION THAT IS DAMAGED DUE TO DEMOLITION WORK SHALL BE REPAIRED AS PART OF THIS GENERAL CONTRACT. 6. HAZARDOUS MATERIALS: THE OWNER, IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS, ACCOMPLISHED A GOOD FAITH HAZARDOUS MATERIALS INSPECTION. SEE THE HAZARDOUS MATERIALS INSPECTION REPORT AND REMOVAL SPECIFICATIONS FOR ADDITIONAL INFORMATION. BEFORE PROCEEDING, THE CONTRACTOR SHALL REFER TO THE SPECIFICATIONS FOR INFORMATION REGARDING HAZARDOUS MATERIALS REMOVAL & MITIGATION. NOTIFY ARCHITECT IF KNOWN OR SUSPECTED HAZARDOUS MATERIAL IS ENCOUNTERED. 7. BEFORE PROCEEDING, THE CONTRACTOR SHALL VERIFY THAT THE REMOVAL OF EXISTING BUILDING COMPONENT(S) DOES NOT REQUIRE SHORING AND/OR BRACING. WHERE DEMOLITION WORK NECESSITATES THE PROVISION OF SHORING AND/OR BRACING, THE CONTRACTOR SHALL PROVIDE THE NECESSARY SHORING AND BRACING AS PART OF THE DEMOLITION SCOPE OF WORK. 8. WHERE NECESSARY CONTRACTOR SHALL CUT, MOVE, OR REMOVE ITEMS TO PROVIDE ACCESS FOR DEMOLITION WORK AND NEW CONSTRUCTION. SUCH ITEMS INCLUDE BUT ARE NOT LIMITED TO FURNISHINGS, EQUIPMENT, UTILITIES, AND DEBRIS. 9. FOR DEMOLITION OF PIPING AND RELATED ITEMS FOR PLUMBING: WHERE NECESSARY AND/OR INDICATED IN PLANS CONTRACTOR SHALL REMOVE ALL EXISTING PLUMBING FIXTURES, ALL RELATED FITTINGS AND PIPING CONNECTIONS. CUT OFF AND CAP PIPING AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. WHERE PIPES ARE TO BE REMOVED BELOW FLOOR, REPAIR OPENING LEFT IN FLOOR, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. REFER TO PLUMBING DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 10. FOR DEMOLITION OF DUCTWORK AND RELATED ITEMS FOR MECHANICAL: WHERE NECESSARY AND/OR INDICATED IN PLANS CONTRACTOR SHALL REMOVE ALL EXISTING H.V.A.C. EQUIPMENT INCLUDING DUCT WORK, HANGERS, GRILLS, DIFFUSERS, THERMOSTATS AND CONTROLS. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. CUT OFF AND CAP DUCTING AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. REFER TO MECHANICAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 11. FOR DEMOLITION OF EXISTING CONSTRUCTION AND STRUCTURE: WHERE NECESSARY AND/OR INDICATED IN PLANS, CONTRACTOR SHALL REMOVE ALL EXISTING CONSTRUCTION, STRUCTURE, FASTENERS, AND ANCHORAGE. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE . REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION, FIRE RATING, AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. REFER TO STRUCTURAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. REMOVE PORTIONS OF CONCRETE SLAB TO INSTALL NEW CONCRETE FOOTINGS, UTILITIES, ETC. UNLESS NOTED OTHERWISE, WORK SHALL INCLUDE CONCRETE FLOOR REPLACEMENT, INCLUDING REINFORCEMENT AND LEVELING TO MATCH EXISTING. 12. FOR DEMOLITION OF WIRING AND RELATED ITEMS FOR ELECTRICAL: WHERE NECESSARY AND/OR INDICATED IN PLANS CONTRACTOR SHALL REMOVE ALL EXISTING ELECTRICAL EQUIPMENT INCLUDING CONDUIT, BOXES, WIRE CABLE, SUPPORTS, WIRING DEVICES, SAFETY SWITCHES, FIRE ALARM EQUIPMENT, SPEAKERS, TELEPHONE OUTLETS, AND LIGHTING FIXTURES. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. ALL ABANDONED WIRING AND CONDUIT TO REMOVED TO THE POWER SOURCE. TURN ALL LIGHTING FIXTURES AND FIRE ALARM EQUIPMENT OVER TO OWNER OR OWNER'S REPRESENTATIVE FOR DISPOSITION. EXISTING WIRING, CONDUIT, ETC, OR PORTIONS THEREOF, REMOVED DURING DEMOLITION, SHALL NOT BE REUSED UNLESS SHOWN OTHERWISE. REFER TO ELECTRICAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 13. FOR DEMOLITION OF PARTITIONS:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING PARTITION, INCLUDING ALL ELECTRICAL EQUIPMENT, CONDUIT, BOXES, WIRE CABLE, SUPPORTS, WIRING DEVICES, SAFETY SWITCHES, FIRE ALARM EQUIPMENT, SPEAKERS, OUTLETS, H.V.A.C CONTROLS, PIPING, VENTING, ANCHOR BOLTS, ETC. REPAIR ADJACENT WALLS, FLOOR, AND CEILINGS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 14. FOR DEMOLITION OF WALL FINISHES:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING PARTITION OR EXTERIOR WALL FINISHES. REMOVE FINISHES FROM EXISTING STUDS AS REQUIRED TO INSTALL NEW SEISMIC BRACING/SHEATHING. REMOVE ALL EXTERIOR FINISHES AND SIDING DOWN TO THE EXISTING SHEATHING WHEREFINISH REMOVAL SHOWN. ON PLANS. REPAIR ADJACENT WALLS, FLOOR, AND CEILINGS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 15. FOR DEMOLITION OF DOOR & WINDOW ASSEMBLIES:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING DOOR & WINDOW ASSEMBLIES INCLUDING ANY AND/OR ALL FRAMES, TRIM, STRAPS, ANCHORS, HARDWARE, GLAZING, AND THRESHOLDS. HEADERS MAY BE REMOVED OR REMAIN IN PLACE, DEPENDING ON NEW WORK REQUIREMENTS. REPAIR ADJACENT WALLS AND FLOORS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 16. FOR DEMOLITION OF FLOOR AND WALL CERAMIC TILE:WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL REMOVE EXISTING FLOOR AND WALL CERAMIC TILES. REMOVE SETTING BEDS AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 17. FOR DEMOLITION OF FLOOR COVERINGS:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE FLOOR COVERINGS AND WALL BASE INCLUDING ADHESIVES, GROUTING BEDS, FASTENERS, TRANSITION STRIPS, ETC., REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 18. FOR DEMOLITION OF CEILINGS:WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL REMOVE EXISTING ACOUSTICAL TILES OR GYP. BOARD CEILINGS, CEILING SUPPORT SYSTEMS, LIGHT FIXTURES, GRILLES, DIFFUSERS, EXIT SIGNS, ELECTRICAL COMMUNICATIONS DEVICES, INSULATION, AND OTHER CEILING APPARATACIES. PREPARE ROOM FOR NEW CEILING ASSEMBLY. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 19. FOR DEMOLITION OF CASEWORK:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE ALL EXISTING CASEWORK, BASE CABINETS, COUNTERTOPS, WALL CABINETS, STORAGE UNITS, AND WALL MOUNTED SHELVING INCLUDING THE REMOVAL OF ALL ANCHORAGE AND SUPPORT ITEMS RELATED TO INSTALLATION. DISCONNECT ALL ELECTRICAL WIRING, CONDUITS, AND CONTROLS . REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. WHERE PARTIAL DEMOLITION OF CASEWORK OCCURS FINISH NEW EDGE TO MATCH EXISTING ADJACENT CASEWORK CONSTRUCTION AND FINISH. 20. FOR DEMOLITION OF OPENINGS: WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL PROVIDE AN OPENING. THE CONTRACTOR SHALL PROVIDE METHOD OF BRACING AND SUPPORT OF EXISTING STRUCTURE AS REQUIRED TO IMPLEMENT THE REQUIRED OPENING. 21. FOR DEMOLITION OF MISCELLANEOUS EQUIPMENT:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE ALL MISCELLANEOUS EQUIPMENT ATTACHED TO WALLS, FLOOR OR CEILINGS INCLUDING MOUNTING BRACKETS, ANCHORAGE, AND OTHER ITEMS RELATED TO THE EQUIPMENT INSTILLATION. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 22. FOR DEMOLITION OF FIRE EXTINGUISHERS CABINETS:WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL REMOVE EXISTING FIRE EXTINGUISHERS AND CABINETS. RELOCATE SALVAGED FIRE EXTINGUISHER OR RETURN FIRE EXTINGUISHER TO OWNER OR THE OWNER'S REPRESENTATIVE FOR DISPOSITION. REPAIR WALL CAVITY, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 23. FOR DEMOLITION OF ESCALATOR: WHERE NECESSARY AND/OR INDICATED IN PLANS, CONTRACTOR SHALL REMOVE ALL EXISTING ESCALATOR EQUIPMENT INCLUDING MOTORS, HANDRAILS, CONDUITS, SUPPORTS, AND SAFETY SWITCHES. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. ALL ABANDONED WIRING AND CONDUIT TO REMOVED TO THE POWER SOURCE. EXISTING WIRING, CONDUIT, ETC, OR PORTIONS THEREOF, REMOVED DURING DEMOLITION, SHALL NOT BE REUSED UNLESS SHOWN OTHERWISE. REFER TO ELECTRICAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 24. FOR DEMOLITION OF STAIRS:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING STAIR ASSEMBLIES INCLUDING ANY AND/OR ALL FRAMES, SUPPORTS, ANCHORS, LANDINGS AND RAILINGS. REPAIR ADJACENT WALLS AND FLOORS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 25. FOR DEMOLITION OF ROOFING:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING ROOFING DOWN TO SHEATHING AND PROTECT ROOF SHEATHING. 26. IN ADDITION TO DEMOLITION SHOWN, CUT, MOVE OR REMOVE ITEMS AS NECESSARY TO PROVIDE ACCESS OR TO ALLOW DEMOLITION WORK TO PROCEED. INCLUDE SUCH ITEMS AS: REMOVAL OF ABANDONED PIPING, CONDUIT, AND WIRING. ALL OPENINGS AND VOIDS LEFT SHALL BE REPAIRED, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. 27. IN ADDITION TO DEMOLITION SHOWN, CUT, MOVE OR REMOVE ITEMS AS NECESSARY TO PROVIDE ACCESS OR TO VERIFY EXISTING UTILITY CONNECTIONS, AS WELL AS, EXISTING STRUCTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING CONDITIONS. ALL OPENINGS AND VOIDS LEFT SHALL BE REPAIRED, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. 28. ALL OPENINGS AND VOIDS LEFT BY THE REMOVAL OF EXISTING CONSTRUCTION, EQUIPMENT, PIPING, DUCTS, ETC, SHALL BE PROPERLY SEALED TO MAINTAIN PROPER FIRE RATINGS. 29. CONTRACTOR SHALL EXECUTE ALL NEW WORK REQUIRED IN EXISTING CONSTRUCTION IN SUCH A MANNER AS TO FULLY CONCEAL ALL THE EFFECTS OF INTEGRATING NEW MATERIALS WITH EXISTING SIMILAR MATERIALS. PROVIDE NEW CONSTRUCTION THAT BLENDS WITH EXISTING ADJACENT OR ABUTTING SURFACES WITHOUT OBVIOUS BREAKS JOINTS OR CHANGES OF SURFACE APPEARANCE UNLESS SPECIFICALLY SHOWN OTHERWISE. WHEN EXISTING SURFACE FINISH CANNOT BE MATCHED, REFINISH ENTIRE SURFACE TO NEAREST INTERSECTION. 30. CONTRACTOR SHALL EXECUTE ALL NEW WORK REQUIRED IN EXISTING CONSTRUCTION BY BONDING, LAPPING, MECHANICAL TIES, ANCHORING, OR OTHER EFFECTIVE MEANS THAT WILL PREVENT CRACKS. REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 DN DN WH A A 1 1 2 23 36 6 4 4 5 5 CC DD EE 180'-6" 10 0 ' - 6 " A4.0 4 A4.0 2 A4.01 A4.0 3 Control Room 110 Chiefs Office 108 Chiefs Office 109 Overview Room 111 I.T. OPEN OFFICE 107 Corridor 1 - Hour 101 D.O.C. 113 Break Room 114 Women 115 Men 116 Company Central 117 Storage 137 SRO Office 118 DOC Supervisors 119 Company Central 120 Lobby 1 - Hour 100 Women 130 Director 134 Men 129 Director's Conference 133 Open Office 132 Manager's Office 136 Manager's Offuce 135 Corridor 1 - Hour 131 Janitor 128 Electrical 127 Engineering 125 Engineering 124 Office 126 Open Office 123 Mapping 122 Conference 121 Patio Break Room 102 Sub - Operators 103 Telecom. 104 I.T. Supv. 106 Electrical 105 BB 36 ' - 6 " 26 ' - 2 " 8' - 1 " 29 ' - 9 " 7 A5.0 -- 124 e302 8 A5.0 -- (N) SHEAR WALLS IN YELLOW 607 NEW SHEAR WALL IN YELLOW 607 (N) CONCRETE FOOTING NEW CONCRETE FOOTING IN RED NEW 4X6 POST-INSTALLED HOLD DOWN IN RED A6.0 2 1' - 6 " 3.5 3.5 20'-0"8'-0"14'-9 1/2"17'-8 1/2"59'-4"60'-8" 32'-6" A6.0 1 A6.1 4 A6.1 3 (N) 5/8" TYPE X GYPSUM BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INTERIOR OF (E) STUD WALL PER STRUCTURAL (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS 3'-0" (N) 5/8" TYPE X GYPSUM BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INTERIOR OF (E) STUD WALL PER STRUCTURAL (N) 5/8" TYPE X GYPSUM BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INTERIOR OF (E) STUD WALL PER STRUCTURAL 4' - 0 " 1' - 1 " 607 (N) SHEAR WALLS IN YELLOW w1.0a (N) CONCRETE FOOTING 8' - 6 " ALIGN W/FACE OF MULLION (N) 5/8" TYPE X GYP BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INT OF (E) STUD WALL (E) HSS TRELLIS POST PLACE ON (N) FOOTING (N) RAISED ACCESS FLOOR 4-WAY BRACING @ 8'-0 OC - BOTH WAYS - TYPICAL OF (88) (N) RAISED ACCESS FLOOR 4-WAY BRACING @ 8'-0 OC - BOTH WAYS - TYPICAL OF (88) 5' - 0 " 8' 7 3 / 1 6 " 7' - 6 3 / 4 " 3'-8" ** EXISTING TO REMAIN - PROTECT EXISTING CONSTRUCTION IN PLACE. DAMAGE TO THE EXISTING BUILDING SHALL BE REPAIRED TO MATCH ADJACENT EXISTING CONSTRUCTION. **ALL ELECTRICAL WORK TBD BY GENERAL CONTRACTOR. ALL IT AND AV WORK TO BE HANDLED INTERNALLY BY SCE. 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 0 P M FI R S T F L O O R P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"1FLOOR PLAN N LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX GENERAL NOTES 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE w1.0a N.R. INTERIOR WALL: 4" FULL HEIGHT METAL STUD FRAMING WITH CONT. 5/8" TYPE X GYP. BD. SHEATHING ONE SIDE. PROVIDE GYP. BD. FROM THE FLOOR EXTEND MIN. 6" ABOVE CEILING OR TO UNDERSIDE OF STRUCTURE OF STRUCTURE WHERE NO CEILING OCCURS. ASSEMBLIES LEGENDXX SEE SHEET A5.0 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 A A 1 1 2 23 36 6 4 4 5 5 CC DD EE A4.0 4 A4.0 2 A4.01 A4.0 3 BB 7 A5.0 -- 8 A5.0 -- Control Room 110 Chiefs Office 108 Chiefs Office 109 Overview Room 111 I.T. OPEN OFFICE 107 Corridor 1 - Hour 101 D.O.C. 113 Break Room 114 Women 115 Men 116 Company Central 117Storage 137 SRO Office 118 DOC Supervisors 119 Company Central 120 Lobby 1 - Hour 100 Women 130 Director 134 Men 129 Director's Conference 133 Open Office 132 Manager's Office 136 Manager's Offuce 135 Corridor 1 - Hour 131 Janitor 128 Electrical 127 Engineering 125 Engineering 124 Office 126 Open Office 123Mapping 122 Conference 121 Break Room 102 Sub - Operators 103 Telecom. 104 I.T. Supv. 106 Electrical 105 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 0"9' - 0" 11' - 0" 9' - 0" 9' - 0"9' - 6"10' - 0" 8' - 0" 10' - 0" 10' - 0"10' - 0" 10' - 0" 10' - 0" 9' - 0" 9' - 0" 10' - 0" 10' - 0" 9' - 0" 9' - 0"9' - 0" 9' - 0" 9' - 0" 10' - 0" 9' - 0" 2653 2653 10' - 0" 3.5 3.5 A6.1 1 A6.1 2 (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS STRENGTHEN (E) CONNECTION 1'-9 1/2" 2 S3.2 6 S3.2 1 S3.2 STRENGTHEN (E) CONNECTION (E) FLAT 4X6 COLLECTOR 1 S3.2 STRENGTHEN (E) CONNECTION (E) SHEAR WALL BELOW (E ) 4 X 6 F L A T D R A G ( E ) 4 X 6 F L A T D R A G 1 S3.2 (E ) 4 X 6 F L A T V. I . F . 3' - 0 " (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T D R A G 3 S3.2 7 S3.2 STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION 1 S3.2 1 S3.2 (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T D R A G V. I . F . 3' - 0 " (N) FLAT 4X6 COLLECTOR OVER TOP OG GLB (SPLICED AS NEEDED) MI N . 3' - 0 " MI N . 3' - 0 " 3 S3.2 13 ' - 0 " 1 S3.2 1 S3.2 4x BLOCKING AND STRAP CONNECTIONS NEW 4X6 POST-INSTALLED HOLD DOWN IN RED 8' - 0 " 4x BLOCKING AND STRAP CONNECTIONS (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) REMOVE (E) CEILING TILES IN AFFECTED AREA AND REPLACE IN KIND 607 607 REMOVE (E) CEILING TILES IN AFFECTED AREA AND REPLACE IN KIND d2624 w1.0a TYP. ** EXISTING DAMAGED CEILING TO BE REPLACED WITH NEW. ** EXISTING TO REMAIN - PROTECT EXISTING CONSTRUCTION IN PLACE. DAMAGE TO THE EXISTING BUILDING SHALL BE REPAIRED TO MATCH ADJACENT EXISTING CONSTRUCTION. **ALL ELECTRICAL WORK TBD BY GENERAL CONTRACTOR. ALL IT AND AV WORK TO BE HANDLED INTERNALLY BY SCE. (E) ACT CEILING TO REMAIN - TYPICAL THROUGHOUT (E) GYPSUM BOARD CLG TO REMAIN - TYPICAL THROUGHOUT CEILING TYPES LEGEND * NO NEW CEILINGS - PARTIAL REPLACMENT IN KIND AT AREAS AFFECTED BY SEISMIC RETROFIT (N) ACT CEILING TO REPLACE (E) ACT - OFFICE 126 ONLY 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 2 P M RE F L E C T E D C E I L I N G P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A2.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 Scale: 1/8" = 1'-0"1REFLECTED CEILING PLAN N LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX GENERAL NOTES 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE w1.0a N.R. INTERIOR WALL: 4" FULL HEIGHT METAL STUD FRAMING WITH CONT. 5/8" TYPE X GYP. BD. SHEATHING ONE SIDE. PROVIDE GYP. BD. FROM THE FLOOR EXTEND MIN. 6" ABOVE CEILING OR TO UNDERSIDE OF STRUCTURE OF STRUCTURE WHERE NO CEILING OCCURS. ASSEMBLIES LEGENDXX SEE SHEET A5.0 A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 A A 1 1 2 23 36 6 4 4 5 5 CC DD EE A4.0 4 A4.0 2 A4.01 A4.0 3 BB 7 A5.0 --8 A5.0 -- 8' - 0 " STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION 4x BLOCKING AND STRAP CONNECTIONS (E) SHEAR WALL BELOW (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION(E) SHEAR WALL BELOW 4x BLOCKING AND STRAP CONNECTIONS (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) (E) FLAT 4X6 COLLECTOR (E) SHEAR WALL BELOW (N) FLAT 4X6 COLLECTOR OVER TOP OG GLB (SPLICED AS NEEDED) 8' - 1 " 29 ' - 9 " 60'-8" 36'-0"24'-8" 26 ' - 2 " 36 ' - 6 " TYP. 2305 3.5 3.5 NOTES ON ROOF SEISMIC STRENGTHENING FOR REFERENCE ONLY - REFER TO REFLECTED CEILING PLAN ON SHEET A2.0 & TO STRUCTURAL DRAWINGS -ANCHOR HVAC ROOF TOP UNITS AS NOTED 2 S3.2 6 S3.2 1'-9 1/2" 1 S3.2 3 S3.2 1 S3.2 1 S3.2 V. I . F . 3' - 0 " (E ) 4 X 6 F L A T 1 S3.2 1 S3.2 (E ) 4 X 6 F L A T D R A G (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T 7 S3.2 (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T D R A G V. I . F . 3 ' - 0 " V. I . F . 3' - 0 " (E ) 4 X 6 F L A T D R A G 3 S3.2 (N) WOOD SHEAR WALL BELOW MI N . 3' - 0 " MI N . 3' - 0 " 13 ' - 0 " 1 S3.2 1 S3.2 TYP. 2305 TYP. 2305 (N) WOOD SHEAR WALL BELOW (E) ROOF ACCESS HATCH TO REMAIN - PROTECT IN PLACE TYP. 2305 TYP. 2305 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 3 P M RO O F P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A3.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"1ROOF PLAN - EXISTING N GENERAL NOTES 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 FLOOR LEVEL 0' - 0" 12 T.O. WALL 13' - 4 1/2" 3645 T.O. CORRUGATED 20' - 6" T.O. SCREEN WALL 21' - 0" T.O. PARAPET 16' - 5" 7 A5.0 --8 A5.0 --3.5 FLOOR LEVEL 0' - 0" 1 2 T.O. WALL 13' - 4 1/2" 3 645 T.O. CORRUGATED 20' - 6" T.O. SCREEN WALL 21' - 0" T.O. PARAPET 16' - 5" 7 A5.0 -- 8 A5.0 -- 3.5 CUT & PATCH EXISTING STUCCO AS REQUIRED TO INSTALL HOLD-DOWN - PAINT ENTIRE PANEL FROM CORNER TO CORNER; MATCH ADJACENT EXISTING COLOR AND SHEEN -TYPICAL - REFER TO SHEET T1.5 FOR ADDITIONAL INFORMATION - REFER TO STRUCTURAL DETAILS FOR HOLD-DOWN FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" C D E T.O. CORRUGATED 20' - 6" T.O. SCREEN WALL 21' - 0" T.O. PARAPET 16' - 5" B 1 A5.0 --2 A5.0 -- CUT & PATCH EXISTING STUCCO AS REQUIRED TO INSTALL HOLD-DOWN - PAINT ENTIRE PANEL FROM CORNER TO CORNER; MATCH ADJACENT EXISTING COLOR AND SHEEN - TYPICAL - REFER TO SHEET T1.5 FOR ADDITIONAL GUIDANCE - REFER TO STRUCTURAL DETAILS FOR HOLD-DOWN FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" CDE T.O. CORRUGATED 20' - 6" T.O. PARAPET 16' - 5" B 1 A5.0 --2 A5.0 -- CUT & PATCH EXISTING STUCCO AS REQUIRED TO INSTALL HOLD-DOWN - PAINT ENTIRE PANEL FROM CORNER TO CORNER; MATCH ADJACENT EXISTING COLOR AND SHEEN -TYPICAL - REFER TO SHEET T1.5 FOR ADDITIONAL INFORMATION - REFER TO STRUCTURAL DETAILS FOR HOLD-DOWN 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 4 P M EX T E R I O R E L E V A T I O N S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A4.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"4EAST SIDE EXTERIOR ELEVATION Scale: 1/8" = 1'-0"2WEST SIDE EXTERIOR ELEVATION Scale: 1/8" = 1'-0"1NORTH SIDE EXTERIOR ELEVATION Scale: 1/8" = 1'-0"3SOUTH SIDE EXTERIOR ELEVATION REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 FLOOR LEVEL 0' - 0" 2 T.O. CONC. SLAB -1' - 6" ROOF LEVEL 15' - 2 1/2" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" RCP LEVEL 10' - 0" S3.2 7 S3.1 1 2'-8" FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" ROOF LEVEL 15' - 2 1/2" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" RCP LEVEL 10' - 0" 3.5 S3.2 3 S3.1 4 9' - 0 " FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" T.O. CONC. SLAB -1' - 6" CDE ROOF LEVEL 15' - 2 1/2" T.O. CORRUGATED 20' - 6" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" B 124 e312 e302 RCP LEVEL 10' - 0" TYP. e3305e742 A5.0 12 TYP 2653 981 TYP. 2305 A5.0 11 ALT OR A5.0 5 SPECIAL CASE OR FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" T.O. CONC. SLAB -1' - 6" CDE ROOF LEVEL 15' - 2 1/2" T.O. CORRUGATED 20' - 6" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" B RCP LEVEL 10' - 0" 1 A5.0 -- e302 124 e302 TYP. e3305 A5.0 12 TYP A5.0 11 ALT OR A5.0 5 SPECIAL CASE OR FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" (E) RAISED ACCESS FLOOR PANEL - TYPICAL (E) RAF PEDESTAL @ 2'-0" OC, BOTH WAYS - TYPICAL (E) REINF CONC SLAB-ON-GRADE - TYP (N) 4-WAY BRACING @ (E) PEDESTAL @ 8'-0" OC - TYPICAL - REFER TO NOTES (N) TAPCON SCREW - 1/4" DIA, MIN 2" EMBED - TYPICAL AT ALL PEDESTALS RAF ANCHORING AND BRACING NOTES THIS DETAIL APPLIES TO THE ENTIRETY OF THE RAISED ACCESS FLOOR SYSTEM - GC TO BRACE (E) PEDESTALS @ 8'-0"OC BOTH WAYS - REFER TO PLAN SHEET A1.0 FOR LOCATIONS THE (E) PEDESTAL BASE PLATES ARE ANCHORED TO THE (E) CONC SLAB WITH CONSTRUCTION ADHESIVE - GC TO ANCHOR EACH (E) PEDESTAL W/ (4) 1/4" DIA TAPCON SCREWS PER BASE PLATE TATE ACCESS FLOORS 4-WAY HEAVY DUTY SEISMIC ANCHOR, SCHED 10 PIPE, EMT, BENT PLATE OR STEEL ANGLE MAY BE USED FOR THE 4-WAY BRACING - GC TO SUBMIT PROPOSED BRACING METHOD FOR SE REVIEW + APPROVAL - BRACING SHALL BE ANCHORED TO SLAB WITH HILTI KWIKBOLT - 3/8" DIA, 2 7/8" EMBEDMENT REINSTALL/REPLACE CARPET TILE AS REQ'D 16 " (N) HILTI KWIKBOLT - 3/8" DIA, 2 7/8" EMBED - TYP @ BRACE (E) CARPET TILE - REMOVE & REINSTALL/REPLACE AS REQUIRED - TYPICAL w1.0A WALL FINISH SIDE 2 WALL FINISH SIDE 1 INTERIOR GRADE SHEATHING PER SCHEDULE SECTION FRAMING PER SCHEDULE NOTE: 1. USE MOISTURE AND MOLD/RESISTANT WALL BOARD AT ALL WET CONDITIONS: RESTROOMS, DRINKING FOUNTAINS, JANITOR CLOSETS, ETC. 2. SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY. 3. USE LOW-DENSITY SOUND INSULATION BATTS FROM CERTAINTEED, JOHNS MANVILLE, OWENS CORNING. SOUND ATTENUATION BATT INSULATION PER SCHEDULE. FRICTION FIT BETWEEN FRAMING AND WIRE TIE AS REQUIRED. FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" (N) DIAGONAL BRACE ATTACHED TO UNDERSIDE OF PANEL WITH A TEK SCREW AND ANCHORED TO (E) CONCRETE SLAB WITH (N) HILTI KWIKBOLT - 3/8" DIA, 2 7/8" EMBED 16 " PLEASE NOTE THAT BRACED FLOOR PANEL BECOMES INACCESSIBLE. - LIMITED USE ONLY - CONFIRM W/ ARCHITECT AND SCE PRIOR TO EMPLOYING THIS DETAIL 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 7 P M BU I L D I N G S E C T I O N S & D E T A I L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A5.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/4" = 1'-0"1Section 3 Scale: 1/4" = 1'-0"2Section 4 Scale: 3/16" = 1'-0"7Section 1 Scale: 3/16" = 1'-0"8Section 2 Scale: 3" = 1'-0"9PARAPET, TYP. Scale: 3" = 1'-0"10EXISTING PLASTER WEEP SCREED Scale: 1" = 1'-0"12RAF PEDESTAL ANCHOR & BRACING DETAIL 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE Scale: 3" = 1'-0"3NON-RATED INTERIOR WALL Scale: 1" = 1'-0"5ALT SEISMIC BRACE DETAILScale: 1" = 1'-0"11TATE 4-WAY SEISMIC BRACE DETAIL NOTE: EXISTING DETAIL FOR REFERENCE ONLY - FIELD VERIFY EXISTING CONDITIONS REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 WHWH 3 3 4 4 CC DD BB d123 d834 d9.7 d835 d2301 3.5 3.5 d318 VERIFY IN FIELD 40"4" e1402 e3306e2202 3'-0" DEMO JAMB AS REQ'D TO INCREASE OPENING TO 44" CLEAR FINISH FOR ACCESSIBLE ROUTE TO RESTROOM 3 3 4 4 CC DD BB 2 A5.0 -- Women 130 Men 129 FINISH 44" CLEAR 18 " 2'-1"2'-1" 1' - 7 " 8'-8"8'-8 1/2" 3' - 1 " 3' - 1 " 3' - 1 " 4'-11 1/2"4'-11 1/2" 1' - 6 " 1' - 6 " 1' - 6 " 1' - 6 " 1' - 6 " 18 " 1' - 6 " 125 3.5 3.5 838 339 340 3'-0" 341 342 341 609 FINISH 44" CLEAR 609 Office 126 Electrical 127 Janitor 128 REFERENCE SHEET A1.0 FOR CONT. OF SHEATHING A7.01 A7.0 2 A7.0 3 Engineering 125 125 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 8 P M EN L A R G E D R E T R O F I T A R E A PL A N S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A6.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 Scale: 3/8" = 1'-0"1RETROFIT WORK - DEMOScale: 3/8" = 1'-0"2RETROFIT WORK - PROPOSED LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX NN 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 CC DD 3.5 Men 129 Janitor 128 Office 126 d962 e962 CC DD 2 A5.0 -- 3.5 Men 129 Janitor 128 Electrical 127 Office 126 10' - 0" 9' - 0" 981 ACOUSTICAL CEILING TILE, ARMSTRONG DUNE SECOND LOOK II 2722, FINE TEXTURED WHITE. SUSPENDED CEILING GRID, ARMSTRONG SUPRA FINE XL 9/16” 2'X4' GRID 2 DD EE d9.7 d2301 AREA FOR NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS (E) HSS TRELLIS POST W/ CABLE ATTACHEMENTS TO BE TEMP UNINSTALLED AND REINSTALLED ON (N) CONC FOOTING. 2 DD EE 1 A5.0 -- 340 609 609 Break Room 102 Sub - Operators 103 1' - 6 " 1'-1 3/4" 7' - 6 1 / 8 " 8' 7 3 / 1 6 " NEW SHEAR WALLS IN YELLOW 340 NEW SHEAR WALLS IN YELLOW 1 TYP A5.0 -- 344 344 TYP. 345 1' - 6 " 4' - 0 " 1' - 1 " 1'-1 3/4" 7' - 6 1 / 8 " w1.0a w1.0a w1.0a NEW CONCRETE FOOTING A7.04 5 A7.0 9 (E) HSS TRELLIS POST PLACE ON (N) FOOTING 8' - 6 " w1.0aALIGN W/FACE OF (E) MULLION 2'-2 1/4" ALIGN W/FACE OF (E) MULLION 5' - 0 " 3'-8" ** EXISTING DAMAGED CEILING TO BE REPLACED WITH NEW. ** EXISTING TO REMAIN - PROTECT EXISTING CONSTRUCTION IN PLACE. DAMAGE TO THE EXISTING BUILDING SHALL BE REPAIRED TO MATCH ADJACENT EXISTING CONSTRUCTION. 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 1 P M EN L A R G E D R E T R O F I T A R E A PL A N S 2 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A6.1 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check N 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES###LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX N 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION Scale: 3/8" = 1'-0"1RCP - DEMOScale: 3/8" = 1'-0"2RCP - PROPOSED d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE N Scale: 3/8" = 1'-0"3RETROFIT WORK - DEMOScale: 3/8" = 1'-0"4RETROFIT WORK - PROPOSED N REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 WH FLOOR LEVEL 0' - 0" T.O. WINDOW 9' - 0" RCP LEVEL 10' - 0" 2 A5.0 -- FLOOR LEVEL 0' - 0" 5' - 0 " WT1 P-4 P-4 B-1 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. FLOOR LEVEL 0' - 0" RCP LEVEL 10' - 0" FLOOR LEVEL 0' - 0" P-3 B-1 FLOOR LEVEL 0' - 0" T.O. WALL 13' - 4 1/2" 2 A5.0 -- FLOOR LEVEL 0' - 0" WATER HEATER WC-1 4' - 0 " P-1 FLOOR LEVEL 0' - 0" RCP LEVEL 10' - 0" 1 A5.0 -- FLOOR LEVEL 0' - 0" RCP LEVEL 10' - 0" FLOOR LEVEL 0' - 0" P-4 B-1 FLOOR LEVEL 0' - 0" 7 A5.0 -- RCP LEVEL 10' - 0" FLOOR LEVEL 0' - 0" P-4 B-1 PAINT WALL TILE P-1 --- LIGHT TAN ACCENT WALL FINISH: DUNN EDWARDS SP 2600 "SOUTHWEST SKY" P-2 --- P-4 --- GREEN ACCENT WALL FINISH: DUNN EDWARDS 1479 "S.C.E. TEAL" WT1 --- 2" X 2" UNGLAZED CERAMIC MOSAIC TILE; DAL TILE #DK-325 "MARBLE" W/ GROUT: POLYBLEND, CUSTOM BLDG. PRODUCTS #380 "HAYSTACK" MAIN EXTERIOR WALL COLOR: DUNN EDWARDS PC 2220 P-3 --- DARK TAN ACCENT WALL FINISH: SP25900 "NORTH RIM" C-1 NEW MODULAR CARPET: BLUERIDGE 24" X 24" MODULAR CARPET TILES "KUMT" PATTERN #2274 - "PAYNE GRAY" VP-1 VINYL PLANK, HALLMARK FLOORS, EL DORADO LUXURY VINYL 6”X48”, TORTOSA SISAL FLOORING SV-1 SHEET VINYL, MANNINGTON BIOSPEC FB, STONE GRAY 10328 PAINT (WHITE), BENJAMIN MOORE #MP-3 DECORATOR’S WHITE, EGGSHELL P-5 --- WALL COVERINGS --- WC-1 MARLITE: #P-100 "WHITE" - 48" WAINSCOT FT-1 2" X 2" UNGLAZED CERAMIC MOSAIC TILE; DAL TILE #DK-325 "MARBLE" W/ GROUT: POLYBLEND, CUSTOM BLDG. PRODUCTS #380 "HAYSTACK" WALL BASE --- B-1 FLEXCO WALLFLOWERS: 4" VINYL TOPSET BASE: WF-01 "BLACK DAHLIA" FINISHES FIELD VERIFY ALL FINISHES AND SUBMIT SAMPLES OF ALL FINISHES 3 3645 C D E BB 3.5 A7.01 A7.0 2 A7.0 3 Women 130 Men 129 Office 126 Electrical 127 Janitor 128 Engineering 125 P-1 WC-1 SV-1 P-4 B-1 C-1 P-4 B-1 C-1 C-1 P-3 B-1 C-1 C-1C-1 P-3 B-1 P-4 B-1 P-4 WT1 FT-1 C-1 C-1 P-4 B-1 Director 134 Director's Conference 133 Engineering 124 2 DD EE A7.04 5 A7.0 9 Break Room 102 Sub - Operators 103 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION P-4 B-1 P-4 B-1 P-2 B-1 P-2 B-1 VP-1 P-2 B-1 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 5 P M IN T E R I O R E L E V A T I O N S & FI N I S H E S F L O O R P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A7.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/4" = 1'-0"1MENS RESTROOM #129Scale: 1/4" = 1'-0"2OFFICE #126 Scale: 1/4" = 1'-0"3JANITOR #128 Scale: 1/4" = 1'-0"4BREAK ROOM #102Scale: 1/4" = 1'-0"5BREAK ROOM #102 Scale: 1/4" = 1'-0"9Sub - Operators #103 Scale: 1/4" = 1'-0"10JANITOR, RESTROOM, OFFICE - FINISH PLAN Scale: 1/4" = 1'-0"11BREAK ROOM, SUB OPERATORS - FINISH PLAN P-2 B-1 P-2 B-1 P-2 B-1 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 FACE OF WALL TYPICAL 1 LAYER 5/8" TYPE X GYPSUM BOARD CEILING LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR # 12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. SEE DETAIL PROVIDE VERTICAL HANGER WIRE PER SUSPENDED CEILING NOTES THIS SHEET. A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. RESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) UN R E S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) UNRESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) RE S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) 8" M A X . 8" MAX. CONTINUOUS MAIN RUNNERS CR O S S R U N N E R S CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. CONTINUOUS 7/8" 25 GAGE GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. A8.0 8 A8.0 3 A8.0 8 FLOOR SLAB PER ASSEMBLY TYPE ROOF DECK PER ASSEMBLY TYPE SUSPENDED GYP. BOARD CEILING PER REFLECTED CEILING PLAN PROVIDE VERTICAL HANGER WIRE PER SUSPENDED CEILING NOTES THIS SHEET. A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. CE I L I N G P L A N PE R R E F L E C T E D UN R E S T R A I N E D PE R I M E T E R RE S T R A I N E D P E R I M E T E R LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR #12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. CE I L I N G P L A N PE R R E F L E C T E D CE I L I N G P L A N PE R R E F L E C T E D FLOOR SLAB PER ASSEMBLY TYPE SUSPENDED GYP. BOARD CEILING PER REFLECTED CEILING PLAN SUSPENDED GYP. BOARD CEILING PER REFLECTED CEILING PLAN FLOOR SLAB PER ASSEMBLY TYPE CEIL I N G N O TES ON T H I S SH EET PER S USPE N DED O.C.2'-0" 7/8" 25 GAGE GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. VERTICAL HANGER WIRE PER SUSPENDED CEILING NOTES THIS SHEET. MINIMUM 3 TIGHT TURNS IN 1 1/2" BOTH ENDS (TYPICAL) COMPRESSION STRUT (MAXIMUM KL/R RATIO OF 200 OR LESS) WITH 16 GA. TOP TRACK MINIMUM 30" LONG FASTENED INTO BOTTOM OF FLOOR/ROOF ASSEMBLY. 12 GA. BRACING WIRE W/ MIN. 4 TIGHT TURNS IN 1 1/2" BOTH ENDS OF WIRE CONNECTED TO RUNNER CHANNEL. SLOPE OF BRACING WIRES SHALL NOT EXCEED 45 DEGREES FROM THE PLANE OF THE CEILING AND WIRES SHALL BE TAUT (TYPICAL) 2" (MAX) FROM BRACING WIRES TO COMPRESSION STRUT AND RUNNER CHANNEL . CLR. 1/2" BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L 8" MAX. 4" GALV. METAL STUD BLOCKING. IF REQUIRED METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE. GYPSUM WALL BOARD PER PLAN/ASSEMBLY TYPE. CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. HAT CHANNEL CONT. 7/8" 25 GA. GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. PERIMETER FRAME DRYWALL BEAD PERIMITER CLOSURE ANGLE FASTEN TO MAIN CHANNEL RUNNERS AT RESTRAINED ENDS. HANGER WIRE. LOAD TEST PER SUSPENDED CEILING NOTES. BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE. CLR. 1/2" CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. CONT. 7/8" 25 GA. GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. PERIMITER CLOSURE ANGLE FASTEN TO MAIN CHANNEL RUNNERS AT RESTRAINED ENDS. PERIMETER FRAME DRYWALL BEAD 4" GALV. METAL STUD BLOCKING. IF REQUIRED 8" MAX. GYPSUM WALL BOARD PER PLAN/ASSEMBLY TYPE. HANGER WIRE. LOAD TEST PER SUSPENDED CEILING NOTES. 6" MAX HANGER WIRE. LOAD TEST PER SUSPENDED CEILING NOTES. CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. 4" GALV. STUDS AT PANEL PERIMETER. SCREW TO CEILING MAIN RUNNERS AND CHANNELS. PROVIDE ATTACHMENT PLATES AS NECESSARY AT CORNERS TO STIFFEN CONT. 7/8" 25 GA. GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. PERIMETER FRAME DRYWALL BEAD ACCESS PANEL RECESSED - PAINT TO MATCH CEILING GENERAL NOTE: 1. INSTALL IN ACCORDANCE WITH MANUFACTURER'S MOUNTING INSTRUCTIONS AND USING THE RECOMMENDED MOUNTING HARDWARE. ARCHITECTURAL CEILING GRID CEILING HANGER WIRE ARCHITECTURAL CEILING GRID INTERGRAL GALVANIZED LIPPED STEEL MOUNTING CHANNEL FIXTURE WHIP FROM JUNCTION BOX (1,829mm (6') LONG MAX) HANGER WIRE & MOUNTING CHANNEL ATTACHED TO STRUCTURE REFER TO SPECIFICATION SECTION 26 51 00 WIRE TIE THROUGH MOUNTING CHANNEL & CROSS BEAM, TYP. WIRE TIE THROUGH MOUNTING CHANNEL & CROSS BEAM, TYP. ARCHITECTURAL CEILING GRID ACOUSTICAL CEILING TILE (TYP) ARCHITECTURAL CEILING GRID LOCKING SQUARE WASHER & NUT JUNCTION BOX 6.35mm (1/4") SCREW (E) or (N) 3" x 1/4" DIA EYE-BOLT SCREW W/FULL THREAD EMBEDMENT - 1" MIN (E) or (N) WOOD JOIST \TO REMAIN - TYPICAL (E) OR (N) 12-GAUGE HANGER WIRE - MIN 3 TURNS WRAP MA X 3" (E) or (N) 3" x 1/4" DIA EYE-BOLT SCREW W/FULL THREAD EMBEDMENT - 1" MIN (E) OR (N) 12-GAUGE HANGER WIRE - MIN 3 TURNS WRAP ATTACHMENT TO WOOD STRUCTURE - VERTICAL ATTACHMENT TO WOOD STRUCTURE - SPLAY WIRE (E) or (N) 3" x 1/4" DIA EYE-BOLT SCREW W/FULL THREAD EMBEDMENT - 1" MIN SIDE MOUNT LOCATION 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 5 P M CE I L I N G D E T A I L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A8.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: N.T.S.1TYPICAL CEILING PLAN Scale: 1/8" = 1'-0"2TYPICAL CEILING SECTION Scale: 3/8" = 1'-0"3TYPICAL GYPSUM BOARD CEILING SUSPENSION SYSTEM Scale: N.T.S.7GYP. BD. PARALLEL TO MAIN RUNNER Scale: N.T.S.8GYP. BD. PERPENDICULAR TO MAIN RUNNER Scale: N.T.S.9CEILING ACCESS PANEL 2024-06-11 A Revision 1 Scale: N.T.S.11EXIT SIGN MOUNTING - LAY IN CEILING Scale: 3" = 1'-0"4HANGER WIRE CONNECTION @ WOOD ROOF FRAMING A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 12' - 0" MAX. COMPRESSION STRUT SPACING CO M P R E S S I O N S T R U T SP A C I N G RESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) 6' - 0" MAX. 6' - 0 " M A X . 8' - 0 " M A X . UN R E S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) UNRESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) RE S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) 8" M A X . 8" MAX. CONTINUOUS MAIN RUNNERS CR O S S R U N N E R S *USE "SUSPENDED ACOUSTICAL CEILING AT EXIT WAYS" DETAIL FOR ALL EXIT WAYS LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR #12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. SEE DETAIL SLOTTED ANGLE STRUT STABILIZING BAR TYPICAL AT UNRESTRAINED PERIMETER. 2'-0" x 2'-0" SUSPENDED ACOUSTICAL CEILING FACE OF WALL TYPICAL #12 GAUGE HANGER WIRE TYP. INSTALL AT A MAX. 4'-0" SPACING AND A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. A8.1 4 A8.1 4 A8.1 3 CE I L I N G P L A N PE R R E F L E C T E D CE I L I N G P L A N PE R R E F L E C T E D UN R E S T R A I N E D PE R I M E T E R RE S T R A I N E D PE R I M E T E R *USE "SUSPENDED ACOUSTICAL CEILING AT EXIT WAYS" DETAIL FOR ALL EXIT WAYS FLOOR SLAB PER ASSEMBLY TYPE SUSPENDED ACOUSTICAL CEILING PER REFLECTED CEILING PLAN ROOF DECK PER ASSEMBLY TYPE #12 GAUGE HANGER WIRE TYP. INSTALL AT A MAX. 4'-0" SPACING AND A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR #12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. SEE DETAIL O.C. 2' - 0 " O.C2' - 0 " .2" (MAX) FROM BRACING WIRES TO COMPRESSION STRUT AND CROSS RUNNER 12 GA. VERTICAL HANGER WIRE AT 4'-0" EACH WAY (4' O.C. AT MAIN RUNNER) MINIMUM 3 TIGHT TURNS IN 1 1/2" BOTH ENDS (TYPICAL) 12 GA. BRACING WIRE W/ MIN. 4 TIGHT TURNS IN 1 1/2" BOTH ENDS OF WIRE CONNECTED TO MAIN RUNNER. SLOPE OF BRACING WIRES SHALL NOT EXCEED 45 DEGREES FROM THE PLANE OF THE CEILING AND WIRES SHALL BE TAUT (TYPICAL) COMPRESSION STRUT (MAXIMUM KL/R RATIO OF 200 OR LESS) WITH 16 GA. TOP TRACK MINIMUM 30" LONG FASTENED INTO BOTTOM OF FLOOR/ROOF ASSEMBLY. MAIN RUNNER CROSS RUNNER BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L CLR. 1/2" CEILING PANEL TYP. PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. CONTINUOUS MAIN RUNNERS TYP. 12 GA. HANGER WIRE @ 4'-0" O.C. W/ ONE PAIR OF BRACING WIRES PARALLEL TO WALL AT 12'-0" O.C. 3 TIGHT TURNS IN 1 1/2" MAX. CROSS RUNNERS FASTENED TO CONT. MAIN RUNNERS 4" GALV. METAL STUD BLOCKING. IF REQUIRED METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE GYPSUM WALL BOARD PER PLAN/ASSEMBLY TYPE. 2"PERIMETER CLOSURE ANGLE CROSS RUNNERS FASTENED TO CONT. MAIN RUNNERS RUNNER SPLICE CLR. 1/2" GYPSUM WALL BOARD PER PLAN/ ASSEMBLY TYPE. 4" GALV. METAL STUD BLOCKING. IF REQUIRED METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L CLR. 1/2" 2" 8" MAX. PERIMETER CLOSURE RUNNER CHANNEL SLOTTED ANGLE STRUT W/ HORIZ. 6D RINGSHANK NAIL. NAILS AT THE END OF HORIZ. STRUTS ARE TO BE PLACED WITH NAIL HEAD TOWARD CENTER LINE OF SPAN OF STRUT. CEILING PANEL 12 GA. HANGER WIRE. 3 TIGHT TURNS IN 1 1/2" MAX.12 GA. HANGER WIRE. 3 TIGHT TURNS IN 1 1/2" MAX. METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE 4" GALV. METAL STUD BLOCKING. IF REQUIRED GYPSUM WALL BOARD PER PLAN/ ASSEMBLY TYPE. RUNNER CHANNEL CEILING PANEL PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L 8" MAX. CLR. 1/2" 2" 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 7 P M CE I L I N G D E T A I L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A8.1 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"1TYPICAL SUSPENDED ACT CEILING PLAN Scale: 1/8" = 1'-0"2TYPICAL SUSPENDED ACT CEILING SECTION Scale: 3/8" = 1'-0"3TYPICAL SUSPENDED ACT CEILING SYSTEM Scale: N.T.S.4TYPICAL SUSPENDED ACT CEILING @ EXIT WAYS Scale: N.T.S.5ACT @ WALL (UNRESTRAINED)Scale: N.T.S.10ACT @ WALL (RESTRAINED) 2024-06-11 A Revision 1 A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 NO PARKING 60'-8" NO P A R K I N G D DN. DN. NO PA R K I N G VA N NO PA R K I N G NO PA R K I N G NO PARKING 1444 E MCFADDEN AVENUE AS2.0 1 TRAVEL DISTANCE=170'-3" GRAND AVE. E. M c F A D D E N A V E . EXIST. GUARD SHACK & MAIN ENTRY TO FACILITY EXIST. ACCESSIBLE PARKING TOW AWAY SIGN EXIST. FIRE HYDRANT, TYP. (E) FIRE HYDRANT TO REMAIN, TYPICAL (E) FIRE HYDRANT, TO REMAIN, TYP 1442 E MCFADDEN AVENUE 1440 E MCFADDEN AVENUE 1436 E MCFADDEN AVENUE 1438 E MCFADDEN AVENUE 1237 S GRAND AVENUE 1239 S GRAND AVENUE 1241 S GRAND AVENUE 1325 S GRAND AVENUE 1327 S GRAND AVENUE 1293 MCFADDEN AVENUE EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE A 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 6 P M SI T E P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 AS1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 Scale: 1" = 40'-0"1SITE PLAN N PROPERTY LINE, TYP. EXISTING BUILDING TO REMAIN EXISTING BUILDING TO BE RETROFIT REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 NO PARKING 60'-8" NO P A R K I N G D NO PARKING WH A A 1 1 2 23 36 6 4 4 5 5 CC DD EE A4.0 4 A4.0 2 A4.01 A4.0 3 BB 20'-0"8'-0"32'-6"59'-4"60'-8" 180'-6" 10 0 ' - 6 " 36 ' - 6 " 26 ' - 2 " 8' - 1 " 29 ' - 9 " BLDG B BLDG C EXISTING FIRE HYDRANT & PROTECTIVE BOLLARDS TO REMAIN, TYP. EXISTING UNDERGROUND TELECOM. VAULT TO REMAIN & BE PROTECTED EXISTING PULL BOX AT FACE OF BLDG. AT GRADE TO REMAIN & BE PROTECTED (E) 6" FLUSH CONCRETE CURB TO REMAIN, TYPICAL RAMP 1:12 MAX EXISTING CONCRETE WALKWAY WITH ZERO CURBFACE, TYP. ACCESSIBLE PATH OF TRAVEL. SEE SITE PLAN GENERAL NOTES AND THE TITLE 24 ACCESSIBILITY REQUIREMENTS NOTES ON SHEETS T3.0 THRU T3.3 FOR MORE INFORMATION. LIMIT OF WORK AREA (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 LIMIT OF WORK AREA LIMIT OF WORK AREA BLDG B BLDG C TRAVEL DISTANCE=170'-3" 3.5 3.5 (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 LIMIT OF WORK AREA (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 (E) HSS TRELLIS POST W/ CABLE ATTACHEMENTS TO BE TEMP UNINSTALLED AND REINSTALLED ON (N) CONC FOOTING. EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE REMOVE/DELETE (E) H/C SYMBOL (N) PAINT STRIPING TO ELIMINATE (E) NON- COMPLIANT SPACE EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 7 P M EN L A R G E D S I T E P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 AS2.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 N Scale: 1" = 10'-0"1ENLARGED SITE PLAN LIMITS OF WORK AREA NOTES: REFER TO SHEET EXISTING CONDITIONS PHOTOS T1.2 FOR REFERENCE A A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 DN WH EXIT SEPARATION: 179'-0 3/16"COMPLIES WITH CBC 1007.1.1 Exception #2 DIAGONAL OF AREA SERVED: 205'-2 7/16" (205'-2 7/16"/ 3= 68'-4 13/16" MIN REQ'D EXIT SEPARATION) CODE SUMMARY CONSTRUCTION TYPE TYPE III-A OCCUPANCY TYPE BUSINESS GROUP B OCCUPANCY SEPARATION NON-SEPARATED OCCUPANCY (TABLE 508.3) EXTERIOR BEARING WALLS 2 - HOUR EXTERIOR NON BEARING WALLS PRIMARY STRUCTURAL FRAME X < 5 5 ≤ X ≤ 10 10 ≤ X ≤ 30 X ≥ 30 2 HR RATED (TABLE 602) 1 HR RATED (TABLE 602) NON RATED (TABLE 602) NON RATED (TABLE 602) NON RATED (TABLE 601) INTERIOR BEARING WALL NON RATED (TABLE 601) INTERIOR NON BEARING WALL NON RATED (TABLE 601) FLOOR CONSTRUCTION AND SECONDARY MEMBERS NON RATED (TABLE 601) ROOF CONSTRUCTION AND SECONDARY MEMBERS NON RATED (TABLE 601) MIN ROOF COVERING CLASSIFICATION CLASS A MAX TRAVEL DISTANCE EXTERIOR OPENINGS FIRE SPRINKLER NO FIRE ALARM YES B OCCUPANCY - 300 FEET MAX OCCUPANCY TYPES 0 < X < 3 3 ≤ X ≤ 5 5 ≤ X ≤ 10 NOT PERMITTED (TABLE 705.8) 15% OPEN (TABLE 705.8) 25% OPEN (TABLE 705.8) 10 ≤ X ≤ 15 45% OPEN (TABLE 705.8) 15 < X < 20 75% OPEN (TABLE 705.8) 20 < X < 25 NO LIMIT (TABLE 705.8) 25 < X < 30 NO LIMIT (TABLE 705.8) 30 OR GREATER NO LIMIT (TABLE 705.8) OFFICE (B) STORAGE (S) ACCESSIBLE PATH OF TRAVEL MIN. 36" WIDE CLEAR OCCUPANCY LOAD - PLUMBING TOILET ROOMS AND PLUMBING FIXTURES TO REMAIN AS EXISTING. A A 1 1 2 23 36 6 4 4 5 5 CC DD EE BB 3.5 3.5 OCCS: OCPY: 2 170 SF 136 Manager's Office 1:150 SFB DOOR: OCCS: REQD: PRVD: 100A 6' - 8" OCCS: OCPY: 2 167 SF 135 Manager's Office 1:150 SFB OCCS: OCPY: 5 637 SF 132 Open Office 1:150 SFB OCCS: OCPY: 12 170 SF 133 Director's Conference 1:15 SFB OCCS: OCPY: 2 167 SF 134 Director 1:150 SFB OCCS: OCPY: 1 93 SF 127 Electrical 1:300 SFS OCCS: OCPY: 1 76 SF 128 Janitor 1:300 SFS OCCS: OCPY: 1 99 SF 126 Office 1:150 SFB OCCS: OCPY: 3 315 SF 119 DOC Supervisors 1:150 SFB OCCS: OCPY: 1 131 SF 120 Company Central 1:150 SFB OCCS: OCPY: 2 155 SF 118 SRO Office 1:150 SFB OCCS: OCPY: 2 160 SF 117 Company Central 1:150 SFB OCCS: OCPY: 1 180 SF 137 Storage 1:300 SFS OCCS: OCPY: 9 133 SF 114 Break Room 1:15 SFB OCCS: OCPY: 2 271 SF 121 Conference 1:150 SFB OCCS: OCPY: 29 432 SF 111 Overview Room 1:15 SFB OCCS: OCPY: 39 584 SF 102 Break Room 1:15 SFB OCCS: OCPY: 3 429 SF 103 Sub-Operators 1:150 SFB OCCS: OCPY: 2 419 SF 104 Telecom. 1:300 SFS OCCS: OCPY: 1 203 SF 105 Electrical 1:300 SFS OCCS: OCPY: 3 408 SF 107 I.T. Open Office 1:150 SFB OCCS: OCPY: 1 111 SF 109 Chiefs Office 1:150 SFB OCCS: OCPY: 1 112 SF 108 Chiefs Office 1:150 SFB OCCS: OCPY: 22 3,197 SF 110 Control Room 1:150 SFB OCCS: OCPY: 12 1,715 SF 113 D.O.C. 1:150 SFB OCCS: OCPY: 7 998 SF 122 Mapping 1:150 SFB OCCS: OCPY: 7 941 SF 124 Engineering 1:150 SFB OCCS: OCPY: 4 489 SF 125 Engineering 1:150 SFB OCCS: OCPY: 5 609 SF 123 Open Office 1:150 SFB OCCS: OCPY: 1 140 SF 106 I.T. Supv. 1:150 SFB TRAVEL DISTANCE=59'-7" DOOR: OCCS: REQD: PRVD: 1005 5' - 8" DOOR: OCCS: REQD: PRVD: 131A 2' - 10" DOOR: OCCS: REQD: PRVD: 122A 2' - 10" TRAVEL DISTANCE=72'-11" DOOR: OCCS: REQD: PRVD: 104A 4' - 8" DOOR: OCCS: REQD: PRVD: 102B 2' - 10" TRAVEL DISTANCE=75'-7" TRAVEL DISTANCE=105'-8" TRAVEL DISTANCE=73'-5" Women 130 Men 129 Corridor 1 - Hour 101 Lobby 1 - Hour 100 Corridor 1 - Hour 131 Women 115 Men 116 24 4.8" 28 5.6" 29 5.8" 39 7.8" 2 .4" 61 12.2" 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 5 P M LI F E S A F E T Y P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 LS1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check N GENERAL NOTES 1. THIS PLAN IS FOR GENERAL CONFORMANCE ONLY 2. FLOOR AREAS ARE BASED ON BUILDING CODE REQUIREMENTS ONLY AND ARE MEASURED TO THE INTERIOR OF EXTERIOR / PERIMETER WALLS AND THE CENTER LINE OF DEMISING WALLS. 3. THE EXIT TRAVEL PATH AND COMMON EGRESS PATH ARE ESTIMATES ONLY. ACTUAL PATHS MAY BE SUBJECT TO MINOR REVISION BASED UPON TENANT FURNITURE. 4. FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE PARTITIONS, AND SMOKE BARRIERS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING IN THE FLOOR / CEILING SPACE EVERY 30-FEET (MAXIMUM) WITH LETTERING AT LEAST 1/2" HIGH IN HEIGHT (703) CFC / (703.7) CBC. 5. THE MEANS OF EGRESS WILL BE ILLUMINATED TO A LEVEL OF NOT LESS THAN ONE FOOT-CANDLE AT THE WALKING SURFACE AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. 6. LIGHTING FIXTURES CONNECTED TO AN EMERGENCY POWER SYSTEM (STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR) WILL AUTOMATICALLY ILLUMINATE THE MEANS OF EGRESS FOR A DURATION OF NOT LESS THAN 90 MINUTES OCCUPANT LOAD TABLE Name RM # Area Primary Occ. Occ. Load Total Occupants B Manager's Office 136 170 SF B 150 SF 2 Manager's Office 135 167 SF B 150 SF 2 Open Office 132 637 SF B 150 SF 5 Director's Conference 133 170 SF B 15 SF 12 Director 134 167 SF B 150 SF 2 Office 126 99 SF B 150 SF 1 DOC Supervisors 119 315 SF B 150 SF 3 Company Central 120 131 SF B 150 SF 1 SRO Office 118 155 SF B 150 SF 2 Company Central 117 160 SF B 150 SF 2 Break Room 114 133 SF B 15 SF 9 Conference 121 271 SF B 150 SF 2 Overview Room 111 432 SF B 15 SF 29 Chiefs Office 108 112 SF B 150 SF 1 Sub-Operators 103 429 SF B 150 SF 3 Break Room 102 584 SF B 15 SF 39 I.T. Open Office 107 408 SF B 150 SF 3 D.O.C. 113 1715 SF B 150 SF 12 Mapping 122 998 SF B 150 SF 7 Engineering 124 941 SF B 150 SF 7 Engineering 125 489 SF B 150 SF 4 Open Office 123 609 SF B 150 SF 5 I.T. Supv. 106 140 SF B 150 SF 1 S Janitor 128 76 SF S 300 SF 1 Electrical 127 93 SF S 300 SF 1 Storage 137 180 SF S 300 SF 1 Electrical 105 203 SF S 300 SF 1 Telecom. 104 419 SF S 300 SF 2 10405 SF 160 Scale: 1/8" = 1'-0"1LIFE SAFETY PLAN SYMBOLS LEGEND PATH OF TRAVEL EXISTING CONSTRUCTION NON-RATED WALLS 1 HR FIRE RATED WALLS FUTURE 1 HR RATED WALLS EGRESS AREA TAG EGRESS ELEMENT TAG Stair # O: 00 R: 00 P: 00 COMPONENT NAME # OF OCCUPANTS EGRESS WIDTH REQUIRED EGRESS WIDTH PROVIDED OCCS:### OCCUPANCY GROUP & OCCUPANCY LOAD FACTOR # OF OCCUPANTS ROOM NAME RM . # M @ 1:50 S.F. 2 HR FIRE RATED WALLS FUTURE 2 HR RATED WALLS EXIT SIGN REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . MANEUVERING SPACE 60" MIN. CLR @ SIDE OPENING DOOR K. TOILET COMPARTMENT WITH SIDE OUT-SWINGING DOOR J. TOILET COMPARTMENT WITH SIDE IN- SWINGING DOOR 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . MANEUVERING SPACE 60" MIN. CLR @ SIDE OPENING DOOR PARTITION DOOR IS PERMITTED TO SWING INTO HATCHED PORTION OF MANEUVERING SPACE DOOR SWINGS IN 36" MIN. WHEN M. TOILET COMPARTMENT WITH END OUT-SWINGING DOOR CLEARANCE ZONE AROUND WATER CLOSET L. TOILET COMPARTMENT WITH END IN- SWINGING DOOR 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . PARTITION DOOR IS PERMITTED TO SWING INTO HATCHED PORTION OF MANEUVERING SPACE MANEUVERING SPACE 48" MIN. CLR @ END OPENING DOOR P. AMBULATORY ACCESSIBLE TOILET COMPARTMENT 37" MIN. CLR. 35" MIN. CLR. SI D E A P P R O A C H 44 " M I N . C L R WH E N L A T C H MA X . 12 " 42 " M I N . DOOR SHALL NOT SWING INTO CLEARANCE ZONE CLEARANCE ZONE 19" MAX. 17" MIN. CL R . , T Y P . 48 " M I N . N. ACCESSIBLE TOILET COMPARTMENT TOE CLEARANCE 9" M I N . 6" MIN. ELEVATION ADULT 12 " M I N . 6" MIN. ELEVATION CHILDREN SUGGESTED DIMENSIONS FOR CHILDREN AGES 3 THROUGH 12 Ages 9 through 12Ages 5 through 8Ages 3 and 4 Water Closet Centerline 12 inches 12 to 15 inches 15 to 18 inches Toilet Seat Height 11 to 12 inches 12 to 15 inches 15 to 17 inches Grab Bar Height 18 to 20 inches 20 to 25 inches 25 to 27 inches Dispenser Height 14 inches 14 to 17 inches 17 to 19 inches 6" PLAN TOE CLEARANCE NOT REQUIRED AT PARTITION SUPPORTS 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . MANEUVERING SPACE 48" MIN. CLR @ END OPENING DOOR 60 " M I N . C L R . DOOR SWINGS IN 36" MIN. WHEN 34" CLR. MIN. 34" CLR. MIN. CLEARANCE ZONE AROUND WATER CLOSET CLEARANCE ZONE AROUND WATER CLOSET OF G R A B B A R 33 " M I N . & 36 " M A X . T O T O P TO P O F S E A T 17 " M I N . & 19 " M A X T O 48" MIN. MAX. 12" 24" MIN. CL O F R O L L 19 " M I N . T O 9" MAX. 7" MIN. 40 " M A X . MI N . 1 1 / 2 " MAX. 6"OF GRAB BAR 36" MIN. TO C.L. TO P O F S E A T 17 " M I N . & 19 " M A X T O CL O F R O L L 19 " M I N . T O OF G R A B B A R 33 " M I N . & 36 " M A X . T O T O P RECESSED SANITARY TOILET SEAT COVER AND TOILET TISSUE DISPENSER 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. ACCESSIBLE WATER CLOSET RECESSED SANITARY TOILET SEAT COVER AND TOILET TISSUE DISPENSER 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 18" MAX. 17" MIN.ACCESSIBLE WATER CLOSET. FLUSH VALVE HANDLE SHALL BE ON SIDE AWAY FROM WALL OF G R A B B A R 33 " M I N . & 36 " M A X . T O C . L . TO P O F S E A T 17 " M I N . & 19 " M A X T O 42" MIN. TO CL OF GRAB BAR MAX. 12" 24" MIN. F.O.F. WALL OR F.O. PARTITION MAX. 6"GRAB BAR 36" MIN. TO P O F S E A T 17 " M I N . & 19 " M A X T O OF G R A B B A R 33 " M I N . & 36 " M A X . T O C . L . 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. ACCESSIBLE WATER CLOSET 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 18" MAX. 17" MIN. 9" MAX 7" MIN. WALL MOUNTED TOILET PAPER DISPENSER (WITHOUT STOPS) C. L . O F R O L L 19 " M I N . T O OF D I S P E N S E R 40 " M A X . T O O P E N I N G F.O.F. WALL F.O.F. WALL OR F.O. PARTITION F.O.F. WALL 19" MAX. @ AMBULATORY STALLS WALL MOUNTED SANITARY TOILET SEAT DISPENSER AS OCCURS ACCESSIBLE WATER CLOSET. FLUSH ACTIVATOR HANDLE TO BE ON SIDE AWAY FROM WALL OF D I S P E N S E R 40 " M A X . T O T O P COMBINATION PAPER TOWEL DISPENSER AND WASTE RECEPTACLE AL L O P E R A B L E P A R T S 40 " M A X . T O T O P O F WALL MOUNTED VENDING MACHINE DIAPER CHANGING STATION WALL MOUNTED CHILD SEAT 1' - 3 " WH E N O P E N 27 " T O B O T T O M OF S H E L F O F D I S P E N S E R 40 " M A X . T O T O P OF R O L L 19 " T O C . L . SANITARY TOILET SEAT COVER AND TOILET TISSUE DISPENSER WALL MOUNTED PAPER TOWEL DISPENSER OF R E C E P T A C L E 40 " M A X . T O T O P SANITARY NAPKIN DISPOSAL O F D I S P E N S E R 28 " T O T O P OF D I S P E N S E R 40 " M A X . T O T O P SANITARY TOILET SEAT DISPENSER GRAB BARS TOILET PAPER DISPENSER WALL MOUNTED SOAP DISPENSER TO P O F G R A B B A R 34 " M I N . & 36 " M A X . T O OF R O L L 19 " T O C L TO P O F D I S P E N S E R 40 " M A X . T O OF F I X T U R E 34 " M A X . T O T O P CL E A R A N C E 29 " M I N . K N E E LAVATORYHAND DRYER OP E R A B L E P A R T S 40 " M A X . T O A L L TO P O F S E A T 17 " M I N . & 19 " M A X T O WATER CLOSET CHILD WATER CLOSET SE A T 1' - 0 " T O TO P O F 17 " M A X . C. L . O F H A N D L E 44 " M A X T O URINAL 15 " M A X . 13 " M I N . CHILDREN URINAL WALL MOUNTED MIRROR O F D I S P E N S E R 40 " M A X . T O T O P WALL MOUNTED WASTE RECEPTACLE A. TYPICAL TOILET ROOM ACCESSORY MOUNTING HEIGHTS E. TYPICAL WATER CLOSET REQUIREMENTS C. TYPICAL LAV REQUIREMENTS B. TYPICAL URINAL REQUIREMENTS NO T A T L A V S & C O U N T E R T O P S 35 " M A X . T O B O T T O M E D G E OF R E F L E C T I N G S U R F A C E AT L A V S & C O U N T E R T O P S 40 " M A X . T O B O T T O M E D G E OF R E F L E C T I N G S U R F A C E HO O K F O R A D U L T S 48 " M A X . T O T O P O F COAT HOOK HE I G H T S F O R C H I L D R E N SE E 1 1 B - 3 0 8 F O R A L T . NOTE: REFER TO 11B-308 FOR ALTERNATE HEIGHTS FOR ACCESSORIES FOR USE BY CHILDREN WH E N O P E N 26 " M I N . A N D 3 0 " MA X . T O S U R F A C E EX C E E D 4 0 " OP E R A B L E PA R T S M A Y 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 19" MAX. @ AMBULATORY STALLS 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. WALL MOUNTED, FRONT ELEVATION WALL MOUNTED, SIDE ELEVATION FLOOR MOUNTED, FRONT ELEVATION FLOOR MOUNTED, SIDE ELEVATION 12 " 44 " M A X T O C . L . O F H A N D E L 17 " M A X . MIN. 13 1/2" URINAL PARTITION AS OCCURS F.O.F. WALL WALL MOUNTEDSTALL TYPE 44 " M A X . T O C . L . O F H A N D E L OF F I X T U R E R I M 34 " M A X . T O T O P FR O N T E D G E O F L A V . 29 " M I N . A T EQ EQ OF F I X T U R E R I M 34 " M A X . T O T O P WALL MOUNTED LAVATORY. ACCESSIBLE HOT WATER AND DRAIN PIPES UNDER LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER THE LAVATORY. FACET CONTROLS AND OPERATION MECHANISMS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. F.O.F. WALL KNEE AND TOE CLEARANCE ZONE PER 11B-306 30" MIN. PLAN CL R . 18 " M I N . CL R . 18 " M I N . WALL OR PARTITION AS OCCURS WALL OR PARTITION AS OCCURS PLAN CL R . 18 " M I N . 17" MIN. & 19" MAX. TOE CLEARANCE 11" MIN. & 25" MAX. KNEE CLEARANCE WALL OR PARTITION AS OCCURS URINAL PARTITION AS OCCURS F.O.F. WALL 36" MIN. OTHERWISE ACCESSIBLE ROUTE: 44" MIN. ACC. TOILET COMPARTMENT, BABY CHANGING STATION, WHEN DEPLOYED SHALL NOT REDUCE THE ACCESSIBLE ROUTE REQUIRED WIDTH D. ACCESS. ROUTE REQUIREMENTS MIN. 13 1/2" 11B-604 WATER CLOSETS AND TOILET COMPARTMENTS 1. The water closet shall be positioned with a wall or partition to the rear and to one side. The centerline of the water closet shall be 17 inches minimum to 18 inches maximum from the side wall or partition, except that the water closet shall be 17 inches minimum and 19 inches maximum from the side wall or partition in the ambulatory accessible toilet compartment specified in Section 11B-604.8.2 Ambulatory Accessible Compartments. Water closets shall be arranged for a left-hand or right- hand approach. §11B-604.2 2. Clearance around a water closet shall be 60 inches minimum measured perpendicular from the side wall and 56 inches minimum measured perpendicular from the rear wall. A minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet.§11B-604.3.1 3. The seat height of a water closet above the finish floor shall be 17 inches minimum and 19 inches maximum measured to the top of the seat. Seats shall not be sprung to return to a lifted position. Seats shall be 2 inches high maximum and a 3 inch high seat shall be permitted only in alterations where the existing fixture is less than 15 inches high. § 11B-604.4 (see exception for Residential Units) 4. The side wall grab bars shall be 42 inches long minimum, located 12 inches maximum from the rear wall and extending 54 inches minimum from the rear wall with the front end positioned 24 inches minimum in front of the water closet. §11B-604.5.1 5. The rear grab bar shall be 36 inches long minimum and extend from the centerline of the water closet 12 inches minimum on one side and 24 inches minimum on the other side. §11B-604.5.2 (See exceptions) 6. Flush controls shall be hand operated or automatic. Hand operated flush controls shall comply with Section 11B-309.4 except they shall be located 44 inches maximum above the floor. Flush controls shall be located on the open side of the water closet except in ambulatory accessible compartments complying with Section 11B-604.8.2 . §11B-604.6 7. Toilet paper dispensers shall comply with Section 11B-309.4 Operation and shall be 7 inches minimum and 9 inches maximum in front of the water closet measured to the centerline of the dispenser. The outlet of the dispenser shall be below the grab bar, 19 inches minimum above the finish floor and shall not be located behind the grab bars. Dispensers shall not be of a type that control delivery or that does not allow continuous paper flow. §11B-604.7 8. Wheelchair accessible compartments shall be 60 inches wide minimum measure perpendicular to the side wall, and 56 inches deep minimum for wall hung water closets and 59 inches deep minimum for floor mounted water closets measured perpendicular to the rear wall. Wheelchair accessible compartments for children's use shall be 60 inches wide minimum measured perpendicular to the side wall, and 59 inches deep minimum for wall hung and floor mounted water closets measured perpendicular to the rear wall. §11B- 604.8.1.1 9. In a wheelchair accessible compartment with an in- swing door, a minimum 60 inches wide by 36 inches deep maneuvering space shall be provided in front of the clearance required in Section 11B-604.8.1.1. § 11B-604.8.1.1.1, Figures 11B- 604.8.1.1.2(b) and 11B-604.8.1.1.3(b) 10. In a wheelchair accessible compartment with a side- opening door, either in-swinging or out- swinging, a minimum 60 inches wide and 60 inches deep maneuvering space shall be provided in front of the water closet. §11B-604.8.1.1.2, Figure 11B- 604.8.1.1.2 11. In a wheel chair accessible compartment with end- opening door (facing water closet), either in- swinging or out-swinging, a minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet. §11B- 604.8.1.1.3, Figure 11B-604.8.1.1.3 11B-603 TOILET AND BATHING ROOMS 1. The clear width for accessible routes to accessible toilet compartments shall be 44 inches minimum except for door-opening widths and door swings. § 11B-403.5.1, exception 5 2. Where toilet facilities and bathing facilities are provided, they shall comply with 11B-213. Where toilet facilities and bathing facilities are provided in facilities permitted by 11B-206.2.3 exceptions 1 and not to connect stories by an accessible route, toilet facilities and bathing facilities shall be provided on a story connected by an accessible route to an accessible entrance. §11B-213.1 3. Where separate toilet facilities are provided for the exclusive use of separate user groups, the toilet facilities serving each user group shall comply with 11B-213. §11B-213.1.1 4. Where toilet rooms are provided, each toilet room shall comply with 11B-603.. Where bathing rooms are provided, each bathing room shall comply with 11B-603. §11B-213.2 (see exceptions) 5. Unisex toilet rooms shall contain not more than one lavatory, and not more than two water closets without urinals or one water closet and one urinal. Unisex bathing rooms shall contain one shower or one shower and one bathtub, one lavatory, and one water closet. Doors to unisex toilet rooms and unisex bathing rooms shall have privacy latches. § 11B-213.2.1 6. Turning space complying with Section 11B-304 shall be provided within the room. §11B-603.2.1 7. Required clear floor spaces, clearance at fixtures, and turning space shall be permitted to overlap. § 11B-603.2.2 8. Door shall not swing into the clear floor space or clearance required for any fixture. Doors to accessible water closet compartments shall be permitted to encroach into the turning space without limitation. Other than the door to the accessible water closet compartment, a door in any position, may encroach into the turning space by 12 inches maximum. §11B-603.2.3 9. At single user toilet or bathing rooms, doors shall be permitted to swing into the clear floor space or clearance required for any fixture only if a 30 inch by 48 inch minimum clear floor space is provided within the room beyond the arc of the door swing. § 11B-603.2.3, exception 10. Mirrors located above the lavatories or countertops shall be installed within the bottom edge of the reflecting surface 40 inches maximum above the finish floor or ground. Mirrors not located above the lavatories or countertops shall be installed with the bottom edge of the reflecting surface 35 inches maximum above the finish floor or ground. §11B- 603.3 11. Coat hooks shall be located within one of the reach ranges specified in Section 11B-308. Shelves shall be located 40 inches minimum and 48 inches maximum above the finish floor. Medicine cabinets shall be located with a usable shelf no higher than 44 inches maximum above the finish floor. §11B- 603.4 12. Where towel or sanitary napkin dispensers, waste receptacles, or other accessories are provided in toilet facilities, at least one of each type shall be located on an accessible route. All operable parts, including coin slots, shall be 40 inches maximum above the finish floor. Exception: Baby changing tables are not required to comply with Section 11B-603.5. §11B-603.5 13. Baby changing tables shall comply with Sections 11B-309 and 11B-902. Baby changing tables when deployed shall not obstruct the required width of an accessible route except as allowed by Section 11B-307.2. Baby changing tables shall not be located in toilet compartments complying with Section 11B-604.8 within a multiple accommodation toilet facility. §11B-226.4 12. Toilet compartment doors, including door hardware, shall comply with Section 11B-404 except that if the approach is from the push side of the compartment door, clearance between the door side of the compartment and any obstruction shall be 48 inches minimum measured perpendicular to the compartment door in its closed position. Door shall be located in front partition or in the side wall or partition farthest from the water closet. Where toilet compartment doors are located in the front partition, the door opening shall be 4 inches maximum from the side wall or partition farthest from the water closet. Where located in the side wall or partition, the door opening shall be 4 inches maximum from the front partition and the door shall be self-closing. A door pull complying with Section 11B-404.2.7 shall be placed on both sides of the door near the latch. Door shall not swing into the clear floor space or clearance required for any fixture. Doors may swing into that portion of the maneuvering space which does not overlap the clearance required at a water closet. §11B-604.8.1.2 13. At least one side partition shall provide a toe clearance of 9 inches minimum above the finish floor and 6 inches deep minimum beyond the compartment-side face of the partition, exclusive of partition support members. Partition components at toe clearances shall be smooth without sharp edges or abrasive surfaces. Compartments for children's use shall provide a toe clearance of 12 inches minimum above the finish floor. Exception: Toe clearance at the side partition is not required in a compartment greater than 66 inches wide. §11B- 604.8.1.4 14. Ambulatory accessible compartments: a. Shall have a depth of 60 inches minimum and a width of 35 inches minimum and 37 inches maximum. §11B-604.8.2.1 b. Doors, including door hardware, shall comply with Section 11B-404, except that if the approach is to the latch side of the compartment door, clearance between the door side of the compartment and any obstruction shall be 44 inches minimum. The door shall be self-closing. A door pull complying with Section 11B-404.2.7 shall be placed on both sides of the door near the latch. Toilet compartment doors shall not swing into the minimum required compartment area. §11B-604.8.2.2 c. A side-wall grab bar complying with Section 11B-604.5.1 shall be provided on both sides of the compartment. §11B-604.8.2.3 15. Water closets and toilet compartments for children's use shall comply with Section 11B-604.9. When the exception in Section 11B-604.1 is used, the suggested dimensions of Table 11B-604.9 for a single age group shall be applied consistently to the installation of a water closet and all associated components. §11B-604.9 11B-605 URINALS 1. Urinals shall be the stall-type or the wall-hung type with the rim 17 inches maximum above the finish floor or ground. Urinals shall be 13½ inches deep minimum measured from the outer face of the urinal rim to the back of the fixture. §11B-605.2 2. Urinal flush controls shall be hand operated or automatic. Hand operated flush controls shall comply with Section 11B-309 except that the flush control shall be mounted at a maximum height of 44 inches above the finish floor. §11B-605.4 11B-606 LAVATORIES AND SINKS 1. Where lavatories are provided, at least 10 percent but no fewer than one shall comply with Section 11B-606 and shall not be located in a toilet compartment. §11B-213.3.4 2. For lavatories and sinks, a clear floor space complying with Section 11B-305, positioned for a forward approach, and knee and toe clearance complying with Section 11B-306 shall be provided. § 11B-606.2 (see exceptions) 3. Lavatories and sinks shall be installed with the front of the higher of the rim or counter surface 34 inches maximum above the finish floor or ground. §11B- 606.3 4. Water supply and drain pipes under lavatories and sinks shall be insulated or otherwise configured to protect against contact. There shall be no sharp or abrasive surfaces under lavatories and sinks. §11B- 606.5 5. Where sinks are provided, at least 5 percent, but no fewer than one, of each type provided in each accessible room or space shall comply with Section 11B-606. §11B-212.3 Exceptions: a. Mop, service or scullery sinks shall not be required to comply with Section 11B-212.3. b. Scrub sinks, as defined in California Plumbing Code Section 221.0, shall not be required to comply with Section 11B-606. MEN'S GEOMETRIC SYMBOL 9. Toilet and Bathing Facilities Geometric Symbols: Geometric symbols at entrances to toilet and bathing rooms shall be mounted at 58 inches minimum and 60 inches maximum above the finish floor or ground surface measured from the centerline of the symbol. Where a door is provided the symbol shall be mounted within 1 inch of the vertical centerline of the door. A. Men's Toilet and Bathing Facilities: A triangle symbol shall be located at entrances to men's toilet and bathing facilities. The triangle symbol shall be an equilateral triangle 1/4 inch thick with edges 12 inches ong and a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the door or surface on which the triangle symbol is mounted, either light on a dark background or dark on a light background. B. Women's Toilet and Bathing Facilities: A circle symbol shall be located at entrances to women's toilet and bathing facilities. The circle symbol shall be 1/4 inch thick and 12 inches in diameter. The color of the circle symbol shall contrast with the color of the door or surface on which the circle symbol is mounted, either light on a dark background or dark on a light background. Unisex Toilet and Bathing Facilities: A combined circle and triangle symbol shall be located at entrances to unisex toilet and bathing facilities. The combined circle and triangle symbol shall consist of a circle symbol 1/4 inch thick and 12 inches in diameter with a 1/4 inch thick equilateral triangle symbol superimposed on and geometrically inscribed within the 12-inch diameter of the circle symbol. The vertices of the triangle symbol shall be located 1/ 4 inch maximum from the edge of the circle symbol with a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the circle symbol, either light on a dark background or dark on a light background. The color of the circle symbol shall contrast with the color of the door or surface on which the combined circle and triangle symbol is mounted, either light on a dark background or dark on a light background. WOMEN'S GEOMETRIC SYMBOL WALL MOUNTED TACTILE SIGN A C C E S S I B L E S I G N R E Q . MO U N T I N G H E I G H T P E R TO C . L . O F S I G N 58 " M I N . & 6 0 " M A X . EQ EQ 9" MIN. TOILET AND BATHING FACILITY GEOMETRIC SYMBOL TOILET AND BATHING FACILITIES GEOMETRIC SYMBOLS 1. Geometric symbols at entrances to toilet and bathing rooms shall be mounted at 58 inches minimum and 60 inches maximum above the finish floor or ground surface measured from the centerline of the symbol. Where a door is provided the symbol shall be mounted within 1 inch of the vertical centerline of the door. 2. Men's Toilet and Bathing Facilities: A triangle symbol shall be located at entrances to men's toilet and bathing facilities. The triangle symbol shall be an equilateral triangle 1/4 inch thick with edges 12 inches long and a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the door or surface on which the triangle symbol is mounted, either light on a dark background or dark on a light background. 3. Women's Toilet and Bathing Facilities: A circle symbol shall be located at entrances to women's toilet and bathing facilities. The circle symbol shall be 1/4 inch (6.4 mm) thick and 12 inches (305 mm) in diameter. The color of the circle symbol shall contrast with the color of the door or surface on which the circle symbol is mounted, either light on a dark background or dark on a light background. 4. Unisex Toilet and Bathing Facilities: A combined circle and triangle symbol shall be located at entrances to unisex toilet and bathing facilities. The combined circle and triangle symbol shall consist of a circle symbol 1/4 inch thick and 12 inches in diameter with a 1/4 inch ) thick equilateral triangle symbol superimposed on and geometrically inscribed within the 12-inch (305 mm) diameter of the circle symbol. The vertices of the triangle symbol shall be located 1/ 4 inch (6.4 mm) maximum from the edge of the circle symbol with a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the circle symbol, either light on a dark background or dark on a light background. The color of the circle symbol shall contrast with the color of the door or surface on which the combined circle and triangle symbol is mounted, either light on a dark background or dark on a light background. SEE ADDITION GENERAL SITE DETAILS FOR INFORMATION NOT SHOWN HERE: • ACCESSIBLE SIGN REQUIREMENTS • DOOR AND GATE REQUIREMENTS - --- - --- CLEAR FLOOR SPACE VIEW FROM THE EGRESS SIDE OF THE DOOR - --- - --- A. LEVEL CHANGES B. THRESHOLD C. TRANSITION BETWEEN FLOOR FINISHES MA X . 1/ 4 " 2 1 1/ 2 " M A X . 1/ 4 " M A X . FLOOR FINISH THRESHOLD 1/ 2 " M A X . FLOOR FINISH 1/4" MAX. BELOW THRESHOLD TYP. COMPRESSED CARPET 1/4" MAX. BELOW THRESHOLD MA X . 1/ 4 " FLOOR FINISH FLOOR OR GROUND SURFACES 1. General: Floor and ground surfaces shall be stable, firm and slip resistant. Exceptions: a. Within animal containment areas, floor and ground surfaces shall not be required to be stable, firm and slip resistant. b. Areas of sport activity shall not be required to comply with Section 2. Carpet: Carpet or carpet tile shall be securely attached and shall have a firm cushion, pad, or backing or no cushion or pad. Carpet or carpet tile shall have a level loop, textured loop, level cut pile, level cut/uncut pile texture. Pile height shall be 1/2 inch maximum. Exposed edges of carpet shall be fastened to floor surfaces and shall have trim on the entire length of the exposed edge. Carpet edge trim shall comply with Changes in Level Requirements. 3. Openings: Openings in floor or ground surfaces shall not allow passage of a sphere more than 1/2 inch diameter except as allowed in Platform to Hoistway ClearancePlatform to Runway Clearance, Transportation Facility Platform and Vehicle Floor Coordination Track Crossings Requirements. Elongated openings shall be placed so that the long dimension is perpendicular to the dominant direction of travel. CHANGES IN LEVEL 1. General: Where changes in level are permitted in floor or ground surfaces, they shall comply with this Section. Exceptions: a. Animal containment areas shall not be required to comply with this Section b. Areas of sport activity shall not be required to comply with this Section 2. Vertical: Changes in level of 1/4 inch high maximum shall be permitted to be vertical and without edge treatment. 3. Beveled: Changes in level between 1/4 inch high minimum and 1/2 inch high maximum shall be beveled with a slope not steeper than 1:2. 4. Ramps: Changes in level greater than 1/2 inch high shall be ramped or a blended transition. AT SIDEWALKS 48" MIN. CLR. UNREASONABLE 36"MIN. CLR. HARDSHIP ONLY AD J . S U R F A C E A S OC C U R S P E R P L A N SIDEWALK SIDEWALK WIDTH AND HARDSHIP EXCEPTION AT SIDEWALKS ACCESSIBLE ROUTE CLEAR WIDTH CLR.WIDTH 36" MIN. 24 " M A X . 24 " M A X . CLR. WIDTH 32" MIN. CLR. WIDTH 36" MIN. CLR. WIDTH 32" MIN. 42 " M I N . 42 " M I N . LE S S T H E N 4 8 " 48" MIN. REQ'D. 36 " M I N . 36 " M I N . LE S S T H E N 4 8 " 60" MIN. REQ'D. ACCESSIBLE ROUTE CLEAR WIDTH AT TURN CU R B T Y P I C A L Accessible Routes 1. Components: Accessible routes shall consist of one or more of the following components: walking surfaces with a running slope not steeper than 1:20, doorways, ramps, curb ramps excluding the flared sides, elevators and platform lifts. All components of an accessible route shall comply with the applicable requirements of Accessible Routes. 2. Walking Surfaces: a. Floor and ground surfaces shall be stable, firm and slip resistant b. Carpet: Carpet or carpet tile shall be securely attached and shall have a firm cushion, pad, or backing or no cushion or pad. Carpet or carpet tile shall have a level loop, textured loop, level cut pile, level cut/uncut pile texture. Pile height shall be 1/2 inch maximum. Exposed edges of carpet shall be fastened to floor surfaces and shall have trim on the entire length of the exposed edge. c. Openings in floor or ground surfaces shall not allow passage of a sphere more than 1/2 inch diameter. Elongated openings shall be placed so that the long dimension is perpendicular to the dominant direction of travel. 3. Slope: The running slope of walking surfaces shall not be steeper than 1:20. The cross slope of walking surfaces shall not be steeper than 1:48. Exception: The running slope of sidewalks shall not exceed the general grade established for the adjacent street or highway. 4. Clearances: Walking surfaces shall provide clearances complying with Clear Width Requirement Exception: Within employee work areas, clearances on common use circulation paths shall be permitted to be decreased by work area equipment provided that the decrease is essential to the function of the work being performed. 5. Clear Width: Except as provided in Clear Width at Turn and Passing spaces the clear width of walking surfaces shall be 36 inches minimum. Exceptions: The clear width shall be permitted to be reduced to 32 inches minimum for a length of 24 inches maximum provided that reduced width segments are separated by segments that are 48 inches long minimum and 36 inches wide minimum. a. The clear width for walking surfaces in corridors serving an occupant load of 10 or more shall be 44 inches (1118 mm) minimum. b. The clear width for sidewalks and walks shall be 48 inches (1219 mm) minimum. When, because of right-of-way restrictions, natural barriers or other existing conditions, the enforcing agency determines that compliance with the 48-inch (1219 mm) clear sidewalk width would create an unreasonable hardship, the clear width may be reduced to 36 inches (914 mm). c. The clear width for aisles shall be 36 inches (914 mm) minimum if serving elements on only one side, and 44 inches (1118 mm) minimum if serving elements on both sides. d. The clear width for accessible routes to accessible toilet compartments shall be 44 inches (1118 mm) except for door-opening widths and door swings. 6. Clear Width at Turn: Where the accessible route makes a 180 degree turn around an element which is less than 48 inches wide, clear width shall be 42 inches minimum approaching the turn, 48 inches minimum at the turn and 42 inches minimum leaving the turn. Exception: Where the clear width at the turn is 60 inches minimum compliance with Clear Width at Turn Requirements shall not be required. 7. Passing Spaces: An accessible route with a clear width less than 60 inches shall provide passing spaces at intervals of 200 feet maximum. Passing spaces shall be either: a space 60 inches minimum by 60 inches minimum; or, an intersection of two walking surfaces providing a T-shaped space where the base and arms of the T-shaped space extend 48 inches minimum beyond the intersection. 8. Handrails: Where handrails are provided along walking surfaces with running slopes not steeper than 1:20 they shall comply with Handrail Requirements. 9. Continuous Gradient: All walks with continuous gradients shall have resting areas, 60 inches in length, at intervals of 400 feet maximum. The resting area shall be at least as wide as the walk. The slope of the resting area in all directions shall be 1:48 maximum. 10. Changes in Level: a. Changes in level of 1/4 inch high maximum shall be permitted to be vertical and without edge treatment. b. Changes in level between 1/4 inch high minimum and 1/2 inch high maximum shall be beveled with a slope not steeper than 1:2. c. Abrupt changes in level exceeding 4 inches in a vertical dimension between walks, sidewalks or other pedestrian ways and adjacent surfaces or features shall be identified by warning curbs at least 6 inches in height above the walk or sidewalk surface. Turning Space 1. Floor or Ground Surfaces: Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. 2. Size a. Circular Space: The turning space shall be a space of 60 inches diameter minimum. The space shall be permitted to include knee and toe clearance. b. T-Shaped Space: The turning space shall be a T-shaped space within a 60 inch square min. with arms and base 36 inches wide minimum. Each arm of the T shall be clear of obstructions 12 inches min. in each direction and the base shall be clear of obstructions 24 inches min. The space shall be permitted to include knee and toe clearance only at the end of either the base or one arm. 3. Door Swing: Doors shall be permitted to swing into turning spaces. Clear Floor or Ground Space 1. Floor or Ground Surfaces: Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. 2. Size: The clear floor or ground space shall be 30 inches min. by 48 inches minimum. 3. Knee and Toe Clearance: Unless otherwise specified, clear floor or ground space shall be permitted to include knee and toe clearance. 4. Position: Unless otherwise specified, clear floor or ground space shall be positioned for either forward or parallel approach to an element. 5. Approach: One full unobstructed side of the clear floor or ground space shall adjoin an accessible route or adjoin another clear floor or ground space. Clear floor or ground space may overlap an accessible route, unless specifically prohibited elsewhere in this chapter. 6. Maneuvering Clearance: Where a clear floor or ground space is located in an alcove or otherwise confined on all or part of three sides, additional maneuvering clearance shall be provided in accordance with: a. Forward Approach: Alcoves shall be 36 inches wide min. where the depth exceeds 24 inches . b. Parallel Approach: Alcoves shall be 60 inches wide min. where the depth exceeds 15 inches . 5'-0" ø 5'-0" 24 " 36 " 12"36"12" Base Ar m Ar m SHADED AREA MAY EXTEND UNDER ELEMENTS. MIN. CLEARANCE IS 27 INCH ABOVE THE FINISH FLOOR ALCOVE - PARALLELAPPROACH 60" 30 " 15 " O R G R E A T E R ALCOVE, FORWARD APPROACH 36 " 48" THEN 24" MORE 30 " 48" CLEAR FLOOR SPACE FRONT APPROACH 30 " 48" CLEAR FLOOR SPACE - PARALLEL APPROACH 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 2 P M GE N E R A L P L U M B I N G F I X T U R E , RE S T R O O M , & K I T C H E N E T T E RE Q U I R E M E N T S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T3.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/2" = 1'-0"2TOILET ROOMS / TOILET COMPARTMENTS / ACCESSORY MOUNTING HEIGHTS / URINALS / LAVS & SINKS (11B-603, 11B-604, 11B-605, & 11B-606) Scale: 1 1/2" = 1'-0"1ACCESSIBLE SIGN REQUIREMENTS 11B-703.4 Scale: 3/8" = 1'-0"20TACTILE RESTROOM DOOR (11B-703)Scale: 6" = 1'-0"25GROUND SURFACE LEVEL CHANGES 11B 302-303 Scale: 1/4" = 1'-0"18ACCESSIBLE ROUTE (11B-402 11B-403 ) Scale: 1/4" = 1'-0"24FLOOR & TURNING SPACE (11B-304 11B-305) REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 G E N E R A L 1. General notes and typical details apply to all structural features, unless otherwise indicated. 2. If certain features are not fully shown or called out on the drawings or in the specifications, their construction shall be of the same character as for similar conditions. 3. The project specifications form a part of the contract documents. 4. Specifications, codes and standards noted in the contract documents shall be the edition referenced in Chapter 35 of the California Building Code, or, in the case of specifications not listed therein, the latest edition, unless otherwise noted. 5. Dimensions shall not be scaled off of the drawings. 6. All work shall conform to minimum standards of the 2022 California Building Code, of any codes listed in the drawings or specifications and of any regulating agencies which have authority over any portion of the work, including the California Health and Safety Code. 7. Prior to submitting shop drawings and product data, the Contractor shall verify that the submittals meet the requirements of the drawings and specifications. The Contractor shall specifically note any exceptions to these requirements with the submittal. 8. The Contractor shall maintain a continuous fire watch, with extinguishing equipment immediately available during welding, cutting or burning near combustible materials. 9. Openings, pockets, etc. shall not be placed in structural members unless specifically detailed on the structural drawings. Notify the Structural Engineer when work requires openings, pockets, etc. in structural members not shown on the structural drawings. 10. The Contractor shall be responsible for coordinating the work of all trades and shall check all dimensions and holes and openings required in structural members. All discrepancies shall be called to the attention of the Architect/Engineer and shall be resolved before proceeding with the work. 11. Construction materials shall be spread out if placed on framed floors or roofs. Load shall not exceed the design live load per square foot. Provide adequate shoring where overload is anticipated. E X I S T I N G C O N S T R U C T I O N 1. Work shown is new unless noted as existing: (E). 2. Existing construction shown on these drawings was obtained from site investigation and can be used for bidding purposes. The contractor shall verify all existing job conditions, review all drawings and verify dimensions prior to construction. The Contractor shall notify the Architect/Engineer of all discrepancies and exceptions before proceeding with the work. 3. The removal, cutting, drilling, etc. of existing work shall be performed with care in order not to jeopardize the structural integrity of the building. If structural members or mechanical, electrical or architectural features not indicated for removal interfere with the new work, notify the Architect/Engineer immediately and obtain approval before removal of members. 4. The Contractor shall safely shore existing construction wherever existing supports are removed for the new work. 5. The Contractor shall perform the work with minimal inconvenience to the Owner and without interruption of day-to-day work operations. The Contractor shall ensure safe travel of persons around areas of construction and shall coordinate all operations with the Owner or the Owner's agent. 6. The Contractor shall promptly repair any damage caused during operations, using materials and workmanship similar to that which was damaged. 7. All removed items, materials and debris, unless otherwise noted, shall be removed promptly from the site and disposed of in a legal manner. N E W C O N S T R U C T I O N 1. Non-structural features not fully shown or noted on the structural drawings may include but are not limited to: A. Architectural features • size and location of all door and window openings • size and location of all non-bearing partitions • size and location of all concrete curbs, floor drains, slopes and depressed areas • changes in level, chamfers, grooves, inserts, etc. • size and location of all floor and roof openings • stair framing and details B. Mechanical, plumbing and electrical features • pipe runs, sleeves, hangers, trenches, wall, roof and floor openings, etc. • electrical conduit runs, boxes, outlets in walls and slabs • anchorage and bracing for electrical, non-rooftop mechanical or plumbing equipment • anchor bolts for motor mounts • size and location of machine and equipment bases 2. The contract documents represent the finished structure. They do not indicate the method of construction. The Contractor shall provide all measures necessary to protect life and property during construction. Such measures shall include, but are not limited to, bracing and shoring for loads due to construction equipment and materials. Observation visits to the site by the structural engineer shall not include inspection of the above items. 3. The lateral system of the structure is designed with lateral restraint at each level. Structural walls or frames are not laterally self supporting until the entire design lateral-restraint system is in place. D E F E R R E D S T R U C T U R A L S U B M I T T A L S Design of specialty structural elements (Deferred Submittal Elements) is not within the scope of these drawings. Design of these elements for forces and/or building drifts indicated in these documents is the responsibility of specialty structural engineers under the direction of the Contractor. Review of these elements by the Building Official is deferred and is applicable to construction documents that are submitted as an amendment to these documents or submitted separately from these documents. Shop drawings and calculations for Deferred Submittal Elements shall be sealed and signed by the Specialty Engineer, a professional engineer licensed in the project jurisdiction. The Specialty Engineer is responsible for code compliance, compliance with performance specifications and all necessary connections not shown explicitly on these drawings. Shop drawings shall indicate the definition, magnitude, and direction of all loads imposed on the primary structure by the specialty structural elements. The Architect/Engineer’s review of specialty structural elements is limited to an assessment of the loads imposed by such elements on the primary structure. Submit shop drawings and calculations for Deferred Submittal Elements for review by the Architect/Engineer before submission for review by the Building Official. Do not fabricate or install deferred submittal items before approval of these elements by the Architect/Engineer and the Authority Having Jurisdiction. The following items are Deferred Submittal Elements. Refer to drawings by other design disciplines to identify additional Deferred Submittal Elements. (edit list as required) Piles Ground improvement elements Shoring Underpinning Demolition and associated temporary systems or elements Curtainwall systems Exterior cladding systems Architectural cladding or panel systems Storefront systems Exterior stud walls Interior stud walls Ceilings Sunshades Signage Stairs and landings not shown specifically on the drawings Guardrails and handrails Secondary structural elements Pre-engineered systems, including, but not limited to seismic force resisting systems Composite Fiber Reinforced Polymer Strengthening of Primary Structural Elements Support, anchorage and bracing for pipes, including fire sprinklers Support, anchorage and bracing for electrical equipment Support, anchorage and bracing for non-rooftop mechanical equipment Building maintenance (e.g., window washing) systems Elevator equipment Antennas Pre-engineered mechanical equipment curb Pre-engineered mechanical equipment curb adapter Pre-engineered vibration isolation curb Site-work elements exterior to the buildings such as retaining walls, culverts, and bridges, landscape furnishings such as flag poles, lighting poles, benches, fountains, pools, etc. D E S I G N D A T A 1. Code: 2022 California Building Code with alternate design methodology (ASCE 41-17). 2. Risk Category per CBC Table 1604.5: IV 3. Design Live Loads: Area Design Live Load Remarks Roof: 20 psf Reducible per code Floors: 50 psf Reducible per code 4. Earthquake Design Data: Retrofit for Immediate Occupancy at BSE-1E and Life Safety at BSE-2E Site Class: D Mapped Spectral Response BSE-1E BSE-2E SS: 0.51 g 0.97 g S1: 0.18 g 0.34 g Spectral Response Coefficients SXS: 0.71 g 1.08 g SX1: 0.40 g 0.67 g Basis SFRS: Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance. Light- frame walls with shear panels of all other materials. Analysis Procedure: ASCE 41-17 Linear Static Procedure 5. Equipment Earthquake Design Data ASCE 7-16 Ch. 13 Spectral Acceleration, SDS: 1.06 g Component Amplification Factor, aP: 2.5 Component Response Modification Factor, RP: 3 Component Importance Factor, IP: 1.0 Component Overstrength Factor, ΩO: 1.5 F O U N D A T I O N S 1. The earthquake design data and foundation design is based on recommendations in the geotechnical report by WSP USA, Inc. dated October 23, 2024. 2. The Contractor shall conform to the recommendations of the geotechnical report regarding site preparation and foundation construction. Copies of the report are available from the Architect/Engineer. 3. Foundation excavations shall be inspected and approved by the geotechnical engineer prior to placement of any reinforcing steel or concrete. 4. Foundation type: Conventional shallow foundations. Design Values: Footings: Isolated Footings Allowable Bearing Pressures DL + LL 3000 psf DL + LL + wind or seismic 4000 psf Lateral Resistance Passive Pressure 300 pcf Coefficient of Friction 0.4 5. All footings shall bear on firm undisturbed soil or new properly compacted fill. Depth of footings shown on the drawings are minimum, and the bottom of footing shall be lowered as required at the direction of the geotechnical engineer to remove soft or loose materials. 6. The Contractor shall be solely responsible for all excavation procedures, including lagging, shoring and protection of adjacent property, structures, streets and utilities in accordance with the local building department. 7. Backfill at walls shall not be placed until a minimum of 7 days after the completion of the walls and shall not be placed until after completed inspection of damp-proofing. C O N C R E T E & R E I N F O R C I N G S T E E L 1. All concrete shall be ready-mix in accordance with ASTM C94. 2. Cement: ASTM C150 Type II. 3. Aggregate: ASTM C33. 4. Non-shrink Grout: ASTM C1107, premixed, non-staining, non-shrink grout. Minimum compressive strength at 28 days, per ASTM C109/C109M: 8,000 psi. 5. Grout or concrete containing more than 0.1 percent of soluble chloride shall not be used. 6. Mixes are to be reviewed by owner's testing lab and submitted to the Architect/Engineer for approval. Do not cast concrete without approval by Architect/Engineer. Max. Max. Agg. W/C Air Exposure Concrete Strength Size Ratio Content______ Class__ Slab-on-grade 3000 psi 1" 0.50 1 1/2% ± 1/2% Foundations 4000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2% W1, C1 Columns 4000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2% Beams, Walls 4000 psi 3/4" 0.45 1 1/2% ± 1 1/2% Shotcrete 4000 psi 3/8" 0.45 1 1/2% ± 1 1/2% Other 3000 psi 1" The exposure class for all concrete types shall be considered as F0, S0, W0, C0, except where noted otherwise. Mix designs for each concrete type shall conform to the limitations for the applicable exposure classes, as indicated in ACI 318-19, Section 19.3. See specifications for additional requirements. All concrete shall be hard rock aggregate, regular-weight concrete, 145 pcf, unless otherwise noted. 7. Inserts: All items to be cast in concrete, such as reinforcing dowels, bolts, anchors, pipes, sleeves, etc., shall be securely positioned in the forms before placing the concrete. 8. Pipes and electrical conduits shall not be embedded in structural concrete, except where specifically approved by the structural engineer. 9. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing which may interfere. Coring in concrete is not permitted except as shown. Notify the Architect/Engineer in advance of conditions that are not shown on the drawings. 10. Construction joints: Provide as detailed on drawings. Expose clean coarse aggregate solidly embedded in mortar matrix by sandblasting, bushammer, or other approved method. Location of construction joints shall be approved by the Architect/Engineer. 11. Dry pack or place non-shrink grout under base plates, sill plates, etc., as required for full bearing. 12. Reinforcing steel: ASTM A615 Grade 60. ASTM A706 where welded or otherwise indicated. 13. Welded wire fabric: ASTM A1064 (flat sheets only). 14. All reinforcement shall be continuous. Stagger splices where possible. Laps shall be per typical details, unless otherwise noted. 15. Headed terminators shall be HRC 555 T-heads (IAPMO ER-0177) or nVent Lenton Terminators (IAPMO ER-0188). 16. Except as noted Mechanical couplers shall be nVent Lenton Taper Threaded Rebar Splices (IAPMO ER-0129) or Bar-Lock "L" Series Couplers (IAPMO ER-319). 17. Mechanical couplers designated on the drawings as "Type 3" shall be HRC 500/510 XTender couplers (ICC ESR-2764), or nVent Lenton Ultimate couplers (IAPMO ER-0129). These "Type 3" couplers are also acceptable for use in other locations at the Contractor's option. 18. Minimum clear concrete cover for reinforcement, unless otherwise noted: A. Mild Reinforced Concrete: Cast against earth: 3 inches Cast in forms and exposed to earth or weather: #6 bar and larger: 2 inches #5 bar and smaller: 1 1/2 inches Not exposed to earth or weather: Slabs, walls, and joists: 1 inch Beams, girders, and columns (to ties): 1 1/2 inches Clearances are to closest reinforcement. ADHESIVE ANCHORS EXPANSION ANCHORS SCREW ANCHORS ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) PROOF LOAD NORMAL WEIGHT CONCRETE PROOF LOAD LIGHT WEIGHT CONCRETE PROOF LOAD GROUT-FILLED CMU BLOCK #3 OR 3/8"Ø 3 1/2"2100 lb. 1100 lb. 1100 lb. #4 OR 1/2"Ø 4 1/2"3700 lb. #5 OR 5/8"Ø 5 3/4"5800 lb. #6 OR 3/4"Ø 6 3/4"6900 lb. #7 OR 7/8"Ø 8"11500 lb. #8 OR 1"Ø 9 1/2"12400 lb. #9 OR 1 1/8"Ø 10 3/4"19000 lb. 1900 lb. 2800 lb. - 1900 lb. 2800 lb. - - - - - - - ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) PROOF TORQUE NORMAL WEIGHT CONCRETE PROOF TORQUE LIGHT WEIGHT CONCRETE PROOF TORQUE GROUT-FILLED CMU BLOCK 2 7/8"25 ft.-lb. 3 3/4" 4 1/2" 5 1/2" ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) 3 1/4" 4 1/4" 5 1/2" 6 1/4" PROOF TORQUE NORMAL WEIGHT CONCRETE PROOF TORQUE LIGHT WEIGHT CONCRETE PROOF TORQUE GROUT-FILLED CMU BLOCK 40 ft.-lb. 60 ft.-lb. 110 ft.-lb. 15 ft.-lb. 25 ft.-lb. 35 ft.-lb. 65 ft.-lb. 15 ft.-lb. 25 ft.-lb. 35 ft.-lb. 65 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 3/8"Ø 1/2"Ø 5/8"Ø 3/4"Ø 3/8"Ø 1/2"Ø 5/8"Ø 3/4"Ø P O S T - I N S T A L L E D A N C H O R S 1. Post-Installed anchors include all adhesive anchors (reinforcing bar dowels and threaded rods) expansion anchors, screw anchors and undercut anchors set in holes drilled in existing concrete or masonry. 2. Installation of post-installed anchors shall conform to all requirements of the applicable code evaluation or IAPMO reports and manufacturers' recommendations. 3. Arrange for a representative of the anchor manufacturer to provide on-site installation training for all anchoring products specified. Prior to proceeding with work, submit documentation confirming that all personnel who install anchors have completed this training. 4. Mark the location of all existing reinforcing in the substrate material within 12" of the proposed locations of all post-installed anchors. Notify the Architect/Engineer of any conflicts discovered between the proposed anchor locations and the existing reinforcing prior to fabrication of any steel and prior to any hole drilling, so as to avoid disturbing, cutting, or otherwise harming the existing reinforcing. 5. Holes for adhesive anchors in concrete shall be drilled. Cored holes are not permitted, except where indicated specifically. 6. All adhesive anchors in concrete are designed to be installed in base material meeting the following conditions: a. Minimum strength of 2,500 psi b. Minimum age of 21 days c. Not exposed to water within the past 14 days d. Material temperature between 50 degrees F. and 100 degrees F., inclusive Do not install adhesive anchors in concrete unless base material is in compliance with all of the above conditions. 7. Adhesive Anchors in Concrete (reinforcing bar dowels or threaded rods): A. HILTI "HIT-RE 500 V3". ICC ESR-3814. B. Simpson "SET-XP" Epoxy Adhesive. ICC ESR-2508. 8. Adhesive Anchors in Masonry (reinforcing bar dowels or threaded rods): A. HILTI "HIT-HY 270". ICC ESR-4143 (CMU) and ICC ESR-4144 (unreinforced brick masonry). B. Simpson "SET-XP" Epoxy Adhesive. IAPMO ER-265. 9. Expansion Anchors in Concrete: A. HILTI "Kwik-Bolt 1". IAPMO UES ER-678. B. Simpson "Strong Bolt 2". ICC ESR-3037. 10. Expansion Anchors in Masonry (CMU): A. HILTI "Kwik-Bolt 3". ICC ESR-1385. B. Simpson "Strong Bolt 2". IAPMO ER-240. 11. Screw Anchors: A. HILTI "KWIK HUS-EZ". ICC ESR-3027 (concrete); ICC ESR-3056 (masonry). B. Simpson "Titen HD". ICC ESR-2713 (concrete); ICC ESR-1056 (masonry). 12. Undercut Anchors: A. HILTI "HDA". ICC ESR-1546. B. Simpson "Torq-Cut" ICC ESR-2705. 13. Anchors that fail the proof test shall be replaced by the contractor at no additional cost to the Owner. 14. Re-testing of replaced anchors that fail tests shall be paid for by the Contractor 15. Post installed anchors including mechanical, adhesive, and power/powder driven anchors shall not be used in prestresed or post-tensioned concrete members without written consent of Structural Engineer. 16. Typical embedment depths and proof loads for testing are indicated in the tables below. For embedment depths other than those indicated in the tables below, contact the Architect/Engineer for the applicable proof loads. 17. Typical embedment for adhesive anchors refers to actual embedment. Typical embedment for expansion and screw anchors refers to nominal embedment. 18. Anchors that are exposed to weather shall be stainless steel. S T R U C T U R A L S T E E L & M I S C . M E T A L S 1. Fabrication and erection of structural steel shall be in accordance with the "Code of Standard Practice for Steel Buildings and Bridges" AISC 303-22, as modified by the project specifications. 2. Materials (Carbon Steel unless otherwise noted): A. W shapes: ASTM A992 (Fy=50 ksi) B. Channels & angles: ASTM A36 (Fy=36 ksi) C. All other shapes & plates: ASTM A572 grade 50 unless otherwise noted D. Structural tubes (rectangular HSS): ASTM A1085 grade A (Fy=50 ksi) or ASTM A500 grade C (Fy=50 ksi) E. Structural tubes (round HSS): ASTM A1085 grade A (Fy=50 ksi) or ASTM A500 grade C (Fy=46 ksi) F. Structural pipes: ASTM A53 grade B (Fy=35 ksi) 3. Materials (Stainless Steel, where denoted "SS"): A. Plates (316L): ASTM A240 (Fy=25 ksi) B. Structural tubes (316L): ASTM A554 with supplementary requirement S2. (Fy=25 ksi) C. Structural pipes (316L): ASTM A312 (Fy=25 ksi) D. Hex bolts (316): ASTM F593 E. Anchor rods (316): ASTM F593 4. Bolts (High-strength unless otherwise noted): A. High-strength bolts: ASTM F3125, Grade A325, Type 1 or ASTM A325-N B. Machine bolts: ASTM A307 C. Anchor rods: ASTM F1554 grade 55 with supplementary requirement S1. 5. Joint type for bolted connections shall be snug-tightened (ST), unless otherwise noted as pretensioned (PT) or slip-critical (SC). 6. For ST joints, design is based on bolt threads included in the shear plane (Thread Condition N). 7. Faying surface for slip-critical (SC) bolts shall be Class A, unless otherwise noted, with bolt slip considered at the factored load level. 8. Bolt holes in steel shall be 1/16 inch larger diameter than nominal size of bolt used, unless otherwise noted. 9. For bolted connections, provide 1 1/2 inch edge and end distance, unless otherwise noted. 10. All welds shall be prequalified or qualified by test in conformance with the "Structural Welding Code - Steel" (AWS D1.1-15) of the American Welding Society. Submit Welding Procedure Specifications for approval prior to performing work. Submit Procedure Qualification Reports with Welding Procedure Specifications for welds qualified by test. 11. Minimum tensile strength of weld metal shall be 70 ksi typical, unless otherwise noted. Welding electrodes shall be as recommended by their manufacturer for the position and other conditions of actual use. 12. Weld symbols shown on the drawings do not necessarily differentiate between shop weld and field welds. When field welds are necessary due to construction procedure or sequence, welds shall be provided and be inspected per specifications. All welds shown as field welds shall be done in field as indicated. 13. All structural steel surfaces are to be painted or galvanized, unless noted otherwise. Steel that is not exposed to weather and is to be encased in concrete shall be left uncoated. Steel that is to receive spray-applied fireproofing shall be left uncoated. Faying surfaces of high- strength bolted connections and areas within 3 inches of field welded joints shall be left uncoated until welding and bolting operations are complete. See specifications for coating requirements. 14. All structural steel, miscellaneous metal and connectors exposed to weather shall be hot-dip galvanized in accordance with ASTM A123 after fabrication. Apply zinc-rich paint complying with SSPC-Paint 20 to repair damaged or cut surfaces, field welds, and field-drilled holes in galvanized steel. Application shall comply with ASTM A780, including Annex A2. 15. All holes in steel members to facilitate galvanizing, including all vent holes and drain holes, shall be shown on shop drawings. Holes shall not be cut prior to approval of shop drawings. 16. All faying surfaces for friction-bolted connections of galvanized members shall be roughened by means of hand wire brushing after galvanizing and before erection. 17. No penetrations in structural steel members are allowed except as indicated on the structural drawings. 18. Camber: A. Provide upward camber to all members shown to have camber. Amount measured in field prior to installation shall not deviate more than allowed by the AISC specifications. Do not camber members located below elevator doors. B. Beams detailed without specified camber shall be fabricated so that after erection, any minor camber due to rolling or shop assembly shall be upward. Top of all members shall be clearly identified. 19. For fireproofing requirements, see architectural drawings and specifications 20. Furnish shop and erection drawings of all structural steel for the Architect/Engineer's review before fabrication. C A R P E N T R Y 1. Framing Lumber: All lumber shall meet the following minimum standards except where otherwise noted. All lumber shall be graded and stamped in accordance with the West Coast Lumber Inspection Bureau (WCLIB). Use Species Grade Remarks Horizontal Framing: 2x4 & 2x6 DF No. 2 2x8 & Wider DF No. 1 or better 3x & 4x Beams DF No. 1 6x Beams DF No. 1 Vertical Framing: 2x & 3x Studs DF No. 2 4x Posts DF No. 2 6x & Larger Posts DF No. 1 Mud Sills, Ledgers DF No. 2 Pressure treated Other U.O.N. DF Std. or better Maximum moisture content shall be 19% or less at the time of installation. Sawn ends of all lumber subject to deterioration shall be treated with wood preservative. 2. All wood members in contact with concrete or masonry shall be pressure-treated. 3. Plywood Sheathing: All plywood shall meet the following minimum standards except where otherwise noted. All plywood shall be graded and stamped in accordance with NIST Voluntary Product Standard PS 1-09. All plywood shall be APA Rated Sheathing, Exposure 1. Location Thickness Grade Span Rating Remarks Roofs: 15/32" C-D 24/0 1 ply clip per span Floors: 23/32" C-D 48/24 T&G Sturd-I-Floor Walls: 15/32" C-D Structural I 4. Nails: All nails shall be common wire nails, unless otherwise noted. 5. See plywood nailing schedules for nailing of plywood sheathing. Where nailing is not noted, use 10d @ 6" o.c. at panel edges and 10d @ 12" o.c. at intermediate bearings. 6. Predrill nail holes to 70% of nail shank diameter where nails tend to split the wood. 7. Typical Nailing: Per CBC Table 2304.10.2, unless otherwise noted. 8. Bolts: Bolts in wood framing shall be standard machine bolts unless otherwise noted. Bolt holes in woods shall be 1/32" larger than bolt diameter. Bolt heads and nuts shall bear on standard malleable iron (M.I.) washers or steel hardware. Carriage bolts require M.I. washers under the nuts only. All nuts shall be re-tightened at completion of job or just prior to finished construction. 9. Lag Screws: Lead holes shall be pre-bored as follows. The lead hole for the shank shall have the same diameter as the shank and the same depth as the length of unthreaded shank. The lead hole for the threaded portion shall have a diameter equal to 70 percent of the shank diameter and a length equal to at least the length of the threaded portion. Lag screws shall be screwed into place, not driven into place. Provide washers per note "8," above. 10. Wood Screws: Lead holes shall be pre-bored and shall have a diameter of 70% of the root diameter of the screw. Screws shall be screwed into place, not driven into place. 11. Metal Connectors: Metal connectors are referred to on the drawings by particular type as manufactured by Simpson Strong-Tie Company, Inc. of Hayward, California. Products of other manufacturers with equivalent load-carrying capacities may be used, provided that the products have current code approval. Contractor shall submit product catalog and a table indicating both the designated product and the substituted product along with their respective capacities for approval by the architect. Install all fasteners called for by the product manufacturer unless otherwise noted on the drawings. Use manufacturer-supplied nails where thickness of timber precludes the use of common nails. 12. All metal fasteners, nuts, washers and connectors in contact with pressure-treated wood, fire-retardant treated wood, or exposed to weather shall be AISI type 316L stainless steel or hot-dip galvanized (G185 per ASTM A653 or ASTM A153). Blocking and Bridging: 1. Solid blocking shall not be less than 2x nominal in thickness and the full depth of the joist or stud. Joists shall be supported laterally at the ends and at each support by solid blocking except where the ends of joists are nailed to a header, band or rim joist or to an adjoining stud or when supported in a hanger. Floor joists shall be bridged every 8 feet and roof joists every 10 feet by solid blocking or by wood cross bridging of not less than 2x3 nominal or metal cross bridging of equal strength. Where cross bridging is used, the lower ends of such cross bridging shall be driven up and nailed after the floor, subfloor or roof has been nailed 2. Framing for Openings: Provide double trimmer and header joists at all openings that cut joists. Provide joist hangers where joists frame into header and headers frame into trimmers. 3. Double joists under all partitions parallel to the joists. Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 6 P M GE N E R A L N O T E S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.01 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 2 2 2 2 2024-10-25 2 RTU Anchorage Added 2 2 2 2 2 1327 S Grand Ave 12/12/2024 1a. Blocking between ceiling joists, rafters or trusses to top plate or other framing below (4) 8d box (2 1/2"x0.113") (3) 8d common (2 1/2"x0.131"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Each end, toenail 1b. Blocking between rafters or truss not at the wall top plate, to rafter or truss (2) 8d common (2 1/2"x0.131"); or (2) 3"x0.131" nails; or (2) 3" 14 gauge staples Each end, toenail (2) 16d common (3 1/2"x0.162"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples End nail 1c. Flat blocking to truss and web filler 16d common (3 1/2"x0.162") @ 6" o.c.; or 3"x0.131" nails @ 6" o.c.; or 3"x14 gauge staples @ 6" o.c (4) 8d box (2 1/2"x0.113") Face nail 2. Ceiling joists to top plate (4) 8d box (2 1/2"x0.113") (3) 8d common (2 1/2"x0.131"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Each joist, toenail 3. Ceiling joist not attached to parallel rafter, laps over partitions (no thrust) (see CBC Section 2308.7.3.1, Table 2308.7.3.1) (3) 16d common (3 1/2"x0.162"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Face nail 4. Ceiling joist attached to parallel rafter (heel joint) (see CBC Section 2308.7.3.1, Table 2308.7.3.1) Per CBC Table 2308.7.3.1 Face nail 5. Collar tie to rafter (3) 10d common (3"x0.148"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Face nail 6. Rafter or roof truss to top plate (see Section 2308.7.5, Table 2308.7.5) (3) 10 common (3"x0.148"); or (3) 16d box (3 1/2"x0.135"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131 nails; or (4) 3" 14 gauge staples, 7/16" crown Two toenails on one side and one toenail on the opposite side of rafter or truss c 7. Roof rafters to ridge valley or hip rafters; or roof rafter to (2) inch ridge beam (2) 16d common (31/2"x0.162"); or (3) 16d box (31/2"x0.135") (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown End nail (3) 10d common (3 1/2"x0.148"); or (4) 16d box (3 1/2"x0.135"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Toenail 8. Stud to stud (not at braced wall panels) 16d common (3 1/2"x0.162"); or 24" o.c. face nail 10d box (3"x0.128"); or 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown 16" o.c. face nail 9. Stud to stud and abutting studs at intersecting wall corners (at braced wall panels) 16d common (3 1/2"x0.162"); or 16" o.c. face nail 16d box (3 1/2"x0.135"); or 12" o.c. face nail 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown 12" o.c. face nail 10. Built-up header (2" to 2" header) 16d common (3 1/2"x0.162"); or 16" o.c. each edge, face nail 16d box (3 1/2"x0.135") 12" o.c. each edge, face nail 11. Continuous header to stud (4) 8d common (2 1/2"x0.131"); or (4) 10d box (3"x0.128") (5) 8d box (2 1/2"x0.113") Toenail 12. Top plate to top plate 16d common (3 1/2"x0.162"); or 16" o.c. face nail 10d box (3"x0.128"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 12" o.c. face nail 13. Top plate to top plate, at end joints (8) 16d common (3 1/2"x0.162"); or (12) 16d box (3 1/2"x0.135") (12) 10d box (3"x0.128"); or (12) 3"x0.131" nails; or (12) 3" 14 gauge staples, 7/16" crown Each side of end joint, face nail (minimum 24" lap splice length each side of end joint) 14. Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) 16d common (3 1/2"x0.162"); or 16" o.c. face nail 16d box (3 1/2"x0.135"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 12" o.c. face nail 21. Joist to sill, top plate, or girder (4) 8d box (21/2"x0.113") (3) 8d common (21/2"x0.131"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Toenail 22. Rim joist, band joist, or blocking to top plate, sill or other framing below 8d common (2 1/2"x0.131"); or 10d box (3"x0.128"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 6" o.c., toenail 23. 1"x6" subfloor or less to each joist (3) 8d box (21/2"x0.113") (2) 8d common (21/2"x0.131"); or (3) 10d box (3"x0.128") (2) 13/4" 16 gauge staples, 1" crown Face nail 24. 2" subfloor to joist or girder (3) 16d box (31/2"x0.135") (2) 16d common (31/2"x0.162") Blind and Face nail 25. 2" planks (plank & beam-floor & roof) (3) 16d box (31/2"x0.135") (2) 16d common (31/2"x0.162") Each bearing, face nail 26. Built-up girders and beams, 2" lumber layers 20d common (4"x0.192"); or 32" o.c., face nail at top and bottom staggered on opposite sides 10d box (3"x0.128"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 24" o.c. face nail at top and bottom staggered on opposite sides And: (2) 20d common (4"x0.192"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Ends and at each splice, face nail 27. Ledger strip supporting joists or rafters (3) 16d common (3 1/2"x0.162"); or (4) 16d box (3 1/2" x0.135") (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Each joist or rafter, face nail 28. Joist to band joist or rim joist (3) 16d common (3 1/2"x0.162"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown End nail 29. Bridging or blocking to joist, rafter or truss (2) 8d common (2 1/2"x0.131"); or (2) 10d box (3"x0.128"); or (2) 3"x0.131" nails; or (2) 3" 14 gauge staples, 7/16" crown Each end, toenail CBC Table 2304.10.2 - FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NOTES Roof Wall DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NOTES Floor CBC Table 2304.10.2 - FASTENING SCHEDULE 15. Bottom plate to joist, rim joist, band joist or blocking at braced wall panels (2) 16d common (3 1/2"x0.162"); or (3) 16d box (3 1/2"x0.135"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown 16" o.c. face nail 8d box 2 1/2"x 0.113" 4" o.c., toenail DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NOTES CBC Table 2304.10.2 - FASTENING SCHEDULE 16. Stud to top or bottom plate (3) 16d box 3 1/2"x0.135") (4) 8d common (2 1/2"x0.131"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 8d box (2 1/2"x0.113") (4) 3" 14 gauge staples, 7/16" crown Toenail (2) 16d common (3 1/2"x0.162"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown End nail 17. Top plates, laps at corners and intersections (2) 16d common (31/2"x0.162"); or (3) 16d box (31/2"x0.135") (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Face nail 18. 1" brace to each stud and plate (3) 8d box (2 1/2"x0.113") (2) 8d common (2 1/2"x0.131"); or (2) 10d box (3"x0.128"); or (2) 3"x0.131" nails; or (2) 3" 14 gauge staples, 7/16" crown Face nail 19. 1"x6" sheathing to each bearing (3) 8d box (2 1/2"x0.113") (2) 8d common (2 1/2"x0.131"); or (2) 10d box (3"x0.128") (2) 1 3/4" 16 gauge staples, 1" crown Face nail (3) 8d common (2 1/2"x0.131"); or (3) 8d box (2 1/2"x0.113"); or (3) 10d box (3"x0.128") or (3) 1 3/4" 16 gauge staples, 1" crown Wider than 1"x8": (3) 8d common (2 1/2"x0.131"); or (4) 8d box (2 1/2"x0.113"); or (4) 1 3/4" 16 gauge staples, 1" crown 20. 1"x8" and wider sheathing to each bearing Face nail 30. 3/8"- 1/2" 6d common or deformed (2"x0.113") (subfloor and wall) 6 12 8d common or deformed (2 1/2"x0.131"x0.281" head) (roof); or RSRS-01 (2 3/8"x0.113") nail (roof) 6 6 e 2 3/8"x0.113" nail (subfloor and wall)6 12 1 3/4" 16 gauge staple, 7/16" crown (subfloor and wall) 4 8 2 3/8"x0.113"x0.266" head nail (roof)3 3 1 3/4" 16 gauge staple, 7/16" crown (roof)3 3 31. 19/32"- 3/4" 8d common (2 1/2"x0.131"); or 6d deformed (2"x0.113") (subfloor and wall) 6 12 8d common or deformed (2 1/2"x0.131"x0.281" head) (roof); or RSRS-01 (2 3/8"x0.113") nail (roof) 6 6 e 2 3/8"x0.113"x0.266" head nail; or 2" 16 gauge staple, 7/16" crown 4 8 32. 7/8"-1 1/4" 10d common (3"x0.148"); or 8d deformed (2 1/2"x0.131"x0.281" head) 6 12 33. 1/2" fiberboard sheathing 1 1/2"x0.120" galvanized roofing nail (7/16" head diameter); or 1 1/4" 16 gauge staple with 7/16" or 1" crown 3 6 b 34. 25/32" fiberboard sheathing 1 3/4" galvanized roofing nail (7/16" head diameter); or 1 1/2" 16 gauge staple with 7/16" or 1" crown 3 6 b 35. 3/4" and less 8d common (2 1/2"x0.131"); or 6d deformed (2"x0.113"); or deformed (21/2"x0.120") 6 12 36. 7/8"-1" 8d common (2 1/2"x0.131"); or 8d deformed (2 1/2"x0.113"); or deformed (21/2"x0.120") 6 12 37. 1 1/8"-1 1/4" 10d common (3"x0.148"); or 8d deformed (2 1/2"x0.131"); or deformed (21/2"x0.120") 6 12 38. 1/2" or less 6d corrosion-resistant siding (1 7/8"x0.106"); or 6d corrosion-resistant casing (2"x0.099") 6 12 39. 5/8" 8d corrosion-resistant siding (2 3/8"x0.128"); or 8d corrosion-resistant casing (2 1/2"x0.113") 6 12 40. 1/4"4d casing (1 1/2"x0.080"); or 4d finish (1 1/2"x0.072")6 12 41. 3/8" 6d casing (2"x0.099"); or 6d finish (2"x0.192") (Panel supports at 24 inches) 6 12 a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particle board diaphragms and shear walls, refer to CBC Section 2305. Nails for wall sheathing are permitted to be common, box or casing. b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail. d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. e. Tabulated fastener requirements apply where the ultimate design winds speed is less that 140 mph. For wood structural panel roof sheathing attached to gable-end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4 inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Spacing exceeding 6 inches on center at intermediate supports shall be permitted where the fastening is designed per the AWC NDS. f. Fastening is only permitted where the ultimate design wind speed is less than or equal to 110 mph. g. Nails and staples are carbon steel meeting the specifications of ASTM F1667. Connections using nails and staples of other materials, such as stainless steel, shall be designed by acceptable engineering practice or approved under Section 104.11. Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing a Edges (inches) Intermediate supports (inches) Other exterior wall sheathing Wood structural panels, combination subfloor underlayment to framing Panel siding to framing Interior paneling f f A B B R E V I A T I O N S & And @ At A.B. Anchor Bolt ACI American Concrete Institute ADD'L Additional AESS Architectural Exposed Structural Steel AISC American Institute of Steel Construction ALT. Alternate APPROX. Approximate ARCH. Architect ASD Allowable Strength Design ASTM American Society for Testing and Materials AWPA American Wood Preservers Assoc. AWS American Welding Society BLK'G Blocking BM. Beam B.N. Boundary Nail BOCA Building Officials and Code Administrators International, Inc. BOT. Bottom BRG. Bearing B.S. Both Sides BTWN. Between C Camber CBC California Building Code C.C. Center to Center CCR California Code of Regulations C.J. Control Joint C.I.P. Cast-in-place C.L., CL Center Line CLG. Ceiling CLR. Clear CMU Concrete Masonry Unit COL. Column CONC. Concrete CONN. Connection CONT. Continuous CJP Complete Joint Penetration CSK. Countersink CTBR. Counterbore CTR. Center DBA Deformed Bar Anchor DBL. Double DC Demand Critical (Weld) DET., DTL. Detail DF Douglas Fir DIA., ∅Diameter DIAG. Diagonal DL Dead Load DN. Down DO. Ditto DSA Division of the State Architect DWG(S). Drawing(s) (E) Existing EA. Each E.F. Each Face E.J. Expansion Joint ELEV.,EL. Elevation EMB.,EMBED. Embedment E.N. Edge Nail EQ. Equal EQUIP. Equipment E.S. Each Side E.W. Each Way FDN. Foundation F.F. Finish Floor F.G. Finish Grade FIN. Finish FLR. Floor F.O.C. Face of Concrete F.O.M. Face of Masonry F.O.S. Face of Stud FRMG. Framing FRP Fiber Reinforced Polymer F.S. Far Side FT. Foot, Feet FTG. Footing GA. Gauge GALV. Galvanized G.L. Grid Line GLB Glued Laminated Beam GR. Grade HDG Hot-dip Galvanized HGR. Hanger HK. Hook HORIZ. Horizontal HSB High Strength Bolt HSS Hollow Structural Section HT. Height IBC International Building Code ICC International Code Council IN. Inch, Inches INT. Interior INV. Inverted JST. Joist K Kips KSI Kips per Square Inch LABC Los Angeles Building Code LBS. Pounds LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LONG. Longitudinal LTWT. Lightweight LVL Laminated Veneer Lumber MAX. Maximum M.B. Machine Bolt MECH. Mechanical MFR. Manufacturer M.I. Malleable Iron MIL. 0.001 Inch MIN. Minimum MISC. Miscellaneous (N) New NO., # Number N.S. Near Side N.T.S. Not to Scale NWT. Normal Weight O.C. On Center O.D. Outside Diameter O.H. Opposite Hand OPNG. Opening OPP. Opposite OSHPD Office of Statewide Health Planning and Development PAF Powder-Actuated Fasteners PART. Partial PCF Pounds per Cubic Foot PL Plate PLY. Plywood PP Partial Penetration PSF Pounds per Square Foot PSI Pounds per Square Inch P.T. Pressure Treated PW Puddle Weld PWJ Plywood Web Joists RAD. Radius R.D. Roof Drain REINF. Reinforcing REQ. Required RF. Roof R.O. Rough Opening RND. Round R.R. Remove & Replace S.A.D. See Architectural Drawings SCHED. Schedule SFBC San Francisco Building Code SFRS Seismic Force Resisting System SHT. Sheet SHTG. Sheathing SIM. Similar SLRS Seismic Load Resisting System S.M.D. See Mechanical Drawings S.O.G. Slab on Grade S.P. Southern Pine S.S. Stainless Steel STAGG'D.,STG. Staggered STD. Standard STIFF. Stiffener STL. Steel STRUCT. Structural SYMM.,SYM. Symmetrical T&B Top and Bottom T&G Tongue & Groove T.N. Toe Nail T.O.C. Top of Concrete T.O.S. Top of Steel T.O.W. Top of Wall TS Tube Steel (Hollow Structural Section) TYP. Typical U.O.N. Unless Otherwise Noted VERT. Vertical V.I.F., ± Verify in Field W/ With W/O Without WCLIB West Coast Lumber Inspection Bureau W.P. Work Point WHS Welded Headed Stud WTS Welded Threaded Stud WWR Welded Wire Reinforcing WWPA Western Wood Products Association N G E N E R A L S Y M B O L S A N D L E G E N D REVISION GRIDLINE BUILDING SECTION OR ELEVATION WORK POINT, DATUM OR CONTROL POINT, FIN. FLR. ELEVATION, S.A.D. DETAIL REFERENCE PROJECT NORTH, S.A.D. FOR TRUE NORTH 2 S602 14 S301 1 M Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 7 P M GE N E R A L N O T E S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.02 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 California Building Code 2022 S T A T E M E N T O F S P E C I A L I N S P E C T I O N S Tests and inspections indicated on the drawings are required for this project. The tests and inspections indicated here are the responsibilities of the Owner's Special Inspector, as required by Chapter 17 of the Building Code. The Special Inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 1. Special inspections and associated testing shall be performed by an approved qualified testing and inspecting agency meeting the requirements of ASTM E329 (materials), ASTM D3740 (soils), ASTM C1077 (concrete), and ASTM E543 (non-destructive testing). The testing and inspecting agency shall furnish to the architect/engineer a copy of their scope of accreditation. Special inspectors shall be certified by the building official. Welding inspectors shall be qualified per Section 6.1.4 of AWS D1.1. 2. The Special Inspector shall furnish inspection reports to the building official, the Architect/Engineer and other designated persons. All discrepancies shall be brought to the immediate attention of the Contractor for correction, then, if uncorrected, to the proper design authority and to the Building Official. 3. The Special Inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and applicable standards of quality and workmanship of the Building Code. 4. The Contractor shall hold a pre-construction meeting involving the Architect, Structural Engineer and the Special Inspector in order to discuss the specific requirements of this project. 5. Terminology: a. Continuous: Special inspection by the special inspector who is present when and where the work to be inspected is being performed. b. Periodic: Special inspection by the special inspector who is intermittently present where the work to be inspected has been performed or is being performed. c. Observe: Observe these items on a random basis. Operations need not be delayed pending these inspections. d. Perform: Perform these tasks for each element. 6. Indicated testing meets minimum requirements for structural testing to be provided by the approved qualified testing and inspecting agency. Additional tests for construction considerations are not indicated. The need for such additional tests shall be determined by the Contractor and provided at the Contractor's expense. 7. See project specifications for additional requirements. ACI 318 2019* ACI 440.2R 2008* 2012 ACI 506.2 2013* ANSI/AISC 341 2016* ANSI/SDI QA/QC 2017 ASTM C31 2018b* 2021 2020 2017* 2020 2020 2016* 2017 2017 2023 2012-e1* ACI 440.3R ANSI/AISC 360 2016* ASTM C39 ASTM C42 ASTM C94 ASTM C143 ASTM C780 ASTM C1019 ASTM C1064 ASTM C1077 ASTM C1314 ASTM D1557 2019ASTM D3740 2021ASTM D7522 2019ASTM E164 2021 2022 2021 2021 2015* 2018*AWS D1.4 2020RCSC Specification ASTM E329 ASTM E488 ASTM E543 ASTM E709 AWS D1.1 2020*SJI 100 2015*SJI 200 2016*TMS 602 * Reference standard cited by CBC 2022, Chapter 35 ACI 506R 2016* ACI 506.4R 1994* Reference Standard Editions: S T A T E M E N T O F S T R U C T U R A L O B S E R V A T I O N Structural Observation is required by Chapter 17 of the California Building Code. Types of work listed below shall be observed during periodic site visits by the Structural Engineer. Contractor is responsible for notifying Structural Engineer 3 business days before work is ready for observation. Structural Observation does not constitute Special Inspection. 1. Concrete & Reinforcing Steel: Reinforcing steel, anchor rods, and other embedments shall be observed prior to placement of cast-in-place concrete and/or shotcrete elements. 2. Concrete Unit Masonry: Reinforcing steel, anchor rods, and other embedments shall be observed prior to masonry unit placement and grouting of cells. 3. Structural Steel: Steel elements and welded/bolted connections shall be observed. 4. Light Cold-Formed Metal Framing: Floor/roof diaphragm fastening and hardware installation; cold-formed metal shear wall framing prior to the installation of sheathing; Shear wall screw fastening, welding, and hardware installation. 5. Structural Wood: Floor/roof diaphragm nailing and hardware installation, shear wall nailing and hardware installation, holdown installation, and bolted connection installation. Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Soil and Foundations 1 Verify materials below shallow foundations are adequate to achieve the design bearing capacity.X 2 Verify excavations are extended to proper depth and have reached proper material.X 3 Perform classification and testing of compacted fill materials. Table 1705.6 X 4 During fill placement verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify densities and lift thicknesses during placement and compaction of compacted fill. X 5 Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.X Performed by the Geotechnical Engineer Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Concrete Formwork 1 Inspect erected formwork, shoring, and bracing to verify the shape, location and dimensions, and to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure. Table 1705.3 ACI 318: 26.11.1.2(b)X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Concrete Reinforcement and Embedded Items 2 Cast-in-Place Anchors and other embedments: Verify the anchor diameter, length, type, grade, and depth of embedment into the concrete. Verify tie- wires and similar items have been properly installed to secure the embedded items in place during the placement of concrete. Table 1705.3 ACI 318: 17.8.2 1 Placement of Reinforcing Bars: Verify the reinforcing grade, size, number, location, and bend detailing are as shown on the drawings and are in acceptable condition. Verify tie-wires and similar items have been properly installed to secure the reinforcement in place during the placement of concrete. Table 1705.3 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3, ACI 506.4R, ACI 506.6T X 3 Clearances: Verify proper clearances exist between reinforcement or embedded items and forms or soil.X 4 Mechanical Couplers: Verify that the specific manufacturer and model of couplers have been approved for the application by the Architect/Engineer. Verify that the couplers are installed according to the manufacturer's recommendations. X 5 Headed Reinforcing Bars: Verify that the specific manufacturer and type of headed reinforcing bars (with applicable product labeling) have been approved for the application by the Architect/Engineer. Verify that the headed terminators are installed according to the manufacturer's recommendations. X 6 Welding of Reinforcing Steel: Verify that the appropriate approved welding procedure specification (WPS) is available at the site and that the welder has properly considered the process to be performed and the joint configuration. Verify that the welder follows the essential variables of the WPS, that the materials and process comply with the applicable provisions of AWS D1.1 and AWS D1.4, and the project specifications, and that each welder has satisfactorily passed appropriate AWS qualification tests for the procedure to be performed, and if pertinent, has undergone recertification. Table 1705.3 AWS D1.4, ACI 318 Section 26.6.4 Welds larger than 5/16" Welds 5/16" And Smaller X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic Remarks Frequency Cast in Place Concrete 2 Verify that the concrete is placed, consolidated, and finished as indicated on the drawings. Table 1705.3 ACI 318: 26.5 X 1 Verify that the concrete delivered to the job has been prepared with the approved mix design appropriate for the application and is transported and placed within the time and under the conditions permitted by ASTM C94 and the project specifications. Table 1705.3, 1904.1, 1904.2 ASTM C94, ACI 318: Ch. 19, 26.4.3, 26.4.4 X 4 Sampling of Fresh Concrete Table 1705.3 ACI 318: 26.5, 26.12, ASTM C172 X 3 Verify that strength test specimens are taken and cured as indicated in the project specifications. a Slump and air content: One test at point of placement for each set of compression test specimens; additional tests when concrete consistency seems to have changed. ASTM C143 b Concrete Temperature: One test hourly when air temperature is 40 degrees Fahrenheit and below or 80 degrees Fahrenheit and above, and one test for each set of compressive-strength specimens. ASTM C1064 c Compression Test Specimens: One set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required. ASTM C31 d Compressive-Strength Tests: One specimen shall be tested at 7 days, two specimens tested at 28 days, and one specimen retained for later testing if required. ASTM C39 Frequency of tests: A minimum of one set of cylinders shall be tested for any individual structure or each day's placement of a class of concrete exceeding 25 cubic yards. An additional set of cylinders shall be tested for each 100 cubic yards of each class of concrete. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used. 5 Verify maintenance of specified curing temperature and techniques. Table 1705.3 ACI 318: 26.5.3-26.5.5 X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic Remarks Frequency Post-Installed Anchors 1 Approved Products: Verify that the specific manufacturer and model of anchors have been approved for the application by the Architect/Engineer. X 2 Verification of drilled holes: Verify that holes are drilled at the angle required and of the diameter and depth required. Verify that holes are clean prior to installation of anchors. Table 1705.3 X 3 Adhesive Anchors: Verify that the adhesive packaging indicates an expiration date and that the expiration date has not passed. Verify that adhesive is mixed properly and that the initial portion of adhesive coming out of the nozzle is wasted, as required by the manufacturer. Verify that the anchors are installed according to the manufacturer's recommendations. X See General Notes for approved products Adhesive anchors include threaded rods and reinforcing bars set in holes filled with adhesive. 4 Mechanical Anchors: Verify that the anchors are installed according to the manufacturer's recommendations.X 5 Anchor Testing: Test ten percent of each application of anchors to the tensile or torque proof load as indicated in the General Notes. One application of anchors shall be defined as those anchors installed by a single crew in a single day. X Test locations are random at the discretion of the Special Inspector, unless otherwise directed by the Architect/Engineer. If any anchor fails the test, test all anchors in the same application not previously tested until 10 consecutive anchors pass a Tension Tests: Tension test loads shall be maintained for a minimum of one minute. Anchor displacement at the end of the loading period shall be limited to one-fifth of the nominal anchor diameter. Displacement following release of load shall return to zero. ASTM E488 X Applicable to adhesive anchors b Torque Tests: Required torque must be reached within a half turn of the nut from snug, except for 3/8" diameter anchors, for which the required torque must be reached within a quarter turn of the nut from snug. X Applicable to mechanical anchors ACI 318 Section 17.8.2 ACI 318 Section 17.8.2 Item No.System, Material or Element Building Code Reference Material Standard Reference Remarks Frequency Perform Observe Structural Steel - Bolting 1 Inspection Tasks Prior to Bolting a Verify that the manufacturer’s certifications are available for fastener materials X b Verify that fasteners marked in accordance with ASTM requirements X c Verify that the correct fasteners are selected for the joint detail (grade, type, diameter, bolt length if threads are to be excluded from shear plane)X d Verify that the correct bolting procedure is selected for joint detail X1705.2 AISC 360 Section N5.6 and Table N5.6-1Verify that connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements Xe Confirm that pre-installation verification testing by installation personnel are observed and documented for fastener assemblies and that verified methods are used X Documentation for seismic resistance is required per AISC 348 Section J7 and Table J7.2f Verify that protected storage is provided for bolts, nuts, washers and other fastener components Xg 2 Inspection Tasks During Bolting a Verify that fastener assemblies are placed in all holes and washers and nuts are positioned as required X b Verify that the joint is brought to the snug-tight condition prior to the pretensioning operation X c Verify that fastener component not turned by the wrench prevented from rotating X d Verify that fasteners are pretensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges X 1705.2 AISC 360 Section N5.6 and Table N5.6-2, RCSC Specification Section 9 3 Inspection Tasks After Bolting a Document acceptance or rejection of bolted connections X1705.2 AISC 360 Section N5.6 and Table N5.6-3 Documentation for seismic resistance is required per AISC 348 Section J7 and Table J7.3 4 Inspection of Fabricated or Erected Frame a Confirm compliance with the details shown on the drawings. Verify member sizes, member locations and proper application of joint details at each connection X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Structural Wood 1 Bolted Connections: Verify that bolt size, spacing, edge distance and end distance are consistent with information shown on the construction documents. 1704.2 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 8 P M GE N E R A L N O T E S S P E C I A L IN S P E C T I O N S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.03 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 2 2024-10-25 2 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI #3 22 19 17 17 15 13 29 25 23 23 20 17 #4 29 25 23 22 19 17 38 33 30 29 25 23 #5 36 31 28 28 24 22 47 41 37 37 32 29 #6 43 37 34 33 29 26 56 49 45 43 38 34 #7 63 54 49 48 42 38 82 71 64 63 55 50 #8 72 62 56 55 48 43 94 81 73 72 63 56 #9 81 70 63 62 54 48 106 91 82 81 71 63 #10 91 79 71 70 61 54 119 103 93 91 80 71 #11 101 87 78 78 67 60 132 114 102 102 88 78 BA R S I Z E DEVELOPMENT LENGTH INCHES (ld)LAP SPLICE LENGTH INCHES TOP BARS OTHER BARS TOP BARS OTHER BARS 3000 PSI 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI 3000 PSI NOTES: 1. REFER TO HOOKED REINFORCEMENT TENSION DEVELOPMENT LENGTH SCHEDULE IN CONCRETE WHEN THE STRAIGHT DEVELOPMENT LENGTH IN TENSION CANNOT BE ACCOMMODATED IN THE CONCRETE SECTION. 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH Fy=60 KSI AND NORMAL WEIGHT CONCRETE. 3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST IN THE MEMBER BELOW THE BARS TO BE DEVELOPED OR SPLICED. THE TOP BAR FACTOR DOES NOT APPLY TO BARS IN WALLS. 4. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED IN TENSION, SPLICE LENGTH SHALL BE THE LARGER OF ld OF THE LARGER BAR AND LAP SPLICE LENGTH OF THE SMALLER BAR. 5. ALL TABULATED VALUES ARE MINIMUM LENGTHS, IN CASE OF CONFLICT WITH PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 6. db = BAR DIAMETER. 7. ld = DEVELOPMENT LENGTH. 8. MULTIPLY TABULATED LENGTHS BY THE FOLLOWING FACTORS WHERE APPLICABLE. NOTE THAT FACTORS ARE CUMULATIVE: (E.G. 1.33x1.50 = 2.0) A. LIGHT WEIGHT CONCRETE: 1.33 B. 3 BUNDLED BARS: 1.20 C. 4 BUNDLED BARS: 1.33 D. CLEAR SPACING LESS THAN 2db AND CLEAR COVER LESS THAN db: 1.50 E. EPOXY COATED BARS: 1.50 9. USE MECHANICAL COUPLERS FOR #14 AND LARGER BARS. 10. FOR LAP SPLICES IN CONCRETE MASONRY, SEE MASONRY REINFORCEMENT DETAILS. FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT DEVELOPMENT LAP SPLICE db db db DEVELOPMENT LENGTH (ld) DEVELOPMENT LENGTH (ld) LAP SPLICE LENGTH 0" U. O . N . 16 21 26 31 45 51 57 64 71 6000 PSI 12 16 20 24 34 39 44 50 55 6000 PSI 20 27 33 40 58 66 74 84 93 6000 PSI 16 21 26 31 45 51 57 64 71 6000 PSI NOTES: 1. SEE TYPICAL REINFORCEMENT BEND DETAIL FOR ADDITIONAL INFORMATION. 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy=60 KSI) AND NORMAL WEIGHT CONCRETE. 3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 4. db=BAR DIAMETER 5. ldh =TENSION DEVELOPMENT LENGTH (HOOK BARS) 6. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE FACTORS ARE CUMULATIVE: (e.g. 1.33 x 1.20 = 1.60) A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) B. LIGHT WEIGHT CONCRETE: 1.33 C. EPOXY COATED BARS: 1.20 FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT, OR POTENTIAL CRACK LINE 90 DEGREE HOOK 180 DEGREE HOOK ldh ldh db dbBAR SIZE TENSION DEVELOPMENT LENGTH FOR HOOKED BARS (ldh) INCHES 3000 PSI 4000 PSI 5000 PSI #3 9 8 7 #4 11 10 9 #5 14 12 11 #6 17 15 13 #7 20 17 15 #8 22 19 17 #9 25 23 22 #10 29 27 26 #11 34 32 31 6000 PSI 6 8 10 12 15 18 22 26 30 BAR SIZE TENSION DEVELOPMENT LENGTH FOR HEADED BARS (ldt) INCHES 3000 PSI 4000 PSI 5000 PSI #3 7 6 6 #4 9 8 7 #5 11 10 9 #6 14 12 11 #7 16 14 12 #8 18 16 14 #9 20 18 16 #10 22 19 17 #11 25 21 19 FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT, OR POTENTIAL CRACK LINE HEADED TERMINATOR NOTES: 1. Abrg > 4Ab; s > 4db 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy = 60 KSI) AND NORMAL WEIGHT CONCRETE. 3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 4. Abrg = NET BEARING AREA OF THE HEAD. 5. Ab = BAR AREA 6. db = BAR DIAMETER 7. ldt = TENSION DEVELOPMENT LENGTH (HEADED BARS) 8. s = CLEAR SPACING BETWEEN BARS 9. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE FACTORS ARE CUMULATIVE: (e.g. 1.30 x 1.20 = 1.56) A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) B. EPOXY COATED BARS: 1.20 10. THE HEAD IS CONSIDERED PART OF THE BAR FOR THE PURPOSE OF SATISFYING COVER REQUIREMENTS. MINIMUM CLEAR COVER IS 2db. 11. HEADS MAY BE STAGGERED TO AVOID CONGESTION. db ldt 6000 PSI 6 6 8 9 11 12 14 16 17 5 6 7 8 10 11 15 17 19 BAR SIZE BEND DIAMETER (D) INCHES 180°HOOKS 90° HOOKS A OR G INCHES J INCHES A OR G INCHES #3 21/4 3 6 #4 3 4 8 #5 33/4 5 10 #6 41/2 6 12 #7 51/4 7 14 #8 6 8 16 #9 91/2 113/4 19 #10 103/4 131/4 22 #11 12 143/4 24 1 6 180 DEGREE HOOK OFFSET BEND 90 DEGREE HOOK NOTES: 1. ALL BENDS SHALL BE MADE COLD AND SHALL BE MADE PRIOR TO PARTIAL EMBEDMENT IN CONCRETE. 2. db = BAR DIAMETER. 3. D = BEND DIAMETER, MEASURED ON THE INSIDE OF BAR. A OR G HOOK DJ 4db (2 1/2" MIN.) D db db 12 d b A O R G BAR SIZE BEND DIAMETER (D) INCHES 90° HOOK 135° HOOKS A OR G INCHES A OR G INCHES H (APPROX.) INCHES #3 11/2 4 41/4 3 #4 2 41/2 41/2 3 #5 21/2 6 51/2 33/4 90 DEGREE HOOK 135 DEGREE HOOK NOTES: 1. ALL BENDS SHALL BE MADE COLD AND SHALL BE MADE PRIOR TO PARTIAL EMBEDMENT IN CONCRETE. 2. db = BAR DIAMETER. 3. D = BEND DIAMETER, MEASURED ON THE INSIDE OF BAR. A OR G A O R G D D H db db 6d (2 1/2" MIN.) D 6db(3" MIN.) "T " 3/4 " MIN. REINF. PER PLAN NOTES : 1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. 2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. SUBGRADE PER GEOTECH REPORT NO REINFORCEMENT THROUGH JOINT PERMANENT 24 GAUGE GALVANIZED PREFORMED JOINT STRIP (SCREED KEY JOINT) VAPOR RETARDER PER PLAN OR SPECIFICATIONS TOOLED EDGES, TYP. 6" 3/4" "T " SE E SC H E D . CL R . SE E SC H E D . TOOLED JOINT. FILLED WHERE REQUIRED NOTES: 1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. USE MINIMUM JOINT WIDTH OF 3/16" FOR JOINTS TO BE FILLED. 2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. 3. LOCATE CONTROL JOINTS ON A RECTANGULAR GRID, SPACED PER SCHEDULE. SUBMIT JOINT DETAIL AND LAYOUT TO ARCHITECT FOR REVIEW. 4. ALTERNATIVE: MAKE SAWCUT JOINTS WITHIN 4 TO 8 HOURS AFTER CONCRETE PLACEMENT. PROPER TIMING IS DICTATED BY THE RATE OF HARDENING OF THE CONCRETE. SLAB THICKNESS, "T" (IN.) JOINT DEPTH (IN.) CLEARANCE TO TOP OF REINF. (IN.) MAX. JOINT SPACING (FT.) 4" 1"11/2"12' 5"11/4"2"15' 6"11/2" 21/2"18' REINF. PER PLAN SUBGRADE PER GEOTECH REPORT VAPOR RETARDER PER PLAN OR SPECIFICATIONS 6" 1 1/ 2 " 2 5/ 8 " Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 9 P M TY P I C A L C O N C R E T E D E T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.10 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added NTS1STRAIGHT REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULE FOR CONCRETE NTS4HOOKED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE NTS9HEADED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE NTS14TYPICAL REINFORCEMENT BENDS FOR CONCRETE AND MASONRY NTS19TYPICAL TIE AND STIRRUP HOOKS FOR CONCRETE AND MASONRY NTS TYPICAL SLAB ON GRADE CONSTRUCTION JOINT18 NTS TYPICAL SLAB ON GRADE CONTROL JOINT13 2024-10-25 2 RTU Anchorage Added 2 2 1327 S Grand Ave 12/12/2024 L/3 MIN. 5/ 6 d L/3 MAX. d d/ 2 d d/2 d/3 MAX. d/4 MAX. 2" MI N . 2" MI N . NOTES: 1. BORED HOLES OR NOTCHES ARE NOT PERMITTED IN JOISTS WHERE d = 4" OR LESS. 2. NOTCHES ARE NOT PERMITTED IN STUDS OR BEAMS. 3. CUTS, NOTCHES, AND HOLES BORED IN TRUSSES, STRUCTURAL COMPOSITE LUMBER, STRUCTURAL GLUED-LAMINATED MEMBERS, OR I-JOISTS ARE NOT PERMITTED, EXCEPT WHERE PERMITTED BY THE MANUFACTURER'S RECOMMENDATIONS AND REVIEWED AND APPROVED BY THE ENGINEER. 4. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF JOISTS AS A CUT OR NOTCH. SPACING OF HOLES NOT LESS THAN d d/4 MAX. NOT MORE THAN 2" SPACING OF HOLES NOT LESS THAN d LEGEND: d = DEPTH OF JOIST OR STUD L = CLEAR SPAN OF JOIST BETWEEN SUPPORTS 62 A 1 0 1 LAP TOP PL 4'-0" MIN. @ SPLICES INTERNAIL W/ (16) 16d 8" E M B E D . MI N . U . O . N . CURB CONDITION WHERE OCCURS INFILL STUD WALL FRAMING OR SOLID BLKG. TO MATCH WIDTH OF WALL STUD MALLEABLE IRON WASHERS, TYP.NOTE: SILL ANCHOR BOLTS, WASHERS, AND NAILS IN CONTACT W/ PRESSURE- TREATED SILL PL SHALL BE S.S. OR HDG, TYP. SEE GENERAL NOTES. PROVIDE GROUT (1/2" MAX.) UNDER SILL PL AT ALL BEARING & SHEAR WALLS WHERE UNEVEN SURFACES DO NOT ALLOW FOR FULL BEARING FOR ANCHOR BOLTS IN SHEAR WALLS, SEE 5/8" HEADED A.B. @ 4'-0" O.C., TYP. U.O.N. FOR TYP. LAYOUT. NAIL EA. STUD W/ (2) 16d END NAILS OR (2) 10d T.N. E.S. 2x STUDS @ 16" O.C., TYP. U.O.N. DBL. STUDS AT OPENINGS WIDER THAN 4'-0" PROVIDE 2x BLKG. @ 8'-0" MAX. O.C. VERT. AT SHEAR WALLS. USE 2x OR 3x BLKG. AT ALL PLY. JOINTS. NAIL BLKG. W/ (2) 16d END NAILS OR (2) 10d T.N. BOTH ENDS OF EA. BLOCK (4) 16d AT CORNER & CROSS WALL LAPS 16d @ 16" O.C., TYP. (2) 16d EA. STUD, ADD (1) 10d T.N. E.S. FOR STUDS OVER 12'-0" LONG TREATED SILL PL 2x, TYP. @ NON-SHEAR WALLS 3x MIN., TYP. @ SHEAR WALLS DBL. SILL @ OPENINGS WIDER THAN 4'-0" 16d @ 12" O.C. STAGGERED, TYP. (4) 16d BOTH ENDS, TYP. A35 CLIP ANGLE T&B OF STUDS @ OPENINGS GREATER THAN 4'-0" @ EXTERIOR WALLS (2) 2x TOP PLATES ADD 2x STUDS TO MATCH KING STUDS TO PROVIDE CONTINUITY @ FLOOR TRUSSES ALIGN JOISTS W/ STUDS BELOW A35 CLIP ANGLE T&B EA. END OF HEADER AT OPENINGS GREATER THAN 4'-0" AT EXTERIOR WALLS HEADERHEADER SEE SCHED. 62 B 1 0 1 15 S0.11 9 S0.11 23 S0.11 TYP. WOOD HEADER SCHEDULE NOTES : 1. T = WALL STUD THICKNESS (E.G., FOR 2x4 STUDS, T=4.) 2. HEADERS SHALL BE DF #1. 3. FOR TYPICAL FRAMING DETAILS., SEE 62 B 1 0 2 OPENING AT BEARING WALLS AT NON-BEARING WALLS ≤ 4'-0" Tx6 Tx6 4'-1" TO 6'-0" Tx8 Tx6 6'-1" TO 8'-0"Tx10 Tx8 8'-1" TO 10'-0" Tx12 Tx8 10'-1" TO 12'-0" Tx12 Tx8 24 S0.11 0" 0" 6" MAX., TYP. (DO NOT NAIL IN THIS ZONE) 4 1/2" MIN. 9" MAX. 4 1 / 2 " M I N . 9" M A X . 4 1/2" MIN. 9" MAX. NOTES: 1. PROVIDE A MIN. OF (2) BOLTS PER PIECE. 2. FOR COORDINATION OF HOLDOWN RODS AND ANCHOR BOLTS AT SHEAR WALLS, SEE DET. PIPING, WHERE OCCURS PIPING, WHERE OCCURS 1 1/2" MIN. TYP. EDGE SPLICE 62 B 1 0 3 4 1 / 2 " M I N . 9" M A X . 4 1 / 2 " M I N . 9" M A X . 23 S0.11 5 S0.12 4 1/2" MIN. 9" MAX. 2"∅MAX. HOLE FOR 2x4 PL 4"∅MAX. HOLE FOR 2x6 PL CENTER HOLE IN PL SIMPSON "PSPN516Z" METAL TIE OR EQUAL BOTH SIDES OF TOP PL ACROSS NOTCH OR BORED HOLE. STAGGER PLATES TO OFFSET (12) 16d COMMON NAILS PER PL PIPE, STRAP ℄ NOTE: AT SHEAR WALLS: CAREFULLY LOCATE ALL PIPES, INSTALL SHEATHING, AND INSTALL METAL SPLICE PL ON TOP OF SHEATHING DBL. 2x TOP PL STUDS, TYP. 62 B 1 0 5 8" EM B E D . MI N . 8" EM B E D . MI N . SE E PL A N S WOOD STUD WALL SILL BOLT, SEE HDG. OR S.S. PL 1/4"x3" SQ. MIN. OR HDG. SIMPSON "BP 5/8-3" AT ALL SILL BOLTS. SEE NOTE BELOW FOR ALT. PL WASHER OPTION P.T. SILL @ FDN., SEE HOLE IN SILL PL MAY BE NO MORE THAN 1/16" OVERSIZED NOTE: ALT. PL. WASHER OPTION: THE HOLE IN THE PL. WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIA. AND A SLOT LENGTH OF 1 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PL WASHER AND NUT. 62 B 1 0 7 9 S0.11 9 S0.11 NOTE: THIS DETAIL APPLIES TO ALL EXTERIOR WALLS AND BEARING WALLS. FOR SHEAR WALL LOCATIONS, SEE PLAN. AT NON-SHEAR LOCATIONS, 16d STUD INTERNAILING MAY BE SPACED AT 16" O.C. FOR ALL OTHER CONDITIONS, REFER TO THE CARPENTRY SECTION OF THE GENERAL NOTES. SHEATHING, WHERE OCCURS, SEE PLANS SHEATHING, WHERE OCCURS, SEE PLANS 16d @ 6" O.C., 2 ROWS, STAGGERED E.N. 16d @ 6" O.C. EDGE NAILING 16d @ 6" O.C. WOOD STUD WALL SHEATHING, WHERE OCCURS, SEE PLANS EDGE NAILING, SEE SHEAR WALL SCHED. WOOD STUD WALL CORNER CONDITION INTERSECTION CONDITION 62 B 1 0 8 9 S0.11 2'-6" MIN. U.O.N.4'-0" MIN. U.O.N. 4x BLOCKING, TYP. @ STRAP (2) 2x TOP PLATES SEE WOOD STUD, TYP. CS16 STRAP WITH 16d NAILS @ 4" O.C., INSTALL STRAP OVER SHEATHING 62 B 1 1 2 24 S0.11 2 DIAPHRAGM B.N. DIAPHRAGM B.N. SILL PL SOLE PL 3 3 5 1 2 4 1 2 2 SHEAR WALL MARK SHEAR WALL MARK NOTES: 1. FOR CIRCLED KEY NOTES SEE SHEAR WALL SCHEDULE 2. ALL SOLE PLATE NAILING MUST PENETRATE JOIST OR BLOCKING BELOW. 4 62 B 2 0 1 /9 S0.11 1 1 2 3 4 SHEAR WALL SCHEDULE NOTES: 1. ALL WALL SHEATHING SHALL BE NAILED PER U.O.N. 2. INTERMEDIATE (FIELD) NAILING SHALL BE 10d @ 12" O.C., U.O.N. 3. BLOCK ALL PANEL EDGES. 4. ALL NAILS SHALL BE COMMON WIRE GAUGE. 5. FOR EDGE NAILING AT ADJACENT SHEETS SEE PRE-DRILL WHERE NAILING TENDS TO SPLIT WOOD. 6. PRE-DRILL FOR ALL 20d NAILS WHERE SPACING IS 4" O.C. OR LESS TO PREVENT SPLITTING. 7. ALL BOLTS, NAILS, AND FASTENERS IN CONTACT WITH P.T. LUMBER SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION. 8. WHERE NAILS ARE SPACED 4" O.C. OR LESS, FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER & NAILS SHALL BE STAGGERED. 9. SHEAR WALLS WHICH ARE MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICE JOINTS. AT CONTINUOUS HORIZONTAL JOINTS, BLOCKING SHALL BE 3 INCH NOMINAL OR WIDER. 10. WHERE SHEATHING IS APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL OCCUR AT 3" NOMINAL OR WIDER STUDS OR BLOCKING AND NAILS SHALL BE STAGGERED. 11. FOR ADDITIONAL INFORMATION REGARDING SILL & ANCHOR BOLTS, SEE 12. NOTES SHOWN THUS: REFER TO KEY NOTES ON SHEAR WALL DETAILS AND SECTION, SEE FOR TYP. DETAILS, SEE THRU 1 2 43 5 # MARK CAPACITY (LBS. PER FT.) LRFD SHEATHING EDGE NAIL (E.N.) SHEAR CLIPS (NAILING ALT.) SOLE PL NAIL SILL PL ANCHOR BOLTS COMMENTS 310 P.L.F.15/32 " C-D 10d @ 6" O.C. LS50 @ 24" O.C. 20d @ 6" O.C.5/8"∅@ 3'-4" O.C.SILL PL SHALL BE 3x MEMBER, U.O.N.10d T.N. @ 4" O.C. 460 P.L.F." 10d @ 4" O.C. LS50 @ 16" O.C. 20d @ 4" O.C.5/8"∅@ 2'-8" O.C." 600 P.L.F. " 10d @ 3" O.C. LS70 @ 16" O.C. 20d @ 3" O.C.5/8"∅@ 2'-0" O.C." 870 P.L.F.15/32 " STRUCT I 10d @ 2" O.C. LS70 @ 12" O.C.2 ROWS 20d @ 4" O.C. STAGGD'5/8"∅@ 1'-4" O.C." 1 S0.11 24 S0.11 13 Z0.12 8 S0.11 23 S0.11 1' - 4 " MI N . 2x SOLID BLKG. @ STAGG'D HORIZ. JOINTS 3x SOLID BLKG. @ CONT. HORIZ. JOINTS OR AS REQ. PER MIN. PANEL AREA 4 SQ. FEET E.N. E.N. DOUBLE TOP PL PROVIDE E.N. @ ALL PANEL EDGES & @ ALL HOLDOWN POSTS HOLDOWN POST WHERE OCCURS INTERMEDIATE NAILING SILL OR SOLE PL FOR SHEAR WALL SCHEDULE, SEE HOLDOWN WHERE OCCURS, SEE PLANS STUDS PROVIDE E.N. AT ALL POSTS, BUILT-UP STUDS AND NAILERS ON STEEL FRAMING NOTE : PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 62 B 2 0 3 9 S0.11 9 S0.11 SHEATHING , WHERE OCCURS, SEE PLAN WOOD POST, SEE PLAN E.N., TYP. SHEATHING , SEE PLAN NOTE: ANY WOOD POST, BUILT-UP WOOD STUDS, OR NAILERS ON STEEL POSTS, IN A PLY. SHEAR WALL SHALL RECEIVE E.N. PER PLAN BUILT-UP STUDS, SEE PLAN E.N., TYP. PLAN VIEW 5/8"∅THREADED STUD W/ PLAIN CUT WASHER AND NUT @ 24" O.C. & 6" FROM END OF BOARDS 62 B 2 0 4 3/16 2'-0" MIN. 2 ROWS 10d @ 4" O.C. STAGG'D. 2'-8" MAX. 2 ROWS 10d @ 4" O.C. STAGG'D. 2'-0" MIN. 2 ROWS 10d @ 4" O.C. STAGG'D. SHEATHING HEADER 2x (STUD WIDTH) BLKG. @ STRAP, TYP. FOR E.N. @ HEADER, SILL & FULL HEIGHT OF KING STUD, SEE CS16x1 1/4 STRAP @ TOP & BOTTOM OF OPENING BEND AROUND CORNER WHERE OCCURS * 2'-8" MAX. OPENING DIMENSIONS, SEE ARCH. & MECH. DRAWINGS FOR SIZES AND LOCATIONS. OPEN 62 B 2 0 5 9 S0.11 9 S0.11 WOOD JOISTS, SEE PLAN WOOD HEADER, SEE PLAN "ST6236" STRAP EA. SIDE TRIMMER/KING STUDS DBL. TOP PL 4x BLKG. PLY., SEE PLAN 62 B 2 0 6 FOR KEY NOTES, SEE SHEAR WALL SCHEDULE SHEAR WALL MARK 25 1 1/2" MIN. 62 B 2 0 9 9 S0.11 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 0 P M TY P I C A L W O O D D E T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.11 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added NTS TYPICAL HOLES OR NOTCHES IN JOISTS AND STUDS22 NTS24TYPICAL WOOD STUD WALL FRAMING ELEVATION NTS TYPICAL WOOD HEADER SCHEDULE15 NTS TYPICAL SILL PLATE BOLT LAYOUT21 NTS TYP. PLATE SPLICE - PENETRATION IS GREATER THAN 1/3 STUD WIDTH12 NTS TYPICAL ANCHOR BOLT AT SHEAR WALL23 NTS TYPICAL WALL INTERSECTIONS6 NTS STRAP AT STEP IN SHEAR WALL TOP PLATE17 NTS TYPICAL SCHEMATIC SHEAR WALL SECTION8 NTS9TYPICAL SHEAR WALL SCHEDULE NTS TYPICAL SHEAR WALL NAILING ELEVATION14 NTS TYPICAL SHEAR WALL NAILING DETAIL1 NTS TYPICAL OPENING IN SHEAR WALL13NTS STRAP AT HEADER11 NTS TYPICAL SHEAR WALL AT CONCRETE18 1 1 1 1 1 1 2024-06-11 1 Re-Issue for Plan Check 1327 S Grand Ave 12/12/2024 SYMBOL HOLDOWN SIZE POST SIZE (MIN.xSTUD WIDTH) ATTACHMENT TO HOLDOWN POST ANCHOR BOLT DIA. ANCHOR BOLTS EMBEDMENT L e HD3B 2x (2) 5/8"∅M.B.5/8" HD9B 6x (3) 7/8"∅M.B.7/8" HD12 6x (4) 1"∅M.B.1 1/8" HD3B 4x (2) 5/8"∅M.B.5/8" HOLDOWN SCHEDULE 67 A 1 0 1 NOTE: HOLDOWN DESIGNATIONS & CONNECTORS ARE FOR HOLDOWNS MANUFACTURED BY SIMPSON. FOR TYP. DETAILS, SEE THRU . H1 H2 H3 H4 1 S0.12 3 S0.12 12" AND 6 S0.12 12" 12" 12" 67 A 1 0 8 TYP. CONDITIONS AT WINDOWS & DOORS 2x STUD @ END OF WALL, DAP STUD FOR BOLTS HD POST, SEE SCHED. COUNTER-SINK @ DOORS HEADER CRIPPLE(S) SHEATHING E.N.* HOLDOWN POST, SEE SCHED. 16d SPACING TO MATCH E.N.* AT CORNERS & TEES SHEATHING E.N.* * FOR E.N. REQUIREMENTS SEE SHEAR WALL SCHED. 5 S0.12 8 S0.11 5 S0.12 SHEATHING E.N.* EDGE OF (E) SHEAR WALL HOLDOWN PER SCHEDULE W/ POST INSTALLED ADHESIVE ANCHOR INTO (E) FOUNDATION (N) POST PER SCHEDULE, FULL HEIGHT OF SHEAR WALL, CAN BE PLACED EITHER SIDE OF HOLDOWN ANCHOR (E) 2x6 STUDS (E) SILL PLATE (E) CONC. FOOTING S0.12 3 1' - 0 1 / 2 " DAP FOR BOLTS 1' - 0 " M I N . VA R I E S 1 ' - 6 " M I N . MI N . VA R I E S 6" (E) E.N. (E) F.G.(E) CONC. SLAB (E) FOOTING (E) SHEAR PANEL SEE PLAN 8" (E) 2x6 STUD WALL EQ.EQ. 1 1/2" CLR. HOLDOWN POST, SEE SCHED. HOLDOWN, SEE PLAN FOR SIZE & LOCATIONE.N. FULL HT., TYP. 2x END STUD DAP FOR BOLTS 7d MIN. @ BOLTED HOLDOWN TYPE, TYP. TOP OF CONC. SLAB OR CURB TOP OF FTG. A.B., SEE SCHED. (1) #4x2'-0" B.S. OF BOLT, CENTER ON BOLT2 1/2"x2 1/2"x3/8" WASHER PL, TYP. EMBED. LENGTH L e , SEE SCHED. 67 A 1 0 3 5 S0.12 5 S0.12 5 S0.12 1 S0.12 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 1 P M TY P I C A L W O O D H O L D O W N DE T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.12 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added NTS TYPICAL HOLDOWN SCHEDULE5NTS TYPICAL BOLTED HOLDOWN POST DETAILS1 1" = 1'-0" TYPICAL POST-INSTALLED HOLDOWN SECTION31" = 1'-0" TYPICAL POST-INSTALLED HOLDOWN2 3/4" = 1'-0" TYPICAL BOLTED HOLDOWN AT (N) FOUNDATION6 1327 S Grand Ave 12/12/2024 A 123645 C D E B (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6x6 (E) Pipe 3 S T D (E) Pipe 4 S T D (E) Pipe 4 S T D (E) Pipe 4 S T D (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T 36 ' - 6 " 2 6 ' - 2 " 8 ' - 1 " 2 9 ' - 9 " (E) 4" CONC. SLAB ON GRADE DEPRESSED 18" IN HATCHED AREA (E) 4" CONC. SLAB ON GRADE, TYP. (E) 6 x 6 POS T 1' - 6 " 1'-0" 2'-6" 1' - 6 " 1'-0" 1' - 6 " 1' - 6 " 1'-0" 1' - 6 " 1'-0" 1' - 6 " 1'-0" 1'-0" 1'-0" 1' - 6 " 3 11 (E) SIMPSON HD-2 (E) SIMPSON HD-2 2x6 P OST 2x6 P OST 2x6 P OST 2x6 P OST 2x6 P OST 2x6 P OST (E) CUSTOM HOLDOWN (E) CUSTOM HOLDOWN 3 1 4x6 P OST (E) SIMPSON HD-6 (E) SIMPSON HD-6 4 4 (E) 6 x 6 POS T (E) 6 x 6 POS T 33 CF 3 6 x 2 4 3.5 20'-0" 8'-0" 14'-9 1/2" 17'-8 1/2" 59'-6" 60'-6" 180'-6" 10 0 ' - 6 " 1'-3 1/2" 3'-0" H1 LIGHT FRAMED WALL LEGEND SHEAR WALL PER HOLDOWN PER PLAN NOTES: 1. SEE SHEET S3.1 FOR FOOTING SCHEDULES. 2. SEE SHEETS S0.11 AND S0.12 FOR SHEAR WALL AND HOLDOWN SCHEDULES. 1 /9 S0.11 /5 S0.12 2x6 P OST H1 2x6 P OST H1 H1 H3 H3 H1 H1 H2 H2 H1 H1 H1 H1 DEMO (E) WALLS AND SLAB TO INSTALL NEW SHEAR WALL AND FOOTING. H1 7' - 6 1 3 / 1 6 " 8' - 6 " H3 H3 4' - 0 " 1' - 1 " 44 S3.1 1 8' - 7 3 / 1 6 " 1'-0" CF 3 2 x 2 4 DOWEL LONG. BARS INTO (E) FOUNDATIONS DRILL THROUGH (E) FOOTING TO PASS LONG. BARS THROUGH, EPOXY TO (E) FOOTINGS 5' - 0 " CF 4 4 x 2 4 C F 4 4 x 2 4 3'-8" (E) 2'-0" DEEP FOOTING, CONTRACTOR TO V.I.F. (E) 2'-0" DEEP FOOTING, CONTRACTOR TO V.I.F. (E) 2'-0" DEEP FOOTING, CONTRACTOR TO V.I.F. Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 2 P M FI R S T F L O O R P L A N 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S1.0 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added1/8" = 1'-0" PLAN - LEVEL 11 11 1 2024-06-11 1 Re-Issue for Plan Check 1327 S Grand Ave 12/12/2024 A 123645 C D E B (E) 5 1/8"x12 GLB(E) 5 1/8"x18 GLB (E) 5 1/8"x18 GLB (E) 6x12 (E) 5 1/8"x16 1/2"(E) 5 1/8"x24" (E) 5 1/8"x18 GLB(E) 5 1/8"x18 GLB (E ) 4 x 6 F L A T D R A G (E ) T J L 3 0 ' ' ( 2 ) (E ) T J L 3 0 ' ' ( 2 ) (E ) 4 x 6 F L A T ( E ) 4 x 6 F L A T ( E ) 4 x 6 F L A T D R A G ( E ) 4 x 6 F L AT D R A G V. I . F . 3' - 0 " V. I . F . 3' - 0 " (E ) T J L 3 4 ' ' ( 3 ) (E ) T J L 3 4 ' ' ( 3 ) (E ) 2 x 4 @ 1 6 " O . C . (E) 5 1/8"x22 1/2 GLB (E ) T J L 2 4 ' ' @ 4 8 " O . C . (E ) T J L 3 0 ' ' @ 4 8 " O . C . ( E ) T J L 3 4 ' ' @ 4 8 " O . C . (E ) T J L 2 4 ' ' @ 4 8 " O . C . WOOD SHEAR WALL BELOW (E ) 4 x 6 F L A T ( E ) 4 x 6 F L A T (2) FLAT 4x6 COLLECTORS OVER TOP OF GLB, SPLICE AS NEEDED 8' - 0 " V. I . F . 3' - 0 " S3.2 2 S3.2 1 S3.2 1 S3.2 1 S3.2 1 S3.2 3 TYP. ALONG COLLECTOR LENGTH S3.2 1 S3.2 6 FLAT 4x6 COLLECTOR OVER TOP OF GLB, SPLICED AS NEEDED MI N . 3' - 0 " MI N . 3' - 0 " S3.2 3 TYP. ALONG COLLECTOR LENGTH 3.5 20'-0" 8'-0" 14'-9 1/2" 17'-8 1/2" 59'-6" 60'-6" 180'-6" 36 ' - 6 " 2 6 ' - 2 " 8 ' - 1 " 2 9 ' - 9 " 10 0 ' - 6 " 1'-9 1/2" 13 ' - 0 " S3.2 1 S3.2 1 S3.2 7 4x6 (FLAT) COLLECTOR 4x6 (FLAT) COLLECTOR (E) WALL BELOW 10 ' - 0 " EXT. WALL TO GL D (E) HP-6 (E) HP-7 (E) HP-8 (E) HP-5 (E) HP-4 (E) HP-10 (E) HP-9 (E) HP-12 (E) HP-3 (E) HP-2(E) CU-3 (E) CU-1 (E) HP-11 (E) HP-1 /5 S3.3 PLAN NOTE: FOR ROOFTOP EQUIPMENT ANCHORAGE SCHEDULE SEE Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 2 P M RO O F F R A M I N G P L A N 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S1.1 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added1/8" = 1'-0" PLAN - ROOF FRAMING1 1 1 2 22 2 2 2 2 2 2 2 2 2024-06-11 1 Re-Issue for Plan Check 2024-10-25 2 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 CONTINUOUS FOOTING SCHEDULE TYPE WIDTH LONG. BARS BOTTOM CF32x24 2'-8" LONG. BARS TOP TRANS. BARS THICKNESS 2'-0" NOTE: 1. FOR CONTINUOUS FOOTING DETAIL SEE 2. BARS NOTED ON PLAN ARE IN ADDITION TO REINFORCING NOTED IN THE SCHEDULE 3. TRANSVERSE BAR QUANTITIES SHOWN ARE NUMBER OF VERTICAL BARS. PROVIDE CROSS TIES AS REQUIRED TO ACHIEVE QUANTITIES ABOVE (2). /4 S3.1 CF36x24 3'-0" 2'-0" 3'-8" 2'-0"CF44x24 (6) #8 (8) #8 (8) #8 (6) #8 (8) #8 (8) #8 COMMENTS (2) #5 @ 6" (2) #5 @ 6" (3) #5 @ 6" WIDTH PER SCHED. SHEAR WALL ABOVE #4 TO MATCH (E) S.O.G. BAR SPACING DEMO (E) S.O.G. AND PRESERVE LAP LENGTH OF (E) REBAR LAP LENGTH (E) S.O.G. WHERE OCCURS PER PLAN LONG. REINF. PER PLAN & SCHED. TRANS. REINF. PER PLAN & SCHED. NOTES: 1. FOOTING LONG. ADD BARS PER PLAN SHALL BE DISTRIBUTED EVENLY OVER FOOTING WIDTH 2. FOOTING TRANS. ADD BARS PER PLAN SHALL PLACED BETWEEN SCHEDULED REINF. AT A SPACING OF 3" O.C., U.O.N. TH I C K N E S S P E R S C H E D . EQ. EQ. 0" FLOOR LEVEL 2 1'-1 3/4"5 1/2" 1'-0"2'-8" V. I . F . 2' - 0 " SHEAR WALLS PER PLAN, SHEATH ONE WALL BOTH SIDES AND THE OTHER ONE SIDE ONLY #4 ADHESIVE ANCHORS @ 12" O.C. NOTE: FOR INFORMATION SHOWN BUT NOT NOTED, SEE /4 S3.1 3/8"x4"x0'-11" PLATE 1 1/2" 5 1/2" Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 3 P M FO U N D A T I O N D E T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S3.1 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added CONTINUOUS FOOTING SCHEDULE53/4" = 1'-0" TYPICAL FOOTING SECTION43/4" = 1'-0" SECTION - GL 2 FOUNDATION1 1327 S Grand Ave 12/12/2024 TYP. 6 1/2" TYP. 3 1/2"TYP. 2" EQ . EQ . 7/8" THRU-BOLT, TYP. 1/2"x3" SPLICE PL EA. SIDE (E) PLYWOOD SHEATHING(E) OR (N) 4x6 FLAT COLLECTOR PER PLAN, TYP. (E) GLULAM GIRDER PER PLAN AS OCCURS DEMO (E) BLOCKING ABOVE GIRDER AS REQ'D TO INSTALL COLLECTOR, REINSTALL BLOCKING AROUND COLLECTOR A35 E.S. @ 6" O.C. W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD, TYP. (N) 4x6 FLAT COLLECTOR, GLUED TO (E) SHEATHING, ALIGNED W/ (E) COLLECTOR TO THE EAST, PER PLAN (E) PLY. SHEATHING 15/32" STRUC 1 PLY. SHEATHING ORIENTED EAST-WEST W/ 10d 2-1/2" B.N. AND E.N., PROVIDE 4x4 BLKG AT PLYWOOD EDGES AND AT CENTER OF COLLECTOR OVERLAP 2'-8" V.I.F. (N) 4x6 FLAT COLLECTOR, GLUED TO (E) SHEATHING, ALIGNED W/ EDGE OF (E) SHEAR WALL TO THE WEST, PER PLAN NOTE: PROVIDE UNDERSIDE SHEATHING FULL LENGTH OF COLLECTOR OVERLAP, 7'-8" MIN. A35 E.S. @ 6" O.C. W/ # 6 x 1/2" LONG SCREWS INTO PLYWOOD, TYP. (N) 4x6 FLAT COLLECTOR, GLUE TO (E) PLYWOOD SHEATHING (E) PLY. SHEATHING (E) TJL JOIST SHEAR WALL PER PLAN (E) STUD WALL TOP PLATES, V.I.F. (2) HDU8-SDS2.5 W/ 7/8" ROD 4'-0" V.I.F. 4x8 BLOCKING, RIPPED TO MATCH (E) DOUBLE TOP PLATE EL., GLUED TO (E) SHEATHING (5) A35 EA. SIDE W/ #6 x 1/2" SCREWS INTO PLYWOOD, TYP. (E) PLY. SHEATHING 4x6 FLAT COLLECTOR PER PLAN 1" PLY WHERE COLLECTOR IS ADJACENT TO (E) SHEAR WALL. FASTEN TO COLLECTOR W/ 2 ROWS OF SDS SCREWS @ 6" (21) A35 @ 6" O.C. W/ 10d NAILS (E) 2x6 SHEAR WALL TOP PLATES, V.I.F. (E) 2x4 JOISTS @ 16" O.C., V.I.F. DEMO (E) STUD AS REQ'D TO INSTALL HOLD DOWN AND INSTALL (N) STUD @ END OF HOLD DOWN 3x6 BLOCKING AT COLLECTOR CONNECTION, SEE PLAN FOR EXTENT SHEAR WALL E.N., SEE /9 S0.11 2 15'-2 1/2" PLAN -ROOF FRAMING SHEAR WALLS PER PLAN FLAT 4x6 PER PLAN, TYP. 4x8 BLOCKING RIPPED TO MATCH (E) DOUBLE TOP PLATE EL., GLUED TO (E) SHEATHING (5) A35 EA. SIDE W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD (3) A35 EA. SIDE W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD NOTE: FOR INFORMATION SHOWN BUT NOT NOTED, SEE DETAIL /6 S3.2 A35 E.S. @ 6" O.C. W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD, TYP. SHEAR WALL EDGE NAILING, TYP. SEE /9 S0.11 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 4 P M DE T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S3.2 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 1" = 1'-0" COLLECTOR SPLICE STRENGTHENING1 1" = 1'-0" DIAPHRAGM SPLICE2 1" = 1'-0" COLLECTOR TO DIAPHRAGM CONNECTION3 1" = 1'-0" SOUTH RE-ENTRANT CORNER CHORD EXTENSION6 1" = 1'-0" NORTH RE-ENTRANT CORNER CHORD EXTENSION7 1 1 1 1 1 1 1 2024-06-11 1 Re-Issue for Plan Check 1327 S Grand Ave 12/12/2024 EQUIPMENT PER EQUIPMENT SCHEDULE (E) CURB FOR CU-1 PROVIDE MANUFACTURER RECOMMENDED ROOF MOUNT W/ MINIMUM (4) 3/8" LAG SCREWS LOCATED PER MOUNT ATTACHMENT POINTS. FOR CU-3 V.I.F. POSITIVE ATTACHMENT OF UNIT TO SUPPORTS AND CURB L OR W H1 H2 2x4 SPANNING 2 PANEL POINTS MINIMUM, E.S. OF TRUSS CHORDS. PROVIDE 1/2"∅THROUGH BOLTS CENTERED ON 2x4 ABOVE EA. TJL BOTTOM CHORD PIN (E) PLY. SHEATHING Z4 WITH (2) 0.148"x1 1/2" NAILS, TYP. E.S. (E) GYP. BOARD SHEATHING ROOFTOP EQUIPMENT CURB OR PLATFORM, SEE SCHEDULE S3.3 11 EQUIPMENT PER EQUIPMENT SCHEDULE (E) CURB ADAPTER, WHERE OCCURS, V.I.F. SEE EQUIPMENT SCHEDULE (E) CURB FOR HP-1, PROVIDE (6) SIMPSON XE METAL SCREW #10x3/4 EQUALLY SPACED EA. SIDE TYP. (24 TOTAL). FOR ALL OTHERS, PROVIDE (3) SIMPSON XE METAL SCREW #10x3/4 EQUALLY SPACED EA. SIDE TYP. (12 TOTAL) WHERE CURB ADAPTER OCCURS. 1 1/ 2 " 1 1 / 2 " 1 1/2" MIN. SIMPSON XE METAL SCREW #10X3/4 CENTERED ON VERT. LEG, TYP. FOR HP-1, PROVIDE L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) CURB MAX. 1'-0" SPACING BETWEEN ANGLES (MIN. (5) EA. SHORT SIDE AND (7) EA. LONG SIDE). FOR ALL OTHERS, PROVIDE L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) CURB MAX 2'-0" SPACING BETWEEN ANGLES, MIN. 3 PER SIDE. SIMPSON SDS25600 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE FOR HP-2 and HP-3, PROVIDE 4x10 CONT. CENTERED UNDER SHARED EQUIPMENT PLATFORM ANCHORAGE ALONG ALL 4 SIDES, PROVIDE SIMPSON HU410 W/ MAX. FASTENERS AT EA. END, TYP. FOR ALL OTHERS, PROVIDE 4x8 CONT. CENTERED UNDER EQUIPMENT CURB/PLATFORM ANCHORAGE ALONG ALL 4 SIDES, PROVIDE SIMPSON HU48 W/ MAX. FASTENERS AT EA. END, TYP. _______ S3.3 11 TYP. _______ S3.3 11 SIM. H2 H1 L OR W V.I.F. ANCHORAGE BETWEEN EQUIPMENT AND CURB/CURB ADAPTER WITH MIN. (2) CLIPS PER SIDE WITH MIN. (2) SIMPSON XE METAL SCREW #10X3/4 ANCHORS INTO BOTH LEGS OF CLIP (MIN. 4 TOTAL PER CLIP) (E) GYP. BOARD SHEATHING, REMOVE AS REQ'D TO VERIFY EXISTING FRAMING AND INSTALL NEW FRAMING WHERE NEEDED, REPLACE IN KIND S3.3 13 _______ S3.3 11 O.H. V.I.F. (E) PLATFORM COMPRISES MIN. 1/2" PLY. SHEATHING, 4x JOISTS UNDER EQUIPMENT ANCHORAGE AND PLATFORM PERIMETER, AND 2x @ 16" MIN. ELSEWHERE H2 H1 (E) CURB ADAPTER WHERE OCCURS, V.I.F. SEE EQUIPMENT SCHEDULE L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) PLATFORM, MAX. 7'-0" SPACING BETWEEN ANGLES, MIN. 2 PER SIDE SIMPSON SDS25600 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE NOTES: 1. FOR INFORMATION SHOWN BUT NOT NOTED SEE 2. FOR SUPPLEMENTAL ROOF FRAMING UNDER RTU, SEE /1 S3.3 /1 S3.3 SIMPSON XE METAL SCREW #10X3/4 CENTERED ON VERT. LEG, TYP. L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) CURB MAX. 2'-0" SPACING BETWEEN ANGLES, MIN. 3 PER SIDE SIMPSON SDS25212 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG AND PLATFORM JOIST BELOW, TYP. EA. ANGLE L OR W EQUIPMENT PER EQUIPMENT SCHEDULE 8'-0" MAXIMUM LENGTH OF NEW FRAMING MEMBERS PARALLEL TO (E) TJLS SIMPSON SDS25212 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN VERT. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE 2x8 SPANNING FULL HEIGHT OF (E) TJL CENTERED ON (N) 4x (E) TJI JOIST (E) PLY. SHEATHING S3.3 13 (6) #10x21/2" WOOD SCREWS W/ 1" MIN. SPACING AND END DISTANCE (6) #10x21/2" WOOD SCREWS W/ 1" MIN. SPACING AND END DISTANCE EQ . E Q . EQ . E Q . H2 H1 L OR W NOTE: 1. FOR INFORMATION SHOWN BUT NOT NOTED SEE 2. FOR SUPPLEMENTAL ROOF FRAMING UNDER RTU, SEE /1 S3.3 (E) 3/8"∅LAG SCREWS W/ 2 1/2" MIN. EMBED., 2 MIN. PER EA. SIDE V.I.F. (E) BASE ISOLATION CURB, V.I.F. (E) STRAPS, MIN (2) STRAPS PER SIDE, WITH MIN. (4) ANCHORS TOTAL PER STRAP, V.I.F. EQUIPMENT PER EQUIPMENT SCHEDULE /1 S3.3 EQUIPMENT PER EQUIPMENT SCHEDULE (2) L2x2x1/4 x 3" LONG ANGLE EACH SIDE OF (E) HSS 1" FROM EACH END (4 TOTAL) TYP. SIMPSON SDS25212 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE H2 H1 NOTES: 1. FOR INFORMATION SHOWN BUT NOT NOTED SEE 2. FOR SUPPLEMENTAL ROOF FRAMING UNDER RTU SEE /1 S3.3 /3 S3.3 (E) SIMPSON CLIP @ EACH END OF HSS, W/ MIN. (1) SIMPSON XE METAL SCREW #10X3/4 IN EACH LEG OF CLIP, V.I.F. V.I.F. MIN. HSS 4x4x3/16" L OR W SIMPSON XE METAL SCREW #10X3/4 CENTERED ON VERT. LEG, TYP. NOTES: 1. MAXIMUM WEIGHT INCLUDES WEIGHT OF EQUIPMENT, (E) CURB AND CURB ADAPTORS, IF APPLICABLE 2. REMOVE AND REPLACE IN KIND (E) ROOFING, FLASHING AND UNIT ANCHORAGE FOR VERIFICATION . 3. THE CONTRACTOR SHALL VERIFY (E) STRUCTURAL ATTACHMENTS OF EQUIPMENT, CURB ADAPTORS, PREMANUFACTURED CURBS, WOOD PLATFORMS, AND ROOF FRAMING TO ENSURE A COMPLETE LOAD PATH FROM THE EQUIPMENT TO THE ROOF FRAMING. WHERE SOUND STRUCTURAL ATTACHMENTS ARE MISSING, THE CONTRACTOR SHALL USE THE REFERENCED DETAILS AS NEEDED TO PROVIDE A COMPLETE CONNECTION. WHERE (E) STRUCTURAL CONNECTIONS DIFFERENT THAN THOSE SHOWN IN THE REFERENCED DETAILS ARE PROVIDED, THE CONTRACTOR SHALL NOTIFY THE SEOR AND PROVIDE SUFFICIENT INFORMATION TO EVALUATE THE ADEQUACY OF THE EXISTING CONNECTION. 4. FOR MINIMUM SUPPLEMENTAL ROOF FRAMING BELOW ROOFTOP EQUIPMENT/CURBS SEE DETAIL /1 S3.3 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 5 P M DE T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S3.3 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL141 1/2" = 1'-0" EQUIPMENT ANCHORAGE DETAIL13 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL1 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL3 1 1/2" = 1'-0" EQUIPMENT ANCHORAGE DETAIL11 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL6 2 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL8 EQUIPMENT SCHEDULE5 CU-3 22 9 12 32 150 No 14/S3.3 CU-1 40 8 31 42 340 No 14/S3.3 HP-12 51 24 59 89 1870 No 6/S3.3 HP-11 33 32 47 74 900 Yes 3/S3.3 HP-10 52 27 33 48 640 Yes 1/S3.3 HP-9 49 31 60 88 1370 Yes 3/S3.3 HP-8 41 12 47 74 800 No 1/S3.3 HP-7 41 12 47 74 800 No 1/S3.3 HP-6 44 17 44 48 700 Yes 1/S3.3 HP-5 44 16 44 48 570 No 8/S3.3 HP-4 50 24 58 88 1430 Yes 3/S3.3 HP-3 41 32 47 74 1020 Yes 3/S3.3 HP-2 49 16 60 88 1150 No 3/S3.3 HP-1 57 46 63 116 2040 Yes 1/S3.3 H1 H2 W L EQUIPMENT MARK OVERALL EQUIPMENT DIMENSIONS (IN.) MAX WEIGHT (LBS.) UNIT ADAPTER ANCHORAGE DETAIL EQUIPMENT SCHEDULE 2024-10-25 2 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 2 P M CA L G R E E N C H E C K L I S T 2 0 2 2 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T4.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2022 CALIFORNIA GREEN BUILDING STANDARD CODE NON-RESIDENTIAL MANDATORY MEASURES PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.5 – ENVIRONMENTAL QUALITY CONTINUED 5.504.4.1 ADHESIVES, SEALANTS AND CAULKS ADHESIVES, SEALANTS AND CAULKS USED ON THE PROJECT SHALL MEET THE REQUIREMENTS OF THE FOLLOWING STANDARDS: 1. ADHESIVES, ADHESIVE BONDING PRIMERS, ADHESIVE PRIMERS, SEALANTS, SEALANT PRIMERS AND CAULKS SHALL COMPLY WITH LOCAL OR REGIONAL AIR POLLUTION CONTROL OR AIR QUALITY MANAGEMENT DISTRICT RULES WHERE APPLICABLE, OR SCAQMD RULE 1168 VOC LIMITS, AS SHOWN IN TABLES 5.504.4.1 AND 5.504.4.2. SUCH PRODUCTS ALSO SHALL COMPLY WITH THE RULE 1168 PROHIBITION ON THE USE OF CERTAIN TOXIC COMPOUNDS (CHLOROFORM, ETHYLENE DICHLORIDE, METHYLENE CHLORIDE, PERCHLOROETHYLENE AND TRICHLOROETHYLENE), EXCEPT FOR AEROSOL PRODUCTS AS SPECIFIED IN SUBSECTION 2, BELOW. 2. AEROSOL ADHESIVES, AND SMALLER UNIT SIZES OF ADHESIVES, AND SEALANT OR CAULKING COMPOUNDS (IN UNITS OF PRODUCT, LESS PACKAGING, WHICH DO NOT WEIGH MORE THAN ONE POUND AND DO NOT CONSIST OF MORE THAN 16 FLUID OUNCES) SHALL COMPLY WITH STATEWIDE VOC STANDARDS AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS, OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94507. 5.504.4.3 PAINTS AND COATINGS ARCHITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS IN TABLE 1 OF THE ARB ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, AS SHOWN IN TABLE 5.504.4.3, UNLESS MORE STRINGENT LOCAL LIMITS APPLY. THE VOC CONTENT LIMIT FOR COATINGS THAT DO NOT MEET THE DEFINITIONS FOR THE SPECIALTY COATINGS CATEGORIES LISTED IN TABLE 5.504.4.3 SHALL BE DETERMINED BY CLASSIFYING THE COATING AS A FLAT, NONFLAT OR NONFLAT-HIGH GLOSS COATING, BASED ON ITS GLOSS, AS DEFINED IN SUBSECTIONS 4.21, 4.36 AND 4.37 OF THE 2007 CALIFORNIA AIR RESOURCES BOARD SUGGESTED CONTROL MEASURE, AND THE CORRESPONDING FLAT, NONFLAT OR NONFLAT-HIGH GLOSS VOC LIMIT IN TABLE 5.504.4.3 SHALL APPLY. 5.504.4.3.1 AEROSOL PAINTS AND COATINGS: AEROSOL PAINTS AND COATINGS SHALL MEET THE PWMIR LIMITS FOR ROC IN SECTION 94522(A)(3) AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS AND OZONE DEPLETING SUBSTANCES, IN SECTIONS 94522(C)(2) AND (D)(2) OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94520; AND IN AREAS UNDER THE JURISDICTION OF THE BAY AREA AIR QUALITY MANAGEMENT DISTRICT ADDITIONALLY COMPLY WITH THE PERCENT VOC BY WEIGHT OF PRODUCT LIMITS OF REGULATION 8 RULE 49. 5.504.4.3.2 VERIFICATION: VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AT THE REQUEST OF THE ENFORCING AGENCY. DOCUMENTATION MAY INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING: 1. MANUFACTURER'S PRODUCT SPECIFICATION 2. FIELD VERIFICATION OF ON-SITE PRODUCT CONTAINERS SEALANTS VOC LIMIT ARCHITECTURAL 250 MARINE DECK NONMEMBRANE ROOF ROADWAY SINGLE-PLY ROOF MEMBRANE OTHER SEALANT PRIMERS ARCHITECTURAL NONPOROUS POROUS MODIFIED BITUMINOUS MARINE DECK OTHER NOTE: FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THESE TABLES, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168. TABLE 5.504.4.3 VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS 2, 3 GRAMS OF VOC PER LITER OF COATING, LESS WATER AND LESS EXEMPT COMPOUNDS COATING CATEGORY CURRENT LIMIT FLAT COATINGS 50 NONFLAT COATINGS 100 NONFLAT-HIGH GLOSS COATINGS 150 SPECIALTY COATINGS ALUMINUM ROOF COATINGS 400 BASEMENT SPECIALTY COATINGS 400 BITUMINOUS ROOF COATINGS 50 BITUMINOUS ROOF PRIMERS 350 BOND BREAKERS 350 CONCRETE CURING COMPOUNDS 350 CONCRETE/MASONRY SEALERS 100 DRIVEWAY SEALERS 50 DRY FOG COATINGS 150 FAUX FINISHING COATINGS 350 FIRE RESISTIVE COATINGS 350 FLOOR COATINGS 100 FORM-RELEASE COMPOUNDS 250 GRAPHIC ARTS COATINGS (SIGN PAINTS) 500 HIGH TEMPERATURE COATINGS 420 INDUSTRIAL MAINTENANCE COATINGS 250 LOW SOLIDS COATINGS1 120 MAGNESITE CEMENT COATINGS 450 MASTIC TEXTURE COATINGS 100 METALLIC PIGMENTED COATINGS 500 MULTICOLOR COATINGS 250 PRETREATMENT WASH PRIMERS 420 PRIMERS, SEALERS, AND UNDERCOATERS 100 REACTIVE PENETRATING SEALERS 350 RECYCLED COATINGS 250 ROOF COATINGS 50 RUST PREVENTATIVE COATINGS 250 SHELLACS CLEAR 730 OPAQUE 550 SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100 STAINS 250 STONE CONSOLIDANTS 450 SWIMMING POOL COATINGS 340 TRAFFIC MARKING COATINGS 100 TUB AND TILE REFINISH COATINGS 420 WATERPROOFING MEMBRANES 250 WOOD COATINGS 275 WOOD PRESERVATIVES 350 ZINC-RICH PRIMERS 340 1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER AND INCLUDING EXEMPT COMPOUNDS. 2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE. 3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEBRUARY 1, 2008. MORE INFORMATION IS AVAILABLE FROM THE AIR RESOURCES BOARD. PRODUCT HARDWOOD PLYWOOD VENEER CORE HARDWOOD PLYWOOD COMPOSITE CORE PARTICLEBOARD MEDIUM DENSITY FIBERBOARD THIN MEDIUM DENSITY FIBERBOARD 2 5.504.4.4 CARPET SYSTEMS ALL CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.4.1 CARPET CUSHION: ALL CARPET CUSHION INST ALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350).SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.4.2 CARPET ADHESIVE: ALL CARPET ADHESIVE SHALL MEET THE REQUIREMENTS OF TABLE 5.504.4.1. 5.504.4.5 COMPOSITE WOOD PRODUCTS HARDWOOD PLYWOOD, PARTICLEBOARD AND MEDIUM DENSITY FIBERBOARD COMPOSITE WOOD PRODUCTS USED ON THE INTERIOR OR EXTERIOR OF THE BUILDING SHALL MEET THE REQUIREMENTS FOR FORMALDEHYDE AS SPECIFIED IN ARB'S AIR TOXICS CONTROL MEASURE (ATCM) FOR COMPOSITE WOOD (17 CCR 93120 ET SEQ.) THOSE MATERIALS NOT EXEMPTED UNDER THE ATCM MUST MEET THE SPECIFIED EMISSION LIMITS, AS SHOWN IN TABLE 5.504.4.5. 5.504.4.5.3 DOCUMENTATION: VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AS REQUESTED BY THE ENFORCING AGENCY. DOCUMENTATION SHALL INCLUDE AT LEAST ONE OF THE FOLLOWING: 1. PRODUCT CERTIFICATIONS AND SPECIFICATIONS. 2. CHAIN OF CUSTODY CERTIFICATIONS. 3. PRODUCT LABELED AND INVOICED AS MEETING THE COMPOSITE WOOD PRODUCTS REGULATION 4. EXTERIOR GRADE PRODUCTS MARKED AS MEETING THE PS-1 OR PS-2 STANDARDS OF THE ENGINEERED WOOD ASSOCIATION, THE AUSTRALIAN AS/NZS 2269 OR EUROPEAN 636 3S STANDARDS. 5. OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY. 5.504.4.6 RESILIENT FLOORING SYSTEMS WHERE RESILIENT FLOORING IS INSTALLED, AT LEAST 80 PERCENT OF FLOOR AREA RECEIVING RESILIENT FLOORING SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.6.1 VERIFICATION OF COMPLIANCE: DOCUMENTATION SHALL BE PROVIDED VERIFYING THAT RESILIENT FLOORING MATERIALS MEET THE POLLUTANT EMISSION LIMITS. 5.504.7 ENVIRONMENTAL TOBACCO SMOKE (ETS) CONTROL WHERE OUTDOOR AREAS ARE PROVIDED FOR SMOKING, PROHIBIT SMOKING WITHIN 25 FEET OF BUILDING ENTRIES, OUTDOOR AIR INTAKES AND OPERABLE WINDOWS AND WITHIN THE BUILDING AS ALREADY PROHIBITED BY OTHER LAWS OR REGULATIONS; OR AS ENFORCED BY ORDINANCES, REGULATIONS OR POLICIES OF ANY CITY, COUNTY, CITY AND COUNTY, CALIFORNIA COMMUNITY COLLEGE, CAMPUS OF THE CALIFORNIA STATE UNIVERSITY, OR CAMPUS OF THE UNIVERSITY OF CALIFORNIA, WHICHEVER ARE MORE STRINGENT. WHEN ORDINANCES, REGULATIONS OR POLICIES ARE NOT IN PLACE, POST SIGNAGE TO INFORM BUILDING OCCUPANTS OF THE PROHIBITIONS. 5.505.1 INDOOR MOISTURE CONTROL: BUILDINGS SHALL MEET OR EXCEED THE PROVISIONS OF CALIFORNIA BUILDING CODE, CCR, TITLE 24, PART 2, SECTIONS 1202 (VENTILATION) AND CHAPTER 14 (EXTERIOR WALLS). FOR ADDITIONAL MEASURES NOT APPLICABLE TO LOW-RISE RESIDENTIAL OCCUPANCIES, SEE SECTION 5.407.2 OF THIS CODE. 5.506.2 CARBON DIOXIDE (CO2) MONITORING FOR BUILDINGS OR ADDITIONS EQUIPPED WITH DEMAND CONTROL VENTILATION, CO2 SENSORS AND VENTILATION CONTROLS SHALL BE SPECIFIED AND INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE CALIFORNIA ENERGY CODE, SECTION 120.1(C)(4). 5.507.4.3 INTERIOR SOUND TRANSMISSION: WALL AND FLOOR-CEILING ASSEMBLIES SEPARATING TENANT SPACES AND TENANT SPACES AND PUBLIC PLACES SHALL HAVE AN STC OF AT LEAST 40. NOTE: EXAMPLES OF ASSEMBLIES AND THEIR VARIOUS STC RATINGS MAY BE FOUND AT THE CALIFORNIA OFFICE OF NOISE CONTROL PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE ARCHITECTURAL APPLICATIONS VOC LIMIT INDOOR CARPET ADHESIVES CARPET PAD ADHESIVES OUTDOOR CARPET ADHESIVES WOOD FLOORING ADHESIVE RUBBER FLOOR ADHESIVES SUBFLOOR ADHESIVES CERAMIC TILE ADHESIVES VCT AND ASPHALT TILE ADHESIVES DRYWALL AND PANEL ADHESIVES COVE BASE ADHESIVES MULTIPURPOSE CONSTRUCTION ADHESIVES STRUCTURAL GLAZING ADHESIVES SINGLE-PLY ROOF MEMBRANE ADHESIVES OTHER ADHESIVE NOT SPECIFICALLY LISTED SPECIALTY APPLICATIONS PVC WELDING CPVC WELDING ABS WELDING PLASTIC CEMENT WELDING ADHESIVE PRIMER FOR PLASTIC CONTACT ADHESIVE SPECIAL PURPOSE CONTACT ADHESIVE STRUCTURAL WOOD MEMBER ADHESIVE TOP AND TRIM ADHESIVE SUBSTRATE SPECIFIC APPLICATIONS METAL TO METAL PLASTIC FOAMS POROUS MATERIAL (EXCEPT WOOD) WOOD FIBERGLASS 1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED. 2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168, . 50 50 150 100 60 50 65 50 50 50 70 100 250 50 510 490 325 250 550 80 250 140 250 30 50 50 30 80 TABLE 5.504.4.1 ADHESIVE VOC LIMIT 1,2 LESS WATER & LESS EXEMPT COMPOUNDS IN GRAMS PER LITER 760 300 250 450 420 250 775 500 760 750 TABLE 5.504.4.2 SEALANT VOC LIMIT LESS WATER AND LESS EXEMPT COMPOUNDS IN GRAMS PER LITER 5.508 OUTDOOR AIR QUALITY 5.508.1.1 CHLOROFLUOROCARBONS (CFCS): INSTALL HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT THAT DO NOT CONTAIN CFCS. 5.508.1.2 HALONS: INSTALL HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT THAT DO NOT CONTAIN HALONS. 5.508.2 SUPERMARKET REFRIGERANT LEAK REDUCTION NEW COMMERCIAL REFRIGERATION SYSTEMS SHALL COMPLY WITH THE PROVISIONS OF THIS SECTION WHEN INSTALLED IN RETAIL FOOD STORES 8,000 SQUARE FEET OR MORE CONDITIONED AREA, AND THAT UTILIZE EITHER REFRIGERATED DISPLAY CASES, OR WALK-IN COOLERS OR FREEZERS CONNECTED TO REMOTE COMPRESSOR UNITS OR CONDENSING UNITS. THE LEAK REDUCTION MEASURES APPLY TO REFRIGERATION SYSTEMS CONTAINING HIGH-GLOBAL-WARMING POTENTIAL (HIGH-GWP) REFRIGERANTS WITH A GWP OF 150 OR GREATER. NEW REFRIGERATION SYSTEMS INCLUDE BOTH NEW FACILITIES AND THE REPLACEMENT OF EXISTING REFRIGERATION SYSTEMS IN EXISTING FACILITIES. EXCEPTION: REFRIGERATION SYSTEMS CONTAINING LOW-GLOBAL WARMING POTENTIAL (LOW-GWP) REFRIGERANT WITH A GWP VALUE LESS THAN 150 ARE NOT SUBJECT TO THIS SECTION. LOW-GWP REFRIGERANTS ARE NONOZONE-DEPLETING REFRIGERANTS THAT INCLUDE AMMONIA, CARBON DIOXIDE (CO2), AND POTENTIALLY OTHER REFRIGERANTS. 5.508.2.1 REFRIGERANT PIPING: PIPING COMPLIANT WITH THE CALIFORNIA MECHANICAL CODE SHALL BE INSTALLED TO BE ACCESSIBLE FOR LEAK PROTECTION AND REPAIRS. PIPING RUNS USING THREADED PIPE, COPPER TUBING WITH AN OUTSIDE DIAMETER (OD) LESS THAN 1/4 INCH, FLARED TUBING CONNECTIONS AND SHORT RADIUS ELBOWS SHALL NOT BE USED IN REFRIGERANT SYSTEMS EXCEPT AS NOTED BELOW. 5.508.2.1.1 THREADED PIPE: THREADED CONNECTIONS ARE PERMITTED AT THE COMPRESSOR RACK. 5.508.2.1.2 COPPER PIPE: COPPER TUBING WITH AN OD LESS THAN 1/4 INCH MAY BE USED IN SYSTEMS WITH A REFRIGERANT CHARGE OF 5 POUNDS OR LESS. 5.508.2.1.2.1 ANCHORAGE: ONE-FOURTH-INCH OD TUBING SHALL BE SECURELY CLAMPED TO A RIGID BASE TO KEEP VIBRATION LEVELS BELOW 8 MILS. 5.508.2.1.3 FLARED TUBING CONNECTIONS: DOUBLE-FLARED TUBING CONNECTIONS MAY BE USED FOR PRESSURE CONTROLS, VALVE PILOT LINES AND OIL. EXCEPTION: SINGLE-FLARED TUBING CONNECTIONS MAY BE USED WITH A MULTIRING SEAL COATED WITH INDUSTRIAL SEALANT SUITABLE FOR USE WITH REFRIGERANTS AND TIGHTENED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 5.508.2.1.4 ELBOWS: SHORT RADIUS ELBOWS ARE ONLY PERMITTED WHERE SPACE LIMITATIONS PROHIBIT USE OF LONG RADIUS ELBOWS. 5.508.2.2 VALVES VALVES AND FITTINGS SHALL COMPLY WITH THE CALIFORNIA MECHANICAL CODE AND AS FOLLOWS. 5.508.2.2.1 PRESSURE RELIEF VALVES: FOR VESSELS CONTAINING HIGH-GWP REFRIGERANT, A RUPTURE DISC SHALL BE INSTALLED BETWEEN THE OUTLET OF THE VESSEL AND THE INLET OF THE PRESSURE RELIEF VALVE. 5.508.2.2.1.1 PRESSURE DETECTION: A PRESSURE GAUGE, PRESSURE TRANSDUCER OR OTHER DEVICE SHALL BE INSTALLED IN THE SPACE BETWEEN THE RUPTURE DISC AND THE RELIEF VALVE INLET TO INDICATE A DISC RUPTURE OR DISCHARGE OF THE RELIEF VALVE. 5.508.2.2.2 ACCESS VALVES: ONLY SCHRADER ACCESS VALVES WITH A BRASS OR STEEL BODY ARE PERMITTED FOR USE. 5.508.2.2.2.1 VALVE CAPS: FOR SYSTEMS WITH A REFRIGERANT CHARGE OF 5 POUNDS OR MORE, VALVE CAPS SHALL BE BRASS OR STEEL AND NOT PLASTIC. 5.508.2.2.2.2 SEAL CAPS: IF DESIGNED FOR IT, THE CAP SHALL HAVE A NEOPRENE O-RING IN PLACE. 5.508.2.2.2.2.1 CHAIN TETHERS: CHAIN TETHERS TO FIT OVER THE STEM ARE REQUIRED FOR VALVES DESIGNED TO HAVE SEAL CAPS. EXCEPTION:VALVES WITH SEAL CAPS THAT ARE NOT REMOVED FROM THE VALVE DURING STEM OPERATION. 5.508.2.3 REFRIGERATED SERVICE CASES: REFRIGERATED SERVICE CASES HOLDING FOOD PRODUCTS CONTAINING VINEGAR AND SALT SHALL HAVE EVAPORATOR COILS OF CORROSION-RESISTANT MATERIAL, SUCH AS STAINLESS STEEL; OR BE COATED TO PREVENT CORROSION FROM THESE SUBSTANCES. 5.508.2.3.1 COIL COATING: CONSIDERATION SHALL BE GIVEN TO THE HEAT TRANSFER EFFICIENCY OF COIL COATING TO MAXIMIZE ENERGY EFFICIENCY. 5.508.2.4 REFRIGERANT RECEIVERS: REFRIGERANT RECEIVERS WITH CAPACITIES GREATER THAN 200 POUNDS SHALL BE FITTED WITH A DEVICE THAT INDICATES THE LEVEL OF REFRIGERANT IN THE RECEIVER. 5.508.2.5 PRESSURE TESTING: THE SYSTEM SHALL BE PRESSURE TESTED DURING INSTALLATION PRIOR TO EVACUATION AND CHARGING. 5.508.2.5.1 MINIMUM PRESSURE: THE SYSTEM SHALL BE CHARGED WITH REGULATED DRY NITROGEN AND APPROPRIATE TRACER GAS TO BRING SYSTEM PRESSURE UP TO 300 PSIG MINIMUM. 5.508.2.5.2 LEAKS: CHECK THE SYSTEM FOR LEAKS, REPAIR ANY LEAKS AND RETEST FOR PRESSURE USING THE SAME GAUGE. 5.508.2.5.3 ALLOWABLE PRESSURE CHANGE: THE SYSTEM SHALL STAND, UNALTERED, FOR 24 HOURS WITH NO MORE THAN A +/- ONE POUND PRESSURE CHANGE FROM 300 PSIG, MEASURED WITH THE SAME GAUGE. 5.508.2.6 EVACUATION: THE SYSTEM SHALL BE EVACUATED AFTER PRESSURE TESTING AND PRIOR TO CHARGING. 5.508.2.6.1 FIRST VACUUM: PULL A SYSTEM VACUUM DOWN TO AT LEAST 1000 MICRONS (+/- 50 MICRONS), AND HOLD FOR 30 MINUTES. 5.508.2.6.2 SECOND VACUUM: PULL A SECOND SYSTEM VACUUM TO A MINIMUM OF 500 MICRONS AND HOLD FOR 30 MINUTES. 5.508.2.6.3 THIRD VACUUM: PULL A THIRD VACUUM DOWN TO A MINIMUM OF 300 MICRONS, AND HOLD FOR 24 HOURS WITH A MAXIMUM DRIFT OF 100 MICRONS OVER A 24-HOUR PERIOD. PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.4 – BUILDING MAINTENANCE AND OPERATION 5.410.2 COMMISSIONING BUILDINGS GRATER THAN 10,000 SQUARE FEET NEW BUILDINGS 10,000 SQUARE FEET AND OVER. FOR NEW BUILDINGS 10,000 SQUARE FEET AND OVER, BUILDING COMMISSIONING SHALL BE INCLUDED IN THE DESIGN AND CONSTRUCTION PROCESSES OF THE BUILDING PROJECT TO VERIFY THAT THE BUILDING SYSTEMS AND COMPONENTS MEET THE OWNER'S OR OWNER REPRESENTATIVE'S PROJECT REQUIREMENTS. COMMISSIONING SHALL BE PERFORMED IN ACCORDANCE WITH THIS SECTION BY TRAINED PERSONNEL WITH EXPERIENCE ON PROJECTS OF COMPARABLE SIZE AND COMPLEXITY. 5.410.2.1 OWNER'S OR OWNER REPRESENTATIVE'S PROJECT REQUIREMENTS (OPR) THE EXPECTATIONS AND REQUIREMENTS OF THE BUILDING APPROPRIATE TO ITS PHASE SHALL BE DOCUMENTED BEFORE THE DESIGN PHASE OF THE PROJECT BEGINS. THIS DOCUMENTATION SHALL INCLUDE THE FOLLOWING: 1. ENVIRONMENTAL AND SUSTAINABILITY GOALS. 2. BUILDING SUSTAINABLE GOALS. 3. INDOOR ENVIRONMENTAL QUALITY REQUIREMENTS. 4. PROJECT PROGRAM, INCLUDING FACILITY FUNCTIONS AND HOURS OF OPERATION, AND NEED FOR AFTER HOURS OPERATION. 5. EQUIPMENT AND SYSTEMS EXPECTATIONS. 6. BUILDING OCCUPANT AND OPERATION AND MAINTENANCE (O&M) PERSONNEL EXPECTATIONS. 5.410.4 TESTING AND ADJUSTING. NEW BUILDINGS LESS THAN 10,000 SQUARE FEET TESTING AND ADJUSTING OF SYSTEMS SHALL BE REQUIRED FOR NEW BUILDINGS LESS THAN 10,000 SQUARE FEET OR NEW SYSTEMS TO SERVE AN ADDITION OR ALTERATION THAT CONSIST OF BUILDING ADDITIONS OF 1,000 SQUARE FEET OR GREATER, NONCOMPLIANT PLUMBING FIXTURES REPLACEMENT WITH APPROPRIATE WATER-CONSERVING PLUMBING FIXTURES, AND/OR BUILDING ALTERATIONS WITH A PERMIT VALUATION OF $200,000 OR ABOVE . DIVISION 5.5 – ENVIRONMENTAL QUALITY 1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E1333. FOR ADDITIONAL INFORMATION, SEE CALIFORNIA CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12. 2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5 /16 INCH (8 MM). CURRENT LIMIT 0.05 0.05 0.09 0.11 0.13 TABLE 5.504.4.5 FORMALDEHYDE LIMITS1 MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION 5.506 INDOOR AIR QUALITY 5.506.1 OUTSIDE AIR DELIVERY FOR MECHANICALLY OR NATURALLY VENTILATED SPACES IN BUILDINGS, MEET THE MINIMUM REQUIREMENTS OF SECTION 120.1 (REQUIREMENTS FOR VENTILATION) OF THE CALIFORNIA ENERGY CODE, OR THE APPLICABLE LOCAL CODE, WHICHEVER IS MORE STRINGENT, AND DIVISION 1, CHAPTER 4 OF CCR, TITLE 8. 5.504.1 TEMPORARY VENTILATION THE PERMANENT HVAC SYSTEM SHALL ONLY BE USED DURING CONSTRUCTION IF NECESSARY TO CONDITION THE BUILDING OR AREAS OF ADDITION OR ALTERATION WITHIN THE REQUIRED TEMPERATURE RANGE FOR MATERIAL AND EQUIPMENT INSTALLATION. IF THE HVAC SYSTEM IS USED DURING CONSTRUCTION, USE RETURN AIR FILTERS WITH A MINIMUM EFFICIENCY REPORTING VALUE (MERV) OF 8, BASED ON ASHRAE 52.2-1999, OR AN AVERAGE EFFICIENCY OF 30 PERCENT BASED ON ASHRAE 52.1-1992. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY, OR, IF THE BUILDING IS OCCUPIED DURING ALTERATION, AT THE CONCLUSION OF CONSTRUCTION. 5.503.1 FIREPLACES 5.503.1 FIREPLACES: INSTALL ONLY A DIRECT-VENT SEALED-COMBUSTION GAS OR SEALED WOOD-BURNING FIREPLACE, OR A SEALED WOOD-STOVE OR PELLET STOVE, AND REFER TO RESIDENTIAL REQUIREMENTS IN THE CALIFORNIA ENERGY CODE, TITLE 24, PART 6, SUBCHAPTER 7, SECTION 150. WOODSTOVES, PELLET STOVES AND FIREPLACES SHALL COMPLY WITH APPLICABLE LOCAL ORDINANCES. 5.503.1.1 WOODSTOVES: WOODSTOVE AND PELLET STOVES SHALL COMPLY WITH US EPA NEW SOURCE PERFORMANCE STANDARDS (NSPS) EMISSION LIMITS AS APPLICABLE, AND SHALL HAVE A PERMANENT LABEL INDICATING THEY ARE CERTIFIED TO MEET THE EMISSION LIMITS. 5.504.3 COVERING OF DUCT OPENINGS AND PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION AT THE TIME OF ROUGH INSTALLATION AND DURING STORAGE ON THE CONSTRUCTION SITE UNTIL FINAL STARTUP OF THE HEATING, COOLING AND VENTILATING EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, SHEETMETAL OR OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT OF DUST, WATER AND DEBRIS WHICH MAY ENTER THE SYSTEM. PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.5 – ENVIRONMENTAL QUALITY FOR I-OCCUPANCIES THAT ARE NOT REGULATED BY OSHPD OR FOR I-OCCUPANCIES AND L-OCCUPANCIES THAT ARE NOT REGULATED BY THE CALIFORNIA ENERGY CODE SECTION 100.0 SCOPE, ALL REQUIREMENTS IN SECTIONS 5.410.2 THROUGH 5.410.2.6 SHALL APPLY. NOTE: FOR ENERGY-RELATED SYSTEMS UNDER THE SCOPE (SECTION 100) OF THE CALIFORNIA ENERGY CODE, INCLUDING HEATING, VENTILATION, AIR CONDITIONING (HVAC) SYSTEMS AND CONTROLS, INDOOR LIGHTING SYSTEMS AND CONTROLS, AS WELL AS WATER HEATING SYSTEMS AND CONTROLS, REFER TO CALIFORNIA ENERGY CODE SECTION 120.8 FOR COMMISSIONING REQUIREMENTS. A REPORT OF COMMISSIONING PROCESS ACTIVITIES UNDERTAKEN THROUGH THE DESIGN AND CONSTRUCTION PHASES OF THE BUILDING PROJECT SHALL BE COMPLETED AND PROVIDED TO THE OWNER OR REPRESENTATIVE. COMMISSIONING REQUIREMENTS SHALL INCLUDE: 1. OWNER'S OR OWNER REPRESENTATIVE'S PROJECT REQUIREMENTS. 2. BASIS OF DESIGN. 3. COMMISSIONING MEASURES SHOWN IN THE CONSTRUCTION DOCUMENTS. 4. COMMISSIONING PLAN. 5. FUNCTIONAL PERFORMANCE TESTING. 6. DOCUMENTATION AND TRAINING. 7. COMMISSIONING REPORT. EXCEPTIONS: 1. UNCONDITIONED WAREHOUSES OF ANY SIZE. 2. AREAS LESS THAN 10,000 SQUARE FEET USED FOR OFFICES OR OTHER CONDITIONED ACCESSORY SPACES WITHIN UNCONDITIONED WAREHOUSES. 3. TENANT IMPROVEMENTS LESS THAN 10,000 SQUARE FEET 4. OPEN PARKING GARAGES OF ANY SIZE, OR OPEN PARKING GARAGE AREAS, OF ANY SIZE, WITHIN A STRUCTURE. NOTE: FOR THE PURPOSES OF THIS SECTION, UNCONDITIONED SHALL MEAN A BUILDING, AREA OR ROOM WHICH DOES NOT PROVIDE HEATING AND OR AIR CONDITIONING. 5.410.2.2 BASIS OF DESIGN (BOD) A WRITTEN EXPLANATION OF HOW THE DESIGN OF THE BUILDING SYSTEMS MEETS THE OPR SHALL BE COMPLETED AT THE DESIGN PHASE OF THE BUILDING PROJECT. THE BASIS OF DESIGN DOCUMENT SHALL COVER THE FOLLOWING SYSTEMS: 1. RENEWABLE ENERGY SYSTEMS. 2. LANDSCAPE IRRIGATION SYSTEMS. 3. WATER REUSE SYSTEMS. 5.410.2.3 COMMISSIONING PLAN PRIOR TO PERMIT ISSUANCE A COMMISSIONING PLAN SHALL BE COMPLETED TO DOCUMENT HOW THE PROJECT WILL BE COMMISSIONED. THE COMMISSIONING PLAN SHALL INCLUDE THE FOLLOWING: 1. GENERAL PROJECT INFORMATION. 2. COMMISSIONING GOALS. 3. SYSTEMS TO BE COMMISSIONED. PLANS TO TEST SYSTEMS AND COMPONENTS SHALL INCLUDE: a. AN EXPLANATION OF THE ORIGINAL DESIGN INTENT. b. EQUIPMENT AND SYSTEMS TO BE TESTED, INCLUDING THE EXTENT OF TESTS. c. FUNCTIONS TO BE TESTED. d. CONDITIONS UNDER WHICH THE TEST SHALL BE PERFORMED. 4. MEASURABLE CRITERIA FOR ACCEPTABLE PERFORMANCE. 5. COMMISSIONING TEAM INFORMATION. 6. COMMISSIONING PROCESS ACTIVITIES, SCHEDULES AND RESPONSIBILITIES. PLANS FOR THE COMPLETION OF COMMISSIONING SHALL BE INCLUDED. 5.410.2.4 FUNCTIONAL PERFORMANCE TESTING FUNCTIONAL PERFORMANCE TESTS SHALL DEMONSTRATE THE CORRECT INSTALLATION AND OPERATION OF EACH COMPONENT, SYSTEM AND SYSTEM- TO-SYSTEM INTERFACE IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. FUNCTIONAL PERFORMANCE TESTING REPORTS SHALL CONTAIN INFORMATION ADDRESSING EACH OF THE BUILDING COMPONENTS TESTED, THE TESTING METHODS UTILIZED, AND INCLUDE ANY READINGS AND ADJUSTMENTS MADE. 5.410.2.5 DOCUMENTATION AND TRAINING A SYSTEMS MANUAL AND SYSTEMS OPERATIONS TRAINING ARE REQUIRED, INCLUDING OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA) REQUIREMENTS IN CALIFORNIA CODE OF REGULATIONS (CCR), TITLE 8, SECTION 5142, AND OTHER RELATED REGULATIONS. 5.410.2.5.1 SYSTEMS MANUAL: DOCUMENTATION OF THE OPERATIONAL ASPECTS OF THE BUILDING SHALL BE COMPLETED WITHIN THE SYSTEMS MANUAL AND DELIVERED TO THE BUILDING OWNER OR REPRESENTATIVE. THE SYSTEMS MANUAL SHALL INCLUDE THE FOLLOWING: 1. SITE INFORMATION, INCLUDING FACILITY DESCRIPTION, HISTORY AND CURRENT REQUIREMENTS. 2. SITE CONTACT INFORMATION. 3. BASIC OPERATIONS AND MAINTENANCE, INCLUDING GENERAL SITE OPERATING PROCEDURES, BASIC TROUBLESHOOTING, RECOMMENDED MAINTENANCE REQUIREMENTS, SITE EVENTS LOG. 4. MAJOR SYSTEMS. 5. SITE EQUIPMENT INVENTORY AND MAINTENANCE NOTES. 6. A COPY OF VERIFICATIONS REQUIRED BY THE ENFORCING AGENCY OR THIS CODE. 7. OTHER RESOURCES AND DOCUMENTATION, IF APPLICABLE. 5.410.2.5.2 SYSTEMS OPERATIONS TRAINING: A PROGRAM FOR TRAINING OF THE APPROPRIATE MAINTENANCE STAFF FOR EACH EQUIPMENT TYPE AND/OR SYSTEM SHALL BE DEVELOPED AND DOCUMENTED IN THE COMMISSIONING REPORT AND SHALL INCLUDE THE FOLLOWING: 1. SYSTEM/EQUIPMENT OVERVIEW (WHAT IT IS, WHAT IT DOES AND WITH WHAT OTHER SYSTEMS AND/OR EQUIPMENT IT INTERFACES). 2. REVIEW AND DEMONSTRATION OF SERVICING/PREVENTIVE MAINTENANCE. 3. REVIEW OF THE INFORMATION IN THE SYSTEMS MANUAL. 4. REVIEW OF THE RECORD DRAWINGS ON THE SYSTEM/EQUIPMENT. 5.504.4.3 PAINTS AND COATINGS ARCHITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS IN TABLE 1 OF THE ARB ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, AS SHOWN IN TABLE 5.504.4.3, UNLESS MORE STRINGENT LOCAL LIMITS APPLY. THE VOC CONTENT LIMIT FOR COATINGS THAT DO NOT MEET THE DEFINITIONS FOR THE SPECIALTY COATINGS CATEGORIES LISTED IN TABLE 5.504.4.3 SHALL BE DETERMINED BY CLASSIFYING THE COATING AS A FLAT, NONFLAT OR NONFLAT-HIGH GLOSS COATING, BASED ON ITS GLOSS, AS DEFINED IN SUBSECTIONS 4.21, 4.36 AND 4.37 OF THE 2007 CALIFORNIA AIR RESOURCES BOARD SUGGESTED CONTROL MEASURE, AND THE CORRESPONDING FLAT, NONFLAT OR NONFLAT-HIGH GLOSS VOC LIMIT IN TABLE 5.504.4.3 SHALL APPLY. 5.504.4.3.1 AEROSOL PAINTS AND COATINGS: AEROSOL PAINTS AND COATINGS SHALL MEET THE PWMIR LIMITS FOR ROC IN SECTION 94522(A)(3) AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS AND OZONE DEPLETING SUBSTANCES, IN SECTIONS 94522(C)(2) AND (D)(2) OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94520; AND IN AREAS UNDER THE JURISDICTION OF THE BAY AREA AIR QUALITY MANAGEMENT DISTRICT ADDITIONALLY COMPLY WITH THE PERCENT VOC BY WEIGHT OF PRODUCT LIMITS OF REGULATION 8 RULE 49. 5.504.4.3.2 VERIFICATION: VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AT THE REQUEST OF THE ENFORCING AGENCY. DOCUMENTATION MAY INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING: 1. MANUFACTURER'S PRODUCT SPECIFICATION 2. FIELD VERIFICATION OF ON-SITE PRODUCT CONTAINERS NOTE:FOR ENERGY-RELATED SYSTEMS UNDER THE SCOPE (SECTION 100) OF THE CALIFORNIA ENERGY CODE, INCLUDING HEATING, VENTILATION, AIR CONDITIONING (HVAC) SYSTEMS AND CONTROLS, INDOOR LIGHTING SYSTEM AND CONTROLS, AS WELL AS WATER HEATING SYSTEMS AND CONTROLS, REFER TO CALIFORNIA ENERGY CODE SECTION 120.8 FOR COMMISSIONING REQUIREMENTS AND SECTIONS 120.5, 120.6, 130.4 AND 140.9(B)3 FOR ADDITIONAL TESTING REQUIREMENTS OF SPECIFIC SYSTEMS. 5.410.4.2 SYSTEMS DEVELOP A WRITTEN PLAN OF PROCEDURES FOR TESTING AND ADJUSTING SYSTEMS. SYSTEMS TO BE INCLUDED FOR TESTING AND ADJUSTING SHALL INCLUDE, AS APPLICABLE TO THE PROJECT: 1. RENEWABLE ENERGY SYSTEMS. 2. LANDSCAPE IRRIGATION SYSTEMS. 3. WATER REUSE SYSTEMS. 5.410.4.3 PROCEDURES PERFORM TESTING AND ADJUSTING PROCEDURES IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND APPLICABLE STANDARDS ON EACH SYSTEM. 5.410.4.4 REPORTING AFTER COMPLETION OF TESTING, ADJUSTING AND BALANCING, PROVIDE A FINAL REPORT OF TESTING SIGNED BY THE INDIVIDUAL RESPONSIBLE FOR PERFORMING THESE SERVICES. 5.410.4.5 OPERATION AND MAINTENANCE (O & M) MANUAL PROVIDE THE BUILDING OWNER OR REPRESENTATIVE WITH DETAILED OPERATING AND MAINTENANCE INSTRUCTIONS AND COPIES OF GUARANTIES/WARRANTIES FOR EACH SYSTEM. O & M INSTRUCTIONS SHALL BE CONSISTENT WITH OSHA REQUIREMENTS IN CCR, TITLE 8, SECTION 5142, AND OTHER RELATED REGULATIONS. 5.504.5.3 FILTERS IN MECHANICALLY VENTILATED BUILDINGS, PROVIDE REGULARLY OCCUPIED AREAS OF THE BUILDING WITH AIR FILTRATION MEDIA FOR OUTSIDE AND RETURN AIR THAT PROVIDES AT LEAST A MINIMUM EFFICIENCY REPORTING VALUE (MERV) OF 13. MERV 13 FILTERS SHALL BE INSTALLED PRIOR TO OCCUPANCY, AND RECOMMENDATIONS FOR MAINTENANCE WITH FILTERS OF THE SAME VALUE SHALL BE INCLUDED IN THE OPERATION AND MAINTENANCE MANUAL. EXCEPTION:EXISTING MECHANICAL EQUIPMENT. 5.504.5.3.1 LABELING: INSTALLED FILTERS SHALL BE CLEARLY LABELED BY THE MANUFACTURER INDICATING THE MERV RATING. 5.504.4.7 THERMAL INSULATION COMPLY WITH THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.7.1 VERIFICATION OF COMPLIANCE: DOCUMENTATION SHALL BE PROVIDED VERIFYING THAT THERMAL INSULATION MATERIALS MEET THE POLLUTANT EMISSION LIMITS. 5.504.4.8 ACOUSTICAL CEILINGS AND WALL PANELS COMPLY WITH THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.8.1 VERIFICATION OF COMPLIANCE: DOCUMENTATION SHALL BE PROVIDED VERIFYING THAT ACOUSTICAL FINISH MATERIALS MEET THE POLLUTANT EMISSION LIMITS. 5.507.4 ACOUSTICAL CONTROL EMPLOY BUILDING ASSEMBLIES AND COMPONENTS WITH SOUND TRANSMISSION CLASS (STC) VALUES DETERMINED IN ACCORDANCE WITH ASTM E90 AND ASTM E413 OR OUTDOOR-INDOOR SOUND TRANSMISSION CLASS (OITC) DETERMINED IN ACCORDANCE WITH ASTM E1332, USING EITHER THE PRESCRIPTIVE OR PERFORMANCE METHOD EXCEPTION: BUILDINGS WITH FEW OR NO OCCUPANTS OR WHERE OCCUPANTS ARE NOT LIKELY TO BE AFFECTED BY EXTERIOR NOISE, AS DETERMINED BY THE ENFORCEMENT AUTHORITY, SUCH AS FACTORIES, STADIUMS, STORAGE, ENCLOSED PARKING STRUCTURES AND UTILITY BUILDINGS. 5.507.4.1 EXTERIOR NOISE TRANSMISSION, PRESCRIPTIVE METHOD WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MAKING UP THE BUILDING OR ADDITION ENVELOPE OR ALTERED ENVELOPE SHALL MEET A COMPOSITE STC RATING OF AT LEAST 50 OR A COMPOSITE OITC RATING OF NO LESS THAN 40, WITH EXTERIOR WINDOWS OF A MINIMUM STC OF 40 OR OITC OF 30 IN THE FOLLOWING LO CATIONS: 1. WITHIN THE 65 CNEL NOISE CONTOUR OF AN AIRPORT. EXCEPTIONS: a. LDN OR CNEL FOR MILITARY AIRPORTS SHALL BE DETERMINED BY THE FACILITY AIR INSTALLATION COMPATIBLE LAND USE ZONE (AICUZ) PLAN. b. LDN OR CNEL FOR OTHER AIRPORTS AND HELIPORTS FOR WHICH A LAND USE PLAN HAS NOT BEEN DEVELOPED SHALL BE DETERMINED BY THE LOCAL GENERAL PLAN NOISE ELEMENT. 2. WITHIN THE 65 CNEL OR LDN NOISE CONTOUR OF A FREEWAY OR EXPRESSWAY, RAILROAD, INDUSTRIAL SOURCE OR FIXED- GUIDEWAY SOURCE AS DETERMINED BY THE NOISE ELEMENT OF THE GENERAL PLAN. 5.507.4.1.1 NOISE EXPOSURE WHERE NOISE CONTOURS ARE NOT READILY AVAILABLE BUILDINGS EXPOSED TO A NOISE LEVEL OF 65 DB LEQ-1-HR DURING ANY HOUR OF OPERATION SHALL HAVE BUILDING, ADDITION OR ALTERATION EXTERIOR WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MEETING A COMPOSITE STC RATING OF AT LEAST 45 (OR OITC 35), WITH EXTERIOR WINDOWS OF A MINIMUM STC OF 40 (OR OITC 30). 5.507.4.2 PERFORMANCE METHOD FOR BUILDINGS LOCATED AS DEFINED IN SECTION 5.507.4.1 OR 5.507.4.1.1, WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MAKING UP THE BUILDING OR ADDITION ENVELOPE OR ALTERED ENVELOPE SHALL BE CONSTRUCTED TO PROVIDE AN INTERIOR NOISE ENVIRONMENT ATTRIBUTABLE TO EXTERIOR SOURCES THAT DOES NOT EXCEED AN HOURLY EQUIVALENT NOISE LEVEL (LEQ-1HR) OF 50 DBA IN OCCUPIED AREAS DURING ANY HOUR OF OPERATION. 5.507.4.2.1 SITE FEATURES: EXTERIOR FEATURES SUCH AS SOUND WALLS OR EARTH BERMS MAY BE UTILIZED AS APPROPRIATE TO THE BUILDING, ADDITION OR ALTERATION PROJECT TO MITIGATE SOUND MIGRATION TO THE INTERIOR. 5.507.4.2.2 DOCUMENTATION OF COMPLIANCE: AN ACOUSTICAL ANALYSIS DOCUMENTING COMPLYING INTERIOR SOUND LEVELS SHALL BE PREPARED BY PERSONNEL APPROVED BY THE ARCHITECT OR ENGINEER OF RECORD. PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.4 – MATERIAL CONSERVATION AND RESOURCE EFFICIENCY 5.407.1 WEATHER PROTECTION PROVIDE A WEATHER-RESISTANT EXTERIOR WALL AND FOUNDATION ENVELOPE AS REQUIRED BY CALIFORNIA BUILDING CODE SECTION 1402.2 (WEATHER PROTECTION), MANUFACTURER'S INSTALLATION INSTRUCTIONS OR LOCAL ORDINANCE, WHICHEVER IS MORE STRINGENT. 5.407.2 MOISTURE CONTROL: EMPLOY MOISTURE CONTROL MEASURES BY THE FOLLOWING METHODS. 5.407.2.1 SPRINKLERS: DESIGN AND MAINTAIN LANDSCAPE IRRIGATION SYSTEMS TO PREVENT SPRAY ON STRUCTURES. 5.407.2.2 ENTRIES AND OPENINGS: DESIGN EXTERIOR ENTRIES AND/OR OPENINGS SUBJECT TO FOOT TRAFFIC OR WIND-DRIVEN RAIN TO PREVENT WATER INTRUSION INTO BUILDINGS AS FOLLOWS: 5.407.2.2.1 EXTERIOR DOOR PROTECTION: PRIMARY EXTERIOR ENTRIES SHALL BE COVERED TO PREVENT WATER INTRUSION BY USING NONABSORBENT FLOOR AND WALL FINISHES WITHIN AT LEAST 2 FEET AROUND AND PERPENDICULAR TO SUCH OPENINGS PLUS AT LEAST ONE OF THE FOLLOWING: 1. AN INSTALLED AWNING AT LEAST 4 FEET IN DEPTH. 2. THE DOOR IS PROTECTED BY A ROOF OVERHANG AT LEAST 4 FEET IN DEPTH. 3. THE DOOR IS RECESSED AT LEAST 4 FEET. 4. OTHER METHODS WHICH PROVIDE EQUIVALENT PROTECTION. 5.407.2.2.2 FLASHING: INSTALL FLASHINGS INTEGRATED WITH A DRAINAGE PLANE. SECTION 5.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING 5.408.1 CONSTRUCTION WASTE MANAGEMENT: RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF 65 PERCENT OF THE NONHAZARDOUS CONSTRUCTION AND DEMOLITION WASTE ; OR MEET A LOCAL CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT ORDINANCE, WHICHEVER IS MORE STRINGENT. 5.408.1.1 CONSTRUCTION WASTE MANAGEMENT PLAN: WHERE A LOCAL JURISDICTION DOES NOT HAVE A CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT ORDINANCE THAT IS MORE STRINGENT, SUBMIT A CONSTRUCTION WASTE MANAGEMENT PLAN THAT 1. IDENTIFIES THE CONSTRUCTION AND DEMOLITION WASTE MATERIALS TO BE DIVERTED FROM DISPOSAL BY EFFICIENT USAGE, RECYCLING, REUSE ON THE PROJECT OR SALVAGE FOR FUTURE USE OR SALE. 2. DETERMINES IF CONSTRUCTION AND DEMOLITION WASTE MATERIALS WILL BE SORTED ON-SITE (SOURCE-SEPARATED) OR BULK MIXED (SINGLE STREAM). 3. IDENTIFIES DIVERSION FACILITIES WHERE CONSTRUCTION AND DEMOLITION WASTE MATERIAL COLLECTED WILL BE TAKEN. 4. SPECIFIES THAT THE AMOUNT OF CONSTRUCTION AND DEMOLITION WASTE MATERIALS DIVERTED SHALL BE CALCULATED BY WEIGHT OR VOLUME, BUT NOT BY BOTH. 5.408.1.2 WASTE MANAGEMENT COMPANY: UTILIZE A WASTE MANAGEMENT COMPANY THAT CAN PROVIDE VERIFIABLE DOCUMENTATION THAT THE PERCENTAGE OF CONSTRUCTION AND DEMOLITION WASTE MATERIAL DIVERTED FROM THE LANDFILL COMPLIES WITH THIS SECTION. NOTE: THE OWNER OR CONTRACTOR SHALL MAKE THE DETERMINATION IF THE CONSTRUCTION AND DEMOLITION WASTE MATERIAL WILL BE DIVERTED BY A WASTE MANAGEMENT COMPANY. 5.408.2 UNIVERSAL WASTE ADDITIONS AND ALTERATIONS ADDITIONS AND ALTERATIONS TO A BUILDING OR TENANT SPACE THAT CONSIST OF BUILDING ADDITIONS OF 1,000 SQ UARE FEET OR GREATER, NONCOMPLIANT PLUMBING FIXTURES REPLACEMENT WITH APPROPRIATE WATER-CONSERVING PLUMBING FIXTURES, AND/OR BUILDING ALTERATIONS WITH A PERMIT VALUATION OF $200,000 OR ABOVE SHALL REQUIRE VERIFICATION THAT UNIVERSAL WASTE ITEMS SUCH AS FLUORESCENT LAMPS AND BALLAST AND MERCURY CONTAINING THERMOSTATS AS WELL AS OTHER CALIFORNIA PROHIBITED UNIVERSAL WASTE MATERIALS ARE DISPOSED OF PROPERLY AND ARE DIVERTED FROM LANDFILLS. A LIST OF PROHIBITED UNIVERSAL WASTE MATERIALS SHALL BE INCLUDED IN THE CONSTRUCTION DOCUMENTS. EXCEPTIONS TO SECTIONS 5.408.1.1 AND 5.408.1.2: 1. EXCAVATED SOIL AND LAND-CLEARING DEBRIS. 2. ALTERNATE WASTE REDUCTION METHODS DEVELOPED BY WORKING WITH LOCAL AGENCIES IF DIVERSION OR RECYCLE FACILITIES CAPABLE OF COMPLIANCE WITH THIS ITEM DO NOT EXIST. 3. DEMOLITION WASTE MEETING LOCAL ORDINANCE OR CALCULATED IN CONSIDERATION OF LOCAL RECYCLING FACILITIES AND MARKETS. 5.408.1.3 WASTE STREAM REDUCTION ALTERNATIVE: THE COMBINED WEIGHT OF NEW CONSTRUCTION DISPOSAL THAT DOES NOT EXCEED TWO POUNDS PER SQUARE FOOT OF BUILDING AREA MAY BE DEEMED TO MEET THE 65 PERCENT MINIMUM REQUIREMENT AS APPROVED BY THE ENFORCING AGENCY. 5.408.1.4 DOCUMENTATION: DOCUMENTATION SHALL BE PROVIDED TO THE ENFORCING AGENCY WHICH DEMONSTRATES COMPLIANCE WITH SECTIONS 5.408.1.1 THROUGH 5.408.1.3. THE WASTE MANAGEMENT PLAN SHALL BE UPDATED AS NECESSARY AND SHALL BE ACCESSIBLE DURING CONSTRUCTION FOR EXAMINATION BY THE ENFORCING AGENCY. NOTES: 1. SAMPLE FORMS FOUND IN "A GUIDE TO THE CALIFORNIA GREEN BUILDING STANDARDS CODE (NONRESIDENTIAL) MAY BE USED TO ASSIST IN DOCUMENTING COMPLIANCE WITH THE WASTE MANAGEMENT PLAN. 2. MIXED CONSTRUCTION AND DEMOLITION DEBRIS (C&D) PROCESSORS CAN BE LOCATED AT THE CALIFORNIA DEPARTMENT OF RESOURCES RECYCLING AND RECOVERY (CALRECYCLE). NOTE:REFER TO THE UNIVERSAL WASTE RULE LINK AT THE DEPARTMENT OF TOXIC SUBSTANCE CONTROL WEB SITEHTTPS://DTSC.CA.GOV/ 5.408.3 EXCAVATED SOIL AND LAND CLEARING DEBRIS 100 PERCENT OF TREES, STUMPS, ROCKS AND ASSOCIATED VEGETATION AND SOILS RESULTING PRIMARILY FROM LAND CLEARING SHALL BE REUSED OR RECYCLED. FOR A PHASED PROJECT, SUCH MATERIAL MAY BE STOCKPILED ON SITE UNTIL THE STORAGE SITE IS DEVELOPED. EXCEPTION: REUSE, EITHER ON-OR OFF-SITE, OF VEGETATION OR SOIL CONTAMINATED BY DISEASE OR PEST INFESTATION. NOTES:IF CONTAMINATION BY DISEASE OR PEST INFESTATION IS SUSPECTED, CONTACT THE COUNTY AGRICULTURAL COMMISSIONER AND FOLLOW ITS DIRECTION FOR RECYCLING OR DISPOSAL OF THE MATERIAL. FOR A MAP OF KNOWN PEST AND/OR DISEASE QUARANTINE ZONES, CONSULT WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE. (WWW.CDFA.CA.GOV) REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 0 8 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.1 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 0 9 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.2 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Break Room #102 Break Room #102 Break Room #102 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 0 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.3 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Mapping #122 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 1 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.4 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Corridor #131 Janitor #128 Office #126 Corridor #131 Engineering #124, 125Director #134 Men #129Men #129 Director's Conf #133 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 1 P M ST U C C O R E P A I R G U I D A N C E - FO R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.5 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 1327 S Grand Ave 12/12/2024 AC AC AC 04 19 2024619 887-6063 AJ Costa 1327 S Grand Ave 12/12/2024 1327 S Grand Ave 12/12/2024 SCE Building C Rooftop HVAC Equipment Anchorage 1327 S Grand Ave, Santa Ana, CA 92705 October 2024 SGH Project 238143.00-BLDC Page 1 of 43 1327 S Grand Ave 12/12/2024 | www.sgh.com PREPARED FOR: RY+AO 731 South Highway 101, Suite 1M Solana Beach, CA 92075 PREPARED BY: Simpson Gumpertz & Heger Inc. 4695 MacArthur Court, Suite 500 Newport Beach, CA 92660 Tel: 949.930.2500 Fax: 949.885.0456 Page 2 of 43 1327 S Grand Ave 12/12/2024 Table of Contents CONTENTS Page 1. BASIS OF DESIGN 4 2. SITE SEISMICITY 6 3. EQUIPMENT INFORMATION TABLE 9 4. LOADING DEMAND OF HVAC UNITS 11 5. EQUIPMENT ANCHORAGE DESIGN/CHECK 26 6. ROOF FRAMING MEMBERS DESIGN/CHECK 37 Page 3 of 43 1327 S Grand Ave 12/12/2024 BASIS OF DESIGN Page 4 of 43 1327 S Grand Ave 12/12/2024 Basis of Design The scope of this project is to design the seismic anchorage of twelve existing rooftop AC units weighing more than 400 lbs. and/or with a center-of-mass more than 4 feet above its base, and two existing rooftop AC units weighing not more than 400 lbs. and/or with a center-of-mass more than 4 feet above its base. The following calculations demonstrate the design of new anchorage and roof framing, where required, to adequately support the equipment. Page 5 of 43 1327 S Grand Ave 12/12/2024 SITE SEISMICITY Page 6 of 43 1327 S Grand Ave 12/12/2024 ASCE Hazards Report Address: 1327 S Grand Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-22 Latitude:33.730972 Risk Category:IV Longitude:-117.850358 Soil Class:E - Soft Clay Soil Elevation:92.71986199262604 ft (NAVD 88) Page 1 of 4https://ascehazardtool.org/Mon Oct 07 2024 Page 7 of 43 1327 S Grand Ave 12/12/2024 PGA M : 0.55 SMS : 1.59 SM1 : 1.78 SDS : 1.06 SD1 : 1.19 T L : 8 SS : 1.46 S1 : 0.48 VS30 : 150 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic E - Soft Clay SoilSite Soil Class: Results: Page 2 of 4https://ascehazardtool.org/Mon Oct 07 2024 Page 8 of 43 1327 S Grand Ave 12/12/2024 EQUIPMENT INFORMATION TABLE Page 9 of 43 1327 S Grand Ave 12/12/2024 MARK MANUFACTURER MODEL UNIT WEIGHT UNIT ACCESSORY* WEIGHT (NOT CURB) UNIT HEIGHT UNIT WIDTH UNIT LENGTH CURB HEIGHT CURB WIDTH CURB LENGTH CURB WEIGHT CURB ADAPTER WEIGHT MECH PLATFORM WIDTH MECH PLATFORM LENGTH MECH PLATFORM HEIGHT MECH PLATFORM WEIGHT TOTAL/DESI GN WEIGHT Z COG OF EQUIP Z COG TOTAL Seismic Anchorage Required? Existing Load Path COMMENTS - - - lbs. lbs. in. in. in. in. in. in. lbs. lbs. in. in. in. lbs. lbs. in. in. HP-1 Carrier 50TCQD14A2A6A0A0A0 1370 215 57.375 63.375 115.875 46 80 48 255 200 0 0 0 0 2040 24.0 59.5 YES A Overturns on 6x12 GLB supported by Posts HP-2 Carrier 50HCQD08A2A6A0A0G0 875 170 49.375 59.5 88.125 4 59.5 88.125 100 0 340 140 12 1100 1150 24.4 26.0 YES C Add. Accessory of VFD HP-3 Carrier 50GCQM06A2A6A0A0A0 596 99 41.375 46.625 74.375 20 52.625 80.375 123 200 340 140 12 1100 1020 16.5 28.0 YES B Shared Platfomr with HP 2 HP-4 Carrier 50HCQD08A2A6A0A0G0 875 200 49.5 57.5 87.5 8 86.25 87.5 147.6 200 101 195 16 600 1430 33.0 31.8 YES C No clear photo of information, based on dimensions most liekly SIM to HP-2 however with more duct work attached and different accessories. Information is assumed. Large curb supporting ducts. HP-5 Carrier 50VR-A36--60 413 0 44.374 44.375 48.25 4 4 48.25 50 0 63 99.5 12 147.6 470 17.6 19.2 YES E Supported on 4" tall steel beams on top of curb HP-6 Carrier 50VR-A36--30TP 413 0 44.374 44.375 48.25 17 32.375 48.25 86.1 200 0 0 0 0 700 17.6 23.9 YES A HP-7 Carrier 50KCQA06A2A5A0A0A0 610 77 41.275 46.75 74.325 12 40.75 68.325 104.55 0 0 0 0 0 800 20.8 28.9 YES F HP-8 Carrier 50KCQA06A2A5A0A0A0 610 77 41.275 46.75 74.325 12 40.75 68.325 104.55 0 0 0 0 0 800 20.8 28.9 YES F HP-9 Carrier 50HCQD08A2A6A0A0G0 875 170 49.375 59.5 88.125 24 88 46.5 123 200 57.5 148 7 350 1370 24.4 39.7 YES B HP-10 Carrier 50VR-C24--30TP 338 0 51.75 32.625 48.2 27 43.5 48.2 92.25 200 0 0 0 0 640 23.0 32.6 YES A HP-11 Carrier 50GCQM04A2A6A0A0A0 475 99 33.325 46.625 74.375 26 40.625 69.375 123 200 84 149 6 425 900 17.1 32.2 YES B HP-12 York XP090C00A4AZZ70011 1100 250 50.75 59 89 24 59 89 511 0 0 0 0 0 1870 33.8 45.0 YES D Added in 2015, Have Drawings with info CU-1 York YZT36B21S 285 0 39.5 31 41.5 8 31 41.5 50 0 0 0 0 0 340 26.3 29.4 NO Not currently there CU-3 Mitsubishi Muy-GE09NA2 75 25 21.625 12 31.5 8.5 15 35 50 0 0 0 0 0 150 14.4 16.7 NO Added in 2015, Have Drawings with info; however, the connection appears different than the drawings. Supported on metal rails welded on top of curb. Attached to frame holding additional box. EF-1 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total EF-2 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total EF-3 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total EF-4 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total *HP Unit Accessories: Horiz Power Exhaust, electric heater, EconoMi$er Existing Units Page 10 of 43 1327 S Grand Ave 12/12/2024 LOADING DEMAND OF HVAC UNITS Page 11 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50TCQD14A2A6A0A0A0 Mark: HP-1 Load Path: A Equipment Information Equip. Weight = 2040 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =63.375'' W x 115.875'' D x 57.375'' H Curb/Adapter Information Curb Dimensions = 80'' W x 48'' D Curb+Adapter Height = 46'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Roof Wp 1585 1785 2040 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Adapter Adapter to Curb Curb to Roof Fpmax 1.6SDSIpWp 4032 4541 5190 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 756 851 973 lbs Eq. 13.3-3 Fp 2520 2838 3244 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 336 378 432 lbs Fp 2520 2838 3244 lbs Equipment Photo Anchor Demands Unit to Adapter Adapter to Curb Curb to Roof Total Weight 1585 1785 2040 lbs Fp 2520 2838 3244 lbs Fv 336 378 432 lbs Zcm 24 57 60 in a 63.4 80.0 80.0 in b 115.9 48.0 48.0 in LRFD Factored Total Shear 2520 2838 3244 lbs Fp/No. of Anchors Short Side Compression 1641 3289 3853 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension -23 1415 1711 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 2073 4641 5462 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 409 2767 3320 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1764 1987 2271 lbs Fp/No. of Anchors Short Side Compression 1275 2445 2861 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 7 1017 1229 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1578 3392 3987 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 310 1964 2355 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter and curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 12 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50HCQD08A2A6A0A0G0 Mark: HP-2 Load Path: C Equipment Information Equip. Weight = 1150 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =59.5'' W x 88.125'' D x 49.375'' H Curb Information Platform Information Curb Dimensions = 59.5'' W x 88.125'' D Platform Dimensions = 340'' W x 140'' D Curb Height = 4'' H Platform Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Platform Platform to Roof Wp 1045 1145 1700 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 2658 2913 4325 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 498 546 811 lbs Eq. 13.3-3 Fp 1662 1821 2703 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 222 243 360 lbs Fp 1662 1821 2703 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Platform Platform to Roof Total Weight 1045 1145 1700 lbs Fp 1662 1821 2703 lbs Fv 222 243 360 lbs Zcm 24 26 28 in a 59.5 59.5 170.0 in b 88.1 88.1 140.0 in LRFD Factored Total Shear 1662 1821 2703 lbs Fp/No. of Anchors Short Side Compression 1197 1345 1638 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 100 142 -147 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1418 1603 1731 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 321 400 -54 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1163 1274 1892 lbs Fp/No. of Anchors Short Side Compression 922 1033 1282 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 86 117 -78 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1077 1213 1348 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 241 297 -12 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb and built-up platform. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 13 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50GCQM06A2A6A0A0A0 Mark: HP-3 Load Path: B Equipment Information Equip. Weight = 1020 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =46.625'' W x 74.375'' D x 41.375'' H Curb/Adapter Information Platform Information Curb Dimensions = 52.625'' W x 80.375'' D Platform Dimensions = 340'' W x 140'' D Curb+Adapter Height = 20'' H Platform Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Platform Platform to Roof Wp 695 895 1020 1570 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1768 2277 2595 3994 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 332 427 487 749 lbs Eq. 13.3-3 Fp 1105 1423 1622 2496 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 147 190 216 333 lbs Fp 1105 1423 1622 2496 lbs Equipment Photo Anchor Demands Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Total Weight 695 895 1020 1570 lbs Fp 1105 1423 1622 2496 lbs Fv 147 190 216 333 lbs Zcm 17 23 28 28 in a 46.6 52.6 52.6 170.0 in b 74.4 80.4 80.4 140.0 in LRFD Factored Total Shear 1105 1423 1622 2496 lbs Fp/No. of Anchors Short Side Compression 736 1047 1286 1521 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 6 108 215 -127 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 882 1267 1584 1610 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 152 327 513 -39 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 774 996 1135 1747 lbs Fp/No. of Anchors Short Side Compression 571 805 982 1190 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 15 89 166 -66 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 673 958 1191 1252 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 117 242 375 -4 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter, curb, and built-up platform. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 14 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50HCQD08A2A6A0A0G0 Mark: HP-4 Load Path: C Equipment Information Equip. Weight = 1430 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =57.5'' W x 87.5'' D x 49.5'' H Curb Information Platform Information Curb Dimensions = 86.25'' W x 87.5'' D Platform Dimensions = 101'' W x 195'' D Curb Height = 8'' H Platform Height = 16'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Platform Platform to Roof Wp 1075 1222.6 2030 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 2735 3110 5164 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 513 583 968 lbs Eq. 13.3-3 Fp 1709 1944 3228 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 228 259 430 lbs Fp 1709 1944 3228 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Platform Platform to Roof Total Weight 1075 1222.6 2030 lbs Fp 1709 1944 3228 lbs Fv 228 259 430 lbs Zcm 33 32 31 in a 57.5 86.3 101.0 in b 87.5 87.5 195.0 in LRFD Factored Total Shear 1709 1944 3228 lbs Fp/No. of Anchors Short Side Compression 1404 1570 1949 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 275 286 -183 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1740 1580 2429 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 611 296 297 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1196 1361 2259 lbs Fp/No. of Anchors Short Side Compression 1069 1196 1527 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 209 218 -97 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1304 1204 1862 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 444 226 238 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb and built-up platform. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 15 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50VR-A36--60 Mark: HP-5 Load Path: E Equipment Information Equip. Weight = 470 lbs. (Complete System Weight - Unit+Steel Blocks) Equip. Dimensions =44.375'' W x 48.25'' D x 44.374'' H Steel Block Information Platform Information Block Dimensions = 4'' W x 48.25'' D Platform Dimensions = 63'' W x 0'' D Block Height = 4'' H Platform Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Platform Platform to Roof Wp 413 470 618 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1051 1196 1571 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 197 224 295 lbs Eq. 13.3-3 Fp 657 747 982 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 88 100 131 lbs Fp 657 747 982 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Platform Platform to Roof Total Weight 413 470 617.6 lbs Fp 657 747 982 lbs Fv 88 100 131 lbs Zcm 18 19 25 in a 44.4 40.4 63.0 in b 48.3 48.3 99.5 in LRFD Factored Total Shear 657 747 982 lbs Fp/No. of Anchors Short Side Compression 531 629 685 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 98 136 36 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 552 687 829 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 119 194 180 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 460 523 687 lbs Fp/No. of Anchors Short Side Compression 405 478 529 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 75 102 35 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 420 519 629 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 89 143 135 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb, steel blocks, and built-up platform. . 1 2 ). 1 2 ). 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 16 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50VR-A36--30TP Mark: HP-6 Load Path: A Equipment Information Equip. Weight = 700 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =44.375'' W x 48.25'' D x 44.374'' H Curb/Adapter Information Curb Dimensions = 32.375'' W x 48.25'' D Curb+Adapter Height = 17'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Roof Wp 413 613 700 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Adapter Adapter to Curb Curb to Roof Fpmax 1.6SDSIpWp 1051 1559 1781 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 197 292 334 lbs Eq. 13.3-3 Fp 657 975 1113 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 88 130 148 lbs Fp 657 975 1113 lbs Equipment Photo Anchor Demands Unit to Adapter Adapter to Curb Curb to Roof Total Weight 413 613 700 lbs Fp 657 975 1113 lbs Fv 88 130 148 lbs Zcm 18 19 24 in a 44.4 32.4 32.4 in b 48.3 48.3 48.3 in LRFD Factored Total Shear 657 975 1113 lbs Fp/No. of Anchors Short Side Compression 531 825 1046 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 98 181 311 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 552 1017 1316 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 119 373 581 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 460 682 779 lbs Fp/No. of Anchors Short Side Compression 405 626 788 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 75 136 228 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 420 761 977 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 89 271 417 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter and curb. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 17 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50KCQA06A2A5A0A0A0 Mark: HP-7 Load Path: F Equipment Information Equip. Weight = 800 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =46.75'' W x 74.325'' D x 41.275'' H Curb Information Curb Dimensions = 40.75'' W x 68.325'' D Curb Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Roof Wp 687 800 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Roof Fpmax 1.6SDSIpWp 1748 2035 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 328 382 lbs Eq. 13.3-3 Fp 1092 1272 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 146 170 lbs Fp 1092 1272 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Roof Total Weight 687 800 lbs Fp 1092 1272 lbs Fv 146 170 lbs Zcm 21 29 in a 46.8 40.8 in b 74.3 68.3 in LRFD Factored Total Shear 1092 1272 lbs Fp/No. of Anchors Short Side Compression 790 1103 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 69 263 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 970 1467 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 249 627 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 765 890 lbs Fp/No. of Anchors Short Side Compression 608 836 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 58 196 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 734 1091 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 184 451 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 18 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50KCQA06A2A5A0A0A0 Mark: HP-8 Load Path: F Equipment Information Equip. Weight = 800 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =46.75'' W x 74.325'' D x 41.275'' H Curb Information Curb Dimensions = 40.75'' W x 68.325'' D Curb Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Roof Wp 687 800 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Roof Fpmax 1.6SDSIpWp 1748 2035 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 328 382 lbs Eq. 13.3-3 Fp 1092 1272 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 146 170 lbs Fp 1092 1272 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Roof Total Weight 687 800 lbs Fp 1092 1272 lbs Fv 146 170 lbs Zcm 21 29 in a 46.8 40.8 in b 74.3 68.3 in LRFD Factored Total Shear 1092 1272 lbs Fp/No. of Anchors Short Side Compression 790 1103 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 69 263 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 970 1467 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 249 627 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 765 890 lbs Fp/No. of Anchors Short Side Compression 608 836 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 58 196 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 734 1091 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 184 451 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 19 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50HCQD08A2A6A0A0G0 Mark: HP-9 Load Path: B Equipment Information Equip. Weight = 1370 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =59.5'' W x 88.125'' D x 49.375'' H Curb/Adapter Information Platform Information Curb Dimensions = 88'' W x 46.5'' D Platform Dimensions = 57.5'' W x 148'' D Curb+Adapter Height = 24'' H Platform Height = 7'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Platform Platform to Roof Wp 695 895 1370 1920 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1768 2277 3485 4884 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 332 427 653 916 lbs Eq. 13.3-3 Fp 1105 1423 2178 3053 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 147 190 290 407 lbs Fp 1105 1423 2178 3053 lbs Equipment Photo Anchor Demands Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Total Weight 695 895 1370 1920 lbs Fp 1105 1423 2178 3053 lbs Fv 147 190 290 407 lbs Zcm 24 33 40 34 in a 59.5 88.0 88.0 57.5 in b 88.1 46.5 46.5 148.0 in LRFD Factored Total Shear 1105 1423 2178 3053 lbs Fp/No. of Anchors Short Side Compression 796 1168 1951 2056 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 67 228 512 40 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 943 1646 2828 3160 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 214 706 1390 1144 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 774 996 1525 2137 lbs Fp/No. of Anchors Short Side Compression 613 889 1475 1593 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 57 173 379 57 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 716 1224 2089 2365 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 160 508 993 829 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter, curb, and built-up platform. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 20 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50VR-C24--30TP Mark: HP-10 Load Path: A Equipment Information Equip. Weight = 640 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =32.625'' W x 48.2'' D x 51.75'' H Curb/Adapter Information Curb Dimensions = 43.5'' W x 48.2'' D Curb+Adapter Height = 27'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Roof Wp 338 538 640 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Adapter Adapter to Curb Curb to Roof Fpmax 1.6SDSIpWp 860 1369 1628 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 161 257 305 lbs Eq. 13.3-3 Fp 537 855 1018 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 72 114 136 lbs Fp 537 855 1018 lbs Equipment Photo Anchor Demands Unit to Adapter Adapter to Curb Curb to Roof Total Weight 338 538 640 lbs Fp 537 855 1018 lbs Fv 72 114 136 lbs Zcm 23 30 33 in a 32.6 43.5 43.5 in b 48.2 48.2 48.2 in LRFD Factored Total Shear 537 855 1018 lbs Fp/No. of Anchors Short Side Compression 495 911 1139 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 140 346 467 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 617 968 1214 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 263 403 542 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 376 599 712 lbs Fp/No. of Anchors Short Side Compression 374 681 849 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 103 250 337 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 459 721 901 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 189 290 389 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter and curb. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 21 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50GCQM04A2A6A0A0A0 Mark: HP-11 Load Path: B Equipment Information Equip. Weight = 900 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =46.625'' W x 74.375'' D x 33.325'' H Curb/Adapter Information Platform Information Curb Dimensions = 40.625'' W x 69.375'' D Platform Dimensions = 84'' W x 149'' D Curb+Adapter Height = 26'' H Platform Height = 6'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Platform Platform to Roof Wp 574 774 900 1325 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1460 1969 2290 3371 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 274 369 429 632 lbs Eq. 13.3-3 Fp 913 1231 1431 2107 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 122 164 191 281 lbs Fp 913 1231 1431 2107 lbs Equipment Photo Anchor Demands Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Total Weight 574 774 900 1325 lbs Fp 913 1231 1431 2107 lbs Fv 122 164 191 281 lbs Zcm 17 28 32 27 in a 46.6 40.6 40.6 84.0 in b 74.4 69.4 69.4 149.0 in LRFD Factored Total Shear 913 1231 1431 2107 lbs Fp/No. of Anchors Short Side Compression 615 1050 1299 1316 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 13 237 354 -76 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 740 1406 1769 1610 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 138 593 824 219 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 639 861 1002 1475 lbs Fp/No. of Anchors Short Side Compression 477 797 981 1027 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 17 178 261 -33 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 564 1046 1310 1233 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 105 427 590 173 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter, curb, and built-up platform. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 22 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: York Unit Model: XP090C00A4AZZ70011 Mark: HP-12 Load Path: D Equipment Information Equip. Weight = 1870 lbs. (Complete System Weight - Unit+Iso Curb) Equip. Dimensions =59'' W x 89'' D x 50.75'' H Curb Information Curb Dimensions = 59'' W x 89'' D Curb Height = 24'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Roof Wp 1350 1870 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Roof Fpmax 1.6SDSIpWp 3434 4757 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 644 892 lbs Eq. 13.3-3 Fp 2147 2973 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 286 396 lbs Fp 2147 2973 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Roof Total Weight 1350 1870 lbs Fp 2147 2973 lbs Fv 286 396 lbs Zcm 34 45 in a 59.0 59.0 in b 89.0 89.0 in LRFD Factored Total Shear 2147 2973 lbs Fp/No. of Anchors Short Side Compression 1769 2825 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 352 861 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 2184 3590 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 767 1626 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1503 2081 lbs Fp/No. of Anchors Short Side Compression 1346 2127 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 266 631 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1637 2662 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 557 1166 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a base isolated curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 23 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: York Unit Model: YZT36B21S Mark: CU-1 ASCE 7-16 13.1.4: Unit less than 400 lbs and center of mass is located below 4ft from roof. No seismic anchorage required by code. Equipment Information Equip. Weight = 340 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =31'' W x 41.5'' D x 39.5'' H Curb Information Curb Dimensions = 31'' W x 41.5'' D Curb Height = 8'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Wp 340 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Fpmax 1.6SDSIpWp 865 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 162 lbs Eq. 13.3-3 Fp 541 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 72 lbs Fp 541 lbs Equipment Photo Anchor Demands Total Weight 340 lbs Fp 541 lbs Fv 72 lbs Zcm 29 in a 31.0 in b 41.5 in LRFD Factored Total Shear 541 lbs Fp/No. of Anchors Short Side Compression 623 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 266 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 752 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 395 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 378 lbs Fp/No. of Anchors Short Side Compression 463 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 191 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 554 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 282 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system and anchorage of the HVAC Unit. The unit sits on a built-up curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 24 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Mitsubishi Unit Model: Muy-GE09NA2 Mark: CU-3 ASCE 7-16 13.1.4: Unit less than 400 lbs and center of mass is located below 4ft from roof. No seismic anchorage required by code. Equipment Information Equip. Weight = 150 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =12'' W x 31.5'' D x 21.625'' H Curb Information Curb Dimensions = 15'' W x 35'' D Curb Height = 8.5'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Wp 150 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Fpmax 1.6SDSIpWp 382 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 72 lbs Eq. 13.3-3 Fp 239 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 32 lbs Fp 239 lbs Equipment Photo Anchor Demands Total Weight 150 lbs Fp 239 lbs Fv 32 lbs Zcm 17 in a 15.0 in b 35.0 in LRFD Factored Total Shear 239 lbs Fp/No. of Anchors Short Side Compression 220 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 62 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 371 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 214 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 167 lbs Fp/No. of Anchors Short Side Compression 166 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 46 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 272 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 152 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system and anchorage of the HVAC Unit. The unit sits on a built-up curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 25 of 43 1327 S Grand Ave 12/12/2024 EQUIPMENT ANCHORAGE DESIGN/CHECK Page 26 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for HP-1 (E) Curb to Roof Max Anchor Loads (ASD) Side Lengths a 80 in long b 48 in short Max Anchor Spacing 12 in Vtotal 2271 lbs Vanchor 95 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 1229 2355 lbs Anchors Per Side 5 7 Side Length/Anchor Spacing + 1, Min of 2 Tensanchor 246 336 lbs Load Angle α =1.2 1.3 rad Combined Load 204 283 lbs Total No. of Anchors 24 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 14 Gage Curb w/ (E) Plywood Screw Type Simpson SDS 25600Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =560 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =896 lbs NDS Table 11.3.1 Zα' =859 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.14 OKAY Tension DCR =0.38 OKAY Combined DCR = 0.33 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 27 of 43 1327 S Grand Ave 12/12/2024 (E) Curb to (N) Steel Angle Short Side Long Side Anchors Per Side 5 7 Vtotal-1 2271 2271 lbs Shear from Fp (Horizontal) Vanchor-1 227 162 lbs V/No. of Anchors in Shear Vtotal-2 2861 3987 lbs Shear from OverTurning (Vert.) Vanchor-2 572 570 lbs V/No. of Anchors in Shear Total No. of Anchors 24 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 572 lbs 570 lbs Max Shear Demand From Horizontal= 227 lbs 162 lbs Shear DCR =0.98 OKAY 0.98 OKAY LRFD LOAD CHECK ON ANGLE Edge Breakout Check (Angle) Anchor Diameter =0.25 in MIN Edge Dis =0.75 in AISC 15 Table J3.4 ɸ =0.75 L3x3x1/4x3" Flange Thick, tf =0.25 in Flange Width, bf =3 in Fu =58 ksi *A36 Steel lc =1.5 in Bearing Rn =8.7 kip AISC 15 Eq J3-6a ɸRn =6.5 kip Tearout Rn =26.1 kip AISC 15 Eq J3-6c ɸRn =19.6 kip Bearing DCR =0.10 OKAY Tearout DCR =0.02 OKAY Page 28 of 43 1327 S Grand Ave 12/12/2024 (N) Curb Adapter to (E) Curb Short Side Long Side Anchors Per Side 6 6 Vtotal-1 1987 1987 lbs Shear from Fp (Horizontal) Vanchor-1 166 166 lbs V/No. of Anchors in Shear Vtotal-2 2445 3392 lbs Shear from OverTurning (Vert.) Vanchor-2 407 565 lbs V/No. of Anchors in Shear Total No. of Anchors 24 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 407 lbs 565 lbs Max Shear Demand From Horizontal= 166 lbs 166 lbs Shear DCR =0.70 OKAY 0.97 OKAY Page 29 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for HP-2 to 11 (HP-9 Governs) (E) Platform to Roof Max Anchor Loads (ASD) Side Lengths a 57.5 in short b 148 in long Max Anchor Spacing 84 in Vtotal 2137 lbs Vanchor 267 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 57 829 lbs Anchors Per Side 2 2 Side Length/Anchor Spacing + 1, Min of 2 Tensanchor 29 415 lbs Load Angle α =0.1 1.0 rad Combined Load 244 357 lbs Total No. of Anchors 8 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Angle Size 1/4" Thick Screw Type Simpson SDS 25600Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =560 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =896 lbs NDS Table 11.3.1 Zα' =674 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.40 OKAY Tension DCR =0.46 OKAY Combined DCR = 0.53 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 30 of 43 1327 S Grand Ave 12/12/2024 (E) Steel Angle to Platform Short Side Long Side Anchors Per Side 2 2 Vtotal-1 2137 2137 lbs Shear from Fp (Horizontal) Vanchor-1 534 534 lbs V/No. of Anchors in Shear Vtotal-2 57 829 lbs Shear from OverTurning (Vert.) Vanchor-2 29 415 lbs V/No. of Anchors in Shear Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Angle Size 1/4" Thick Screw Type Simpson SDS 25212Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =255 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =408 lbs NDS Table 11.3.1 Zα' =672 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.80 OKAY Page 31 of 43 1327 S Grand Ave 12/12/2024 (E) Curb to Roof, Curb to Platform Max Anchor Loads (ASD) Side Lengths a 88 in long b 46.5 in short Max Anchor Spacing 24 Vtotal 1525 lbs Vanchor 109 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 379 993 lbs Anchors Per Side 3 4 Side Length/Anchor Spacing + 1, Min of 3 Tensanchor 126 248 lbs Load Angle α =0.9 1.2 rad Combined Load 118 206 lbs Total No. of Anchors 14 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 14 Gage Curb w/ (E) Plywood Screw Type Simpson SDS 25212Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =255 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =408 lbs NDS Table 11.3.1 Zα' =490 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.16 OKAY Tension DCR =0.61 OKAY Combined DCR = 0.42 OKAY Page 32 of 43 1327 S Grand Ave 12/12/2024 (E) Curb to (N) Steel Angle Short Side Long Side Anchors Per Side 3 4 Vtotal-1 1525 1525 lbs Shear from Fp (Horizontal) Vanchor-1 254 191 lbs V/No. of Anchors in Shear Vtotal-2 1475 2089 lbs Shear from OverTurning (Vert.) Vanchor-2 492 522 lbs V/No. of Anchors in Shear Total No. of Anchors 14 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 492 lbs 522 lbs Max Shear Demand From Horizontal= 254 lbs 191 lbs Shear DCR =0.84 OKAY 0.89 OKAY LRFD LOAD CHECK ON ANGLE Edge Breakout Check (Angle) Anchor Diameter =0.25 in MIN Edge Dis =0.75 in AISC 15 Table J3.4 ɸ =0.75 L3x3x1/4x3" Flange Thick, tf =0.25 in Flange Width, bf =3 in Fu =58 ksi *A36 Steel lc =1.5 in Bearing Rn =8.7 kip AISC 15 Eq J3-6a ɸRn =6.5 kip Tearout Rn =26.1 kip AISC 15 Eq J3-6c ɸRn =19.6 kip Bearing DCR =0.07 OKAY Tearout DCR =0.02 OKAY Page 33 of 43 1327 S Grand Ave 12/12/2024 (N) Curb Adapter to (E) Curb Short Side Long Side Anchors Per Side 3 3 Vtotal-1 996 996 lbs Shear from Fp (Horizontal) Vanchor-1 166 166 lbs V/No. of Anchors in Shear Vtotal-2 889 1224 lbs Shear from OverTurning (Vert.) Vanchor-2 296 408 lbs V/No. of Anchors in Shear Total No. of Anchors 12 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 296 lbs 408 lbs Max Shear Demand From Horizontal= 166 lbs 166 lbs Shear DCR =0.51 OKAY 0.70 OKAY Page 34 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for HP-12 (E) Curb to Roof Max Anchor Loads Vtotal 2081 lbs Vanchor 260 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 631 1166 lbs Anchors Per Side 2 2 Tensanchor 315 583 lbs Load Angle α =0.9 1.2 rad Combined Load 290 483 lbs Total No. of Anchors 8 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 10 Gage Curb w/ (E) Plywood Screw Type 3/8" Lag Screws Wood Capacity (LRFD) G = 0.5 Shear (Z) =220 lbs NDS Table 12K Withdrawl (W) =305 lbs/in NDS Table 12.2A Embed Length =2.5 in CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =352 lbs NDS Table 11.3.1 W' =1220 lbs NDS Table 11.3.1 Zα' =866 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.74 OKAY Tension DCR =0.48 OKAY Combined DCR = 0.56 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 35 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for CU-1 and CU-3 (E) Curb to Roof Max Anchor Loads Vtotal 378 lbs Vanchor 95 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 191 282 lbs Anchors Per Side 2 2 Tensanchor 96 141 lbs Load Angle α =0.8 1.0 rad Combined Load 95 122 lbs Total No. of Anchors 4 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 14 Gage Curb w/ (E) Plywood Screw Type 3/8" Lag Screws Wood Capacity (LRFD) G = 0.5 Shear (Z) =220 lbs NDS Table 12K Withdrawl (W) =305 lbs/in NDS Table 12.2A Embed Length =0.5 in CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =352 lbs NDS Table 11.3.1 W' =244 lbs NDS Table 11.3.1 Zα' =270 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.27 OKAY Tension DCR =0.58 OKAY Combined DCR = 0.45 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 36 of 43 1327 S Grand Ave 12/12/2024 ROOF FRAMING MEMBERS DESIGN/CHECK Page 37 of 43 1327 S Grand Ave 12/12/2024 (N) 4x8 or 4x10 Sister Joist Deflection and Strength Check Point Load Note: Worst Case, Longest Span, Smallest Member, Largest Load Load Case 8: 1.0D + 0.7Ev + 0.7Emh 4x8 4x10 Joist width, b =3.500 3.500 in Joist depth, d =7.25 9.25 in Joist Span, Ln =4.00 17.00 ft Section Modulus, Sx =30.66 49.91 in3 Moment of Inertia, Ix =111.15 230.84 in4 Allow. Bending stress, Fb + =1000 psi DF No. 1 Allow. Bending stress, Fb - =1000 psi Allow. Shear stress, Fv =180 psi Modulus of Elasticity, E =1700000 psi CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 CL =1.0 NDS 3.3.3 Cfu =1.0 NDS 4.3.7 Ci =1.0 NDS 4.3.8 Cr =1.0 NDS 4.3.9 4x8 4x10 CF =1.3 1.2 NDS 4.3.6 All other adjustment factors are 1.0 Hp-1 Hp-2/3 Max Load from Unit = 3987 1348 lbs ASD Compression Self Weight of Joist = 5.64 7.19 plf Line Load from Unit, wu =1002 86 plf Along Entire Joist Ultimate Pos Moment, Mu + =2005 3124 lb-ft Ultimate Shear, Vu = 2005 735 lb Ultimate bending stress, fb +785 751 psi Ultimate Shear Stress, fv 118 34 psi Allow. Bending stress, Fb +' =2080 1920 psi Allow. Bending stress, Fb -' =2080 1920 psi Allow. Shear stress, Fv' =374 374 psi Ultimate Def. Capacity, δ =0.20 0.85 in Live Load Only Def. Capacity, δL =0.13 0.57 in Ultimate deflection, Δ 0.03 0.41 in Positive Flexure DCR =0.38 0.39 Shear DCR =0.32 0.09 Ultimate Deflection DCR =0.15 0.49 6101 Centinela Ave. 248034.00-CENT 16 June 2024 TSW JTMCHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 38 of 43 1327 S Grand Ave 12/12/2024 (N) Simpson HU48 Hanger Check Simpson HU48 Demand Loads Compression 1993 lbs ASD Tension 1177 lbs ASD Connection Capacity (ASD) Tension/Uplift Capacity =755 lbs Simpson Hanger Table Compression Capacity =1490 lbs Simpson Hanger Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Tension' = 1208 lbs NDS Table 11.3.1 Compression' = 2384 lbs NDS Table 11.3.1 Uplift DCR =0.97 OKAY Compression DCR =0.84 OKAY Page 39 of 43 1327 S Grand Ave 12/12/2024 (N) Wood Screw Check Wood Screw #10 Wood Capacity (ASD) G = 0.5 Shear (Z) =117 lbs NDS Table 12L Withdrawl (W) =135 lbs NDS Table 12.2B CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 187 lbs NDS Table 11.3.1 W' = 216 lbs NDS Table 11.3.1 Load Angle α =0.9 Zα' =203 lbs NDS 12.4-1 DCR Check Shear Demand =1993.34 # of Screws 12 Shear DCR =0.89 OKAY Page 40 of 43 1327 S Grand Ave 12/12/2024 · Design Flexibility · Economical Truss Solutions · Limited Product Warranty Open-Web Trusses · Outstanding Strength-to-Weight Performance · Easy Installation · Custom Manufacturing Specify Open-Web trusses for your next project using RedSpec™ single-member sizing software. Download your free copy at RedBuilt.com. RedBuilt.com · 1.866.859.6757 Including Red-L™, Red-W™, Red-S™, Red-M™ and Red-H™ Trusses Page 41 of 43 1327 S Grand Ave 12/12/2024 6 Lo a d T a b l e s RED-L™ TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD General Notes · Values shown demonstrate maximum allowable load capacities based on the following assumptions: – Simple span, uniformly loaded conditions, with provisions for positive drainage (¼ :12 slope, minimum) in roof applications. – Span indicates distance from inside face to inside face of bearing. – Top chord no-notch bearing clips with 1¾" bearing. Higher values may be possible with other types of bearing clips. Trusses delivered to the jobsite are custom manufactured to resist only project speciﬁ c application loads provided by the design professional. Actual trusses may not be able to resist the maximum loads shown in the tables above. For questions regarding actual truss capacity contact your RedBuilt technical representative. · Straight line interpolations may be made between depths and spans. · Values in shaded areas may be increased 7% for repetitive-member use. · Bold italic values are controlled by minimum concentrated load analysis of 2,000 lbs. Higher loads are possible where minimum concentrated load analysis is not required by code. Contact your RedBuilt technical representative for assistance. Span Depth 14" 16" 18"20" 22" 24"26" 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 14'292 341 329 383 376 400 380 412 340 390 309 360 299 356 208 370 254 395 323 412 367 429 422 385 386 16' 265 306 306 340 341 361 342 366 335 369 338 351 305 350 143 311 190 361 232 370 270 376 318 380 375 380 18' 215 250 200 286 232 319 309 328 301 332 315 334 301 332 110 271 145 306 180 329 215 333 250 340 278 336 339 20' 184 208 171 245 184 275 203 295 227 297 283 299 291 297 84 229 109 260 139 292 167 298 197 303 226 305 255 310 22' 158 177 142 204 160 233 177 260 200 272 220 271 270 275 66 192 84 217 110 252 134 269 155 271 184 276 196 280 24' 133 150 133 174 143 199 157 223 173 239 185 247 202 249 52 164 68 189 88 215 106 241 126 251 146 252 167 254 26' 106 131 113 152 129 173 136 189 151 213 166 225 176 230 43 137 55 160 70 188 86 210 103 222 123 231 140 236 28' 86 111 109 129 118 148 125 163 136 181 151 199 163 212 34 111 45 142 57 158 69 181 86 200 102 214 117 213 30' 91 93 114 108 128 121 145 127 158 140 173 150 192 91 37 121 47 140 58 155 69 175 81 192 93 202 32' 76 76 100 95 113 107 125 118 142 127 155 136 169 76 31 102 39 124 48 140 58 155 68 170 78 184 34' 63 85 83 101 99 114 105 126 120 138 127 151 64 85 33 110 41 124 49 136 58 150 67 164 36' 55 73 87 86 98 97 108 107 117 114 129 55 73 94 35 102 42 117 50 128 58 140 38' 47 62 78 75 86 85 97 92 105 97 116 47 62 80 30 91 36 104 43 115 50 126 40' 40 53 69 79 79 87 81 96 94 103 41 53 69 86 31 94 37 100 43 114 42' 35 46 60 72 78 79 87 85 95 35 47 60 73 82 32 92 38 103 44'31 40 50 65 70 80 77 82 31 39 52 66 74 85 33 94 46'36 45 58 66 73 79 36 45 58 69 79 86 48'32 40 52 61 67 73 32 41 52 62 68 79 50'36 45 54 62 65 36 45 56 62 73 52'32 40 49 57 61 33 39 50 59 63 54'35 43 52 55 36 43 53 62 56'32 40 48 54 33 40 47 56 58'36 43 48 36 42 49 60'33 39 46 33 39 44 · See page 5 for available depths and profiles. For depths and profiles not shown, contact your RedBuilt technical representative for assistance. · Red numbers refer to 115% Total Load (TL). SEE PAGE 4 FOR ECONOMICAL TRUSS DESIGN General Notes continued on page 7 Page 42 of 43 1327 S Grand Ave 12/12/2024 7 Lo a d T a b l e s Span Depth 28"30"32"34"36"38"40" 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 14'295 353 294 324 290 308 277 309 262 300 264 304 243 280 374 367 365 336 308 318 301 16' 303 347 266 306 264 288 265 305 255 271 256 273 240 275 380 359 331 332 288 282 283 18' 263 341 266 317 261 279 261 287 237 271 239 250 231 263 339 345 308 314 297 276 303 20' 270 303 285 298 239 287 242 281 221 259 219 264 221 250 250 311 267 309 307 327 284 289 274 22' 259 279 257 279 241 266 233 259 228 258 224 253 223 236 208 282 232 282 279 281 281 278 259 24' 219 255 252 255 242 259 237 258 227 259 218 246 213 246 185 257 190 260 211 263 228 264 263 264 252 26' 195 231 205 233 233 238 227 237 221 238 232 228 212 230 158 235 175 242 177 239 198 242 214 243 231 241 237 28' 175 216 214 215 216 220 216 218 218 222 198 222 210 215 132 220 137 221 152 221 169 224 184 224 195 221 218 30' 159 201 167 204 200 205 194 208 204 208 201 208 204 205 111 205 124 204 133 207 145 208 159 207 174 205 191 202 32' 149 184 158 191 170 191 181 191 190 195 192 192 189 191 89 191 99 191 113 193 123 192 137 194 152 190 163 191 34' 138 162 147 174 157 181 165 189 169 182 179 179 180 179 77 176 87 177 95 174 108 189 119 181 130 182 144 180 36' 123 138 132 146 140 160 151 166 161 170 169 170 170 166 66 151 75 162 84 171 94 178 103 170 113 169 125 166 38' 113 116 115 134 127 144 136 152 144 161 152 161 159 157 57 136 64 147 72 157 82 161 91 161 99 161 109 154 40' 102 110 110 122 117 130 125 139 129 147 140 153 148 151 49 122 55 132 63 142 71 150 79 151 87 151 95 149 42' 92 102 99 108 107 114 114 125 121 129 128 141 133 142 43 112 49 120 55 127 62 136 69 145 77 145 83 143 44'78 92 91 96 96 107 103 114 109 121 116 129 121 131 38 97 43 109 49 117 55 125 61 133 68 137 75 134 46'77 84 82 92 89 98 95 105 101 112 105 118 112 120 33 93 38 100 43 106 48 114 54 121 60 128 66 127 48'70 79 73 85 82 91 87 97 91 102 98 108 103 113 30 86 34 92 38 98 43 105 48 111 54 118 59 122 50'72 69 78 71 83 80 89 85 94 90 100 95 105 79 30 85 34 86 39 96 43 103 48 108 52 115 52'66 72 70 77 74 82 79 87 83 92 88 97 73 78 31 84 34 89 39 95 43 100 48 106 54'62 65 67 69 76 73 81 77 86 82 90 68 71 78 31 83 34 88 38 93 42 94 56'57 62 69 72 68 78 72 81 76 86 65 68 71 78 31 83 35 88 38 93 58'55 57 62 68 73 67 77 71 82 58 62 68 75 79 31 83 35 88 60'52 55 60 64 68 71 66 75 50 61 65 70 74 78 32 83 SEE PAGE 4 FOR ECONOMICAL TRUSS DESIGN To size ﬂ oor trusses: Check both total load (100% TL) and live load (100% LL). When live load is not shown, total load will control. Total load values limit deﬂ ection to L/240. Live load values are based on the Commercial Floor Deﬂ ection Limit shown on page 35, and assume a nailed ﬂ oor system. Live load (100% LL) values may be increased with a glue-nailed ﬂ oor system; contact your RedBuilt technical representative for assistance. Trusses delivered to the jobsite are custom manufactured to resist only project speciﬁ c application loads provided by the design professional. Actual trusses may not be able to resist the maximum loads shown in the tables above. For questions regarding actual truss capacity contact your RedBuilt technical representative. To size roof trusses: Check the appropriate snow load area (115% TL) or non-snow load area (125% TL) value to determine the maximum allowable total load. Total load (115% TL and 125% TL) values limit truss deﬂ ection to L/180. Consult local codes to verify deﬂ ection limits required for speciﬁ c applications. · See page 5 for available depths and profiles. For depths and profiles not shown, contact your RedBuilt technical representative for assistance. · Red numbers refer to 115% Total Load (TL). General Notes continued from page 6 RED-L™ TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD Continued from page 6 Page 43 of 43 1327 S Grand Ave 12/12/2024 Structural Calculations for Permit Submittal Seismic Retrofit 1325 S Grand Ave. Santa Ana, CA 92705 December 2023 SGH Project 238143.00 1327 S Grand Ave 12/12/2024 | www.sgh.com PREPARED FOR: RY+AO 731 South Highway 101, Suite 1M Solana Beach, CA 92075 PREPARED BY: Simpson Gumpertz & Heger Inc. 4695 MacArthur Court, Suite 500 Newport Beach, CA 92660 Tel: 949.930.2500 Fax: 949.885.0456 1327 S Grand Ave 12/12/2024 Table of Contents CONTENTS Page 1. DESIGN BASIS 1 2. ROOF DIAPHRAGM DESIGN 5 3. SHEAR WALL RETROFIT 11 4. GRADE BEAM DESIGN 37 5. GEOTECHNICAL REPORT 42 1327 S Grand Ave 12/12/2024 DESIGN BASIS 1 of 100 1327 S Grand Ave 12/12/2024 2 of 100 1327 S Grand Ave 12/12/2024 !"#$% &'()**)+ !&,'(*)'--+#& .## ##/##0 0## ##0/##1 2 # 0##0 ##3 4',50 6789:;<=>?@9A 8BC@> D@@9EC>8B7FG '()**),'(*)'-- HI7J8BC@>G ))/ KCA 7FB8A LG ,,*)'M N8O89E<KPL7G 3#$ Q7?797>:7<R@:SA 7>BG 3 4*,' 6CB7<DI8FFG 4 DSFB@A <T9@U8UCICBPG N@9CO@>B8I<Q7FL@>F7<6L7:B9SA <V<N8O89E<W7J7I<X6HVYZ N8O89E<W7J7I<X6HVYZ Z8A 7 [8IS7 R7F:9CLBC@> 3\-)5#/$,# # #]^ / #_####` a3 ) #//#/1]` 3a'' 1,!##!$]` 3b 5###$# #c #]` 33 '' 4a!$]#&` 53#$ // 3d3 --3#$/## ##]` 3\*)5#/$,# # #]^ / #_####` a)( #//#/1]` 3a*- 1,!##!$]` 3b -5###$# #c #]` 3*- 4a!$]#&` 5c *3#$ // 3d)'3#$/## ##]` N8O89E<W7J7I<X6HVeZ Z8A 7 [8IS7 R7F:9CLBC@> 3d3 '3#$/## ##]` 3d'(3#$/## ##]` N8O89E<W7J7I<X6HVYH Z8A 7 [8IS7 R7F:9CLBC@> 33 )-( 4a!$]#&` 53#$ // 3d3 (3#$/## ##]` ffghi j klmnkokmpqrqsmtuuvwx yxluzomkm{klmxzzuz *-(T79C@E<|F} 68|~} 3 of 100 1327 S Grand Ave 12/12/2024 4 of 100 1327 S Grand Ave 12/12/2024 ROOF DIAPHRAGM RETROFIT 5 of 100 1327 S Grand Ave 12/12/2024 Basic Structural Properties E-W Building Dimension 100.5 ft N-S Building Dimension 180.5 ft Re-Entrant Corners Depth 22 ft Building Height 16 ft Structure Weight Roof Weight (including MEP & partitions) wr =28 psf Wall Weight (assumed solid) w =18 psf Roof Area (approx) Ar =16891 sq. ft Roof Dead Weight Wr = wr * Ar =472.94 kips Wall Height H =16.00 ft Roof Height Hr =15.00 ft E-W Walls Total Length Lw.ew =245 ft, openings not subtracted N-S Walls Total Length Lw.ns =361 ft, openings not subtracted Building Seismic Weight, E-W W.ew = Wr + w*(Lw.ns*(Hr/2+(H-Hr))) =528.2 kips Building Seismic Weight, N-S W.ns = Wr + w*(Lw.ew*(Hr/2+(H-Hr))) =510.4 kips Basic Seismic Demands Structure Period (Section 7.4.1.2) Period Coefficient, Ct Ct =0.02 Building Height, hn hn =16.00 ft Period Exponent, β β =0.75 Period, T T = Ct * Hr^β =0.16 s Seismic Accelerations (Section 2.4) BSE-2E Sx1 Sx1 =1.44 g (Site Class E) Sxs (= 1.26, use Sx1 = 1.44) Sxs =1.44 g (Site Class E, using Sx1 since its larger) β β =0.05 B1 B1 = 4 / [5.6 - ln(100*β)] =1.002 Sa Sa = min(Sxs, Sx1/T) / B1 =1.44 g BSE-1E Sx1 Sx1 =0.74 g (Site Class E) Sxs Sxs =0.86 g (Site Class E) Sa Sa = min(Sxs, Sx1/T) / B1 =0.86 g Roof Diaphragm Elements Plywood-Sheathed Roof Diaphragm Diaphragm Forces (Section 7.4.1.3.4), E/W Direction Sum of Floor Level Forces (LS, E/W) Fx = V =1062.3 kips Sum of Floor Level Forces (IO, E/W) Fx = V =498.5 kips Sum of Floor Level Effective Seismic Weights (E/W) Wx =528.2 kips Portion of W Tributary to Roof Diaphragm Wpx =528.2 kips (excludes in-plane walls) Diaphragm Inertial Force (LS) Fpx = (Fx / Wx) * Wpx =1062.3 kips Diaphragm Inertial Force (IO) Fpx = (Fx / Wx) * Wpx =498.5 kips Diaphragm Total Length Ld =180.5 ft Distributed Force (LS)fpx = 5885 plf Distributed Force (IO)fpx = 2762 plf Diaphragm evaluated in SAP2000 to obtain diaphragm shears and moments. Diaphragm Moment at North Re-Entrant Corner (LS) - GL B.4 M.d =1053003 lb-ft Diaphragm Moment at North Re-Entrant Corner (IO) - GL B.4 M.d =494204 lb-ft Diaphragm Moment Max between Corners (LS) M.d =1457685 lb-ft Diaphragm Moment Max between Corners (IO) M.d =684133 lb-ft Diaphragm Moment at South Re-Entrant Corner (LS) - GL C M.d =1240221 lb-ft Diaphragm Moment at South Re-Entrant Corner (IO) - GL C M.d =582071 lb-ft Diaphragm Depth at Re-Entrant Corners dd =78.5 ft Chord Force, North, LS Fc = M.d / dd =13.4 kips Chord Force, North, IO Fc = M.d / dd =6.3 kips Chord Force, Middle, LS Fc = M.d / dd =18.6 kips Chord Force, Middle, IO Fc = M.d / dd =8.7 kips Chord Force, South, LS Fc = M.d / dd =15.8 kips Chord Force, South, IO Fc = M.d / dd =7.4 kips Maximum Diaphragm Shear (GL C, LS) Vmax =178225 lb Maximum Diaphragm Shear (GL C, IO) Vmax =83646 lb 6 of 100 1327 S Grand Ave 12/12/2024 Diaphragm Depth @ GL C dd =78.5 ft Maximum Diaphragm Shear (GL C, LS) vmax =2270 plf Maximum Diaphragm Shear (GL C, IO) vmax =1066 plf Diaphragm Shear Capacities 3/4" Structural I Plywood (blocked), 10d @ 6" E.N. Diaphragm Shear Capacity (Case 1) vs =720 plf (SPDWS Table 4.2C) How much capacity to add for double row of boundary nails at max shear locations? Wood Diaphragm M-Factors m, IO =1.5 (Table 12-3, blocked/chorded) m, LS =3.0 (Table 12-3, blocked/chorded) Nominal-to-Expected Strength F =1.5 Diaphragm Capacity (LS) V =3240 plf Diaphragm Capacity (IO) V =1620 plf Diaphragm DCR (LS) DCR =0.70 Diaphragm DCR (IO) DCR =0.66 Collectors/Drags and Splices Collector Splice Connections MST-48 Straps at splice connections (3/S5). MST-48 Catalog Capacity MST48 =5310 lb M-factors for metal to wood nails M (LS) =4.0 M (IO) =2.0 Nominal-to-Expected Strength F =1.5 E-W Collectors GL 1.4 GL 2 GL 3 GL 3.5 Diaphragm Shear from North (LS) Vn =88069 123817 174929 36583 lb Diaphragm Shear from North (IO) Vn =41333 58111 82099 17169 lb Diaphragm Shear from South (LS) Vs =90060 171932 67386 142966 lb Diaphragm Shear from South (IO) Vs =42268 80693 31626 67098 lb Diaphragm Depth, North Side dd =100.5 100.5 78.5 100.5 ft Diaphragm Depth, South Side dd =100.5 78.5 100.5 100.5 ft Wall Length, North Side Lwn =30.5 26.5 23.0 20.3 ft Wall Length, South Side Lws =30.5 4.5 45.0 20.3 ft Collector Length, East Side Lce =34.3 50.0 25.3 13.0 ft Collector Length, West Side Lcw =0.0 0.0 30.0 13.0 ft Collector Extension Into Control Area L.ca =N/A 8.0 N/A N/A ft Collector Splice Force, East Side (LS) Fc.e =94223 238662 73419 50468 lb Collector Splice Force, East Side (IO) Fc.e =44221 112011 34458 23686 lb Collector Splice Force, West Side (LS) Fc.w =0 0 43615 50468 lb Collector Splice Force, West Side (IO) Fc.w =0 0 20470 23686 lb Collector Splice Force (LS) Fc =94223 238662 73419 50468 lb Collector Splice Force (IO) Fc =44221 112011 34458 23686 lb Existing Splice Nails DCR (LS) DCR =2.96 N/A 2.30 N/A Existing Splice Nails DCR (IO) DCR =2.78 N/A 2.16 N/A Diaphragm Depth Req (North, LS)dd.req = 27.2 38.2 54.0 11.3 ft Diaphragm Depth Req (North, IO)dd.req = 25.5 35.9 50.7 10.6 ft Diaphragm Depth Req (South, LS)dd.req = 27.8 53.1 20.8 44.1 ft Diaphragm Depth Req (South, IO)dd.req = 26.1 49.8 19.5 41.4 ft Collector Length Req Lc.req = 0.0 48.6 31.0 23.9 ft Collector Length DCR Lc.DCR =0.00 0.97 0.56 0.92 < 1.00, OK Control Area Depth d.control =38.7 36.0 N/A N/A ft Collector Force at Control Area Boundary (LS)Fc = N/A 123200 N/A N/A lb Collector Force at Control Area Boundary (IO)Fc = N/A 57822 N/A N/A lb Check TJL Functionality as Collectors within Control Area TJL Top Chord Size (Judged) Aw = 2x4 =5.25 in^2 Tensile Strength (No. 1) Ft =800 psi (NDS Table 4A) Format Conversion Factor Kf =2.7 Resistance Factor Φ =1 Size Factor Cf =1.3 Other Factors Cm = Ct = Ci =1 Adjusted Tensile Strength Ft' =2808 psi Ft' =14742 lb Wood Diaphragm M-Factors m, IO =1.5 m, LS =3.0 Nominal-to-Expected Strength F =1.5 TJL Top Chords Used as Collectors n =2 Total Strength (LS) Pn.ls = Ft'*m*F =132678 lb Total Strength (IO) Pn.io = Ft'*m*F =66339 lb 7 of 100 1327 S Grand Ave 12/12/2024 GL B.4 TJL Collectors DCR (LS)DCR (LS) =0.93 (conservatively neglects compression from gravity loads) GL B.4 TJL Collectors DCR (IO)DCR (IO) =0.87 (conservatively neglects compression from gravity loads) Check Existing Collectors (4x6 Flat) on GL B & C Collector Size Aw = 4x6 =19.25 in^2 Tensile Strength (No. 1) Ft =800 psi (NDS Table 4A) Format Conversion Factor Kf =2.7 Resistance Factor Φ =1 Size Factor Cf =1.3 Other Factors Cm = Ct = Ci =1 Adjusted Tensile Strength Ft' =2808 psi Ft' =54054 lb Wood Diaphragm M-Factors m, IO =1.5 m, LS =3.0 Nominal-to-Expected Strength F =1.5 Total Strength (LS) Pn.ls = Ft'*m*F =243243 lb Total Strength (IO) Pn.io = Ft'*m*F =121622 lb GL 1.4 GL 2 GL 3 GL 3.5 Existing Collector DCR (LS)0.39 N/A 0.30 N/A Existing Collector DCR (IO)0.36 N/A 0.28 N/A Check New 4x6 Collectors (4x6 Flat, Select Structural Grade) on GL 2 & 3.5 GL 1.4 GL 2 GL 3 GL 3.5 Tensile Strength (No. 1) Ft =800 psi (NDS Table 4A) Total Strength (LS)Pn.ls = 243243 lb Total Strength (IO)Pn.io = 121622 lb GL B.4 Collector DCR (LS)DCR = N/A 0.98 N/A 0.21 GL B.4 Collector DCR (IO)DCR = N/A 0.92 N/A 0.19 Check Existing Collector Splice Straps Equation 7-35: J (LS) =2.0 (High Seismicity) J (IO) =1.0 (High Seismicity) X (LS or IO) =1.3 C1C2 (LS) =1.4 C1C2 (IO) =1.1 X/(C1C2*J) (LS) =0.46 X/(C1C2*J) (IO) =1.18 GL 1.4 GL 2 GL 3 GL 3.5 Existing Strap Demand (LS) Fs =43746 110807 34088 23431 lb Existing Strap Demand (IO) Fs =52262 132377 40723 27992 lb Existing Strap DCR (LS) DCR =8.24 N/A 6.42 N/A Existing Strap DCR (IO) DCR =9.84 N/A 7.67 N/A Check New Collector Splice Connections Side Plates New Plate Strength Fy =50 ksi Expected Strength Fye = 62.5 ksi Lower Bound Strength (85% of Expected per ASCE 41)Fylb = 53.125 ksi GL 1.4 GL 2 GL 3 GL 3.5 Steel Area Required Ea. Side As.min.LS = 0.41 1.04 0.32 0.22 in^2 As.min.IO = 0.49 1.25 0.38 0.26 in^2 Plate Width b.pl =3.0 in Plate Minimum Thickness t.pl.min.LS = 0.137 0.348 0.107 0.074 in t.pl.min.IO = 0.164 0.415 0.128 0.088 in Plate Thickness t.pl =0.5 in GL 1.4 GL 2 GL 3 GL 3.5 Plate DCR DCR =0.27 0.70 0.21 0.15 0.33 0.83 0.26 0.18 Splice Thru-Bolts Bolt Diameter db = 0.875 in Double Shear Lateral Design Value Z = 4440 lb (Table 12G) M-factors for metal to wood machine bolts M (LS) =2.8 M (IO) =1.4 Nominal-to-Expected Strength F =1.5 Format Conversion Factor Kf =3.32 Wet Service and Temperature Factors Cm = Ct =1.0 Area of Side Plate As = 1.5 in^2 Area of Main Member Am = 19.25 in^2 Ratio Am/As = 12.8 Group Action Factor Cg =0.88 (Table 11.3.6C for 7 bolts) Bolt Edge Distance edge =1.75 in 8 of 100 1327 S Grand Ave 12/12/2024 Bolt Edge Distance as Multiple of db edge = 2.0 D > 1.5D, OK Minimum End Distance end.min = 6.125 in = 7D Minimum Spacing s.min = 3.50 in = 4D Geometry Factor (NDS Section 12.5.1)CΔ =1.00 Bolt Count nb =5 Connection Capacity (LS)Z'.ls = 271249 lb Connection Capacity (IO)Z'.io = 135625 lb GL 1.4 GL 2 GL 3 GL 3.5 Bolts DCR DCR.LS =0.35 0.88 0.27 0.19 DCR.IO =0.33 0.83 0.25 0.17 Check New N/S Chord Elements at Re-Entrant Corners GL 1.4 GL 2 Diaphragm Moment (LS) Md = 1053003 1240221 lb*ft Diaphragm Moment (IO) Md = 494204 582071 lb*ft Diaphragm Depth @ Re-Entrant Corners D =78.5 78.5 ft Chord Force (LS) Fc = 13414 15799 lb Chord Force (IO) Fc = 6296 7415 lb Force-Controlled Action Factor (LS) F = 0.46 0.46 Force-Controlled Action Factor (IO) F = 1.18 1.18 Adjusted Chord Force (LS) Fc = 6228 7335 lb Adjusted Chord Force (IO) Fc = 7440 8763 lb Use (2) HDU8-SDS2.5 Allowable Capacity Pn =6765 lb Expected Capacity (without Safety Factor and Cd) Pe = 10570 lb Lower Bound Capacity PL = 8985 lb DCR =0.69 0.82 0.83 0.98 A35 Allowable Capacity F1 =420 lb Expected Capacity (without Safety Factor and Cd [Cd = 1]) Fe = 1050 lb Lower Bound Capacity FL = 893 lb Count Required n = 7 9 9 10 Angles Provided n =10 (5 per side) Angle Length L =4.5 in Minimum Blocking Length Lb = 22.5 in Chord Development Length GL 1.4 GL 2 Perpendicular Diaphragm Span Sd =30 30 ft Chord Distance from Span End a =8 8 ft Diaphragm Shear (LS) vu = 9837 11586 lb Diaphragm Shear (IO) vu = 4617 5438 lb Diaphragm Capacity (LS) C = 3240 3240 plf Diaphragm Capacity (IO) C = 1620 1620 plf Diaphragm Development Depth Required (LS) D.req = 3.04 3.58 ft Diaphragm Development Depth Required (IO) D.req = 2.85 3.36 ft Chord Element Length Provided D.prov =4 ft DCR =0.76 0.89 0.71 0.84 Check New Collector Splice on GL 3 at Offset Collector Line Offset e =2 ft Collector Splice Length Ls =8 ft Collector Splice Load (LS) Pu = 43615 lb 5452 plf Collector Splice Load (IO) Pu = 20470 lb 2559 plf Roof Diaphragm Shear Capacity (LS) V = 3240 plf Roof Diaphragm Shear Capacity (IO) V = 1620 plf Existing Diaphragm Nominal Strength (6" B.N., 6" E.N.) vs = 720 plf Add plywood sheathing to bottom of collectors New Lower Diaphragm Nominal Strength (6" B.N., 6" E.N.) vs =720 plf New Lower Diaphragm Expected Strength (LS) V = 3240 plf New Lower Diaphragm Expected Strength (IO) V = 1620 plf DCR (LS) DCR = Pu / Vtotal =0.84 DCR (IO) DCR = Pu / Vtotal =0.79 Typical Collector Connections to Diaphragm A35 Lower Bound Capacity FL = 893 lb Provide A35 angles to meet diaphragm shear demand.GL 1.4 GL 2 GL 3 GL 3.5 9 of 100 1327 S Grand Ave 12/12/2024 Diaphragm Shear from North @ Collector (LS) vc = 1360 1619 2236 791 plf Diaphragm Shear from North @ Collector (IO) 638 760 1049 371 plf Diaphragm Shear from South @ Collector (LS) 1391 3155 672 3091 plf Diaphragm Shear from South @ Collector (IO) 653 1481 315 1451 plf Force-Controlled Action Factor (LS) F = 0.46 0.46 0.46 0.46 Force-Controlled Action Factor (IO) 1.18 1.18 1.18 1.18 Adjusted Diaphragm Shear V.adj = 631 751 1038 367 plf 754 898 1240 439 plf 646 1465 312 1435 plf 771 1750 373 1715 plf A35s Required per foot, per side #A35 = 1 2 2 2 Effective Spacing s.a35 =12.0 6.0 6.0 6.0 in 10 of 100 1327 S Grand Ave 12/12/2024 SHEAR WALL RETROFIT 11 of 100 1327 S Grand Ave 12/12/2024 Shear Walls Walls with aspect ratio > 3.5 (L < 15 ft / 3.5 = 4.29 ft) are ignored per Table 12-3. Shear Wall Shear Checks GL Trib Area GL Trib Shear Load (LS)GL Trib Shear Load (IO)S.W. Length Capacity DCR Capacity DCR [ft2][kip][kip][ft][kip][plf][plf][-][kip][plf][plf][-] 1.A 1231 80.5 37.8 14.25 Type 1 Exterior 31.6 2215 3192 0.69 14.8 1039 1428 0.73 1.B 1231 80.5 37.8 22.08 Type 1 Exterior 48.9 2215 3192 0.69 22.9 1039 1428 0.73 1.5 3049 199.2 93.5 30.58 Type 3 Interior 199.2 6515 8823.6 0.74 93.5 3057 3947.4 0.77 2.1 4153 271.4 127.4 8.50 Type 10 Interior 184.6 21713 29754 0.73 86.6 10189 13311 0.77 2.2 4153 271.4 127.4 4.00 Type 10 Interior 86.9 21713 29754 0.73 40.8 10189 13311 0.77 3.A 4396 287.3 134.8 23.00 Type 2 Interior 181.8 7906 13132.8 0.60 85.3 3710 5875.2 0.63 3.B 4396 287.3 134.8 22.33 Type 6 Exterior 105.4 4721 6726 0.70 49.5 2215 3009 0.74 3.5 3124 204.2 95.8 20.25 Type 9 Interior 204.2 10083 13680 0.74 95.8 4731 6120 0.77 6.2 2037 133.1 62.5 12.42 Type 1 Exterior 27.3 2200 3192 0.69 12.8 1033 1428 0.72 6.3 2037 133.1 62.5 8.67 Type 1 Exterior 19.1 2200 3192 0.69 8.9 1033 1428 0.72 6.4 2037 133.1 62.5 17.58 Type 1 Exterior 38.7 2200 3192 0.69 18.2 1033 1428 0.72 6.5 2037 133.1 62.5 21.83 Type 1 Exterior 48.0 2200 3192 0.69 22.5 1033 1428 0.72 A.1 3294 222.5 104.4 20.67 Type 1 Exterior 56.1 2716 3192 0.85 26.3 1275 1428 0.89 A.2 3294 222.5 104.4 32.50 Type 1 Exterior 88.3 2716 3192 0.85 41.4 1275 1428 0.89 A.3 3294 222.5 104.4 28.75 Type 1 Exterior 78.1 2716 3192 0.85 36.6 1275 1428 0.89 B.1 6363 429.7 201.7 33.67 Type 8 Interior 267.1 7934 9747 0.81 125.3 3723 4360.5 0.85 B.2 6363 429.7 201.7 20.50 Type 8 Interior 162.6 7934 9747 0.81 76.3 3723 4360.5 0.85 D.1 5360 362.0 169.9 36.75 Type 7 Interior 191.0 5196 6156 0.84 89.6 2438 2754 0.89 D.2 5360 362.0 169.9 32.92 Type 7 Interior 171.0 5196 6156 0.84 80.3 2438 2754 0.89 E.1 1815 122.6 57.5 28.17 Type 1 Exterior 35.2 1250 3192 0.39 16.5 586 1428 0.41 E.2 1815 122.6 57.5 21.58 Type 1 Exterior 27.0 1250 3192 0.39 12.7 586 1428 0.41 E.4 1815 122.6 57.5 48.33 Type 1 Exterior 60.4 1250 3192 0.39 28.3 586 1428 0.41 Ga kw Wall self-weight S.W. Type Thickness 1 or 2 Sided?Nailing LS IO LS IO [kip/in] [plf]Type 1 3/8" PLY 1 8d @ 6"3.8 1.7 3192 1428 14 860 Interior 150 Type 2 3/8" PLY 2 8d @ 2.5"3.8 1.7 13132.8 5875 44 2749 Exterior 288 Type 3 3/8" PLY 2 8d @ 4"3.8 1.7 8823.6 3947 Type 4 3/8" PLY 1 8d @ 2.5"3.8 1.7 6566.4 2938 Type 5 1/2" GWB 2 5d @ 4"4.7 1.9 2350 950 Type 6 1/2" PLY 2 8d @ 6", 10d @ 6"3.8 1.7 6726 3009 28 1594 Type 7 1/2" PLY 1 10d @ 3"3.8 1.7 6156 2754 Type 8 1/2" PLY 2 8d @ 2.5", 10d @ 6"3.8 1.7 9747 4360.5 Type 9 1/2" PLY 2 10d@ 3"3.8 1.7 13680 6120 Type 10 1/2" PLY 3 10d @ 2 "3.8 1.7 29754 13311 *S.W.capacity multiplied by 0.9 per ASCE 41-17 § 12.4.3.6.2 E/W Direction Life Safety N/S Direction Immediate Occupancy Shear LoadShear Load New Drawing GL S.W. Type Wall Type CapacityM-factor 12 of 100 1327 S Grand Ave 12/12/2024 Roof Height 15 ft Overturning Checks Roof Max Trib Span Roof Dead Load Wall Self-Weight 0.9D LS MOT IO MOT Restoring Moment DCRLS DCRIO [ft][plf][plf][plf][kip-ft][kip-ft][kip-ft][-][-] 1.A 2 60 288 313 42 50.5 31.8 1.33 1.59 1.B 2 60 288 313 65 78.2 76.4 0.86 1.02 1.5 2 60 150 189 267 318.7 88.4 3.02 3.61 2.1 2 60 150 189 247 295.2 6.8 36.20 43.24 2.2 2 60 150 189 116 138.9 1.5 76.93 91.89 3 2 60 150 189 244 290.9 50.0 4.87 5.82 3 2 60 288 313 141 168.7 78.1 1.81 2.16 3.5 2 60 150 189 273 326.6 38.8 7.06 8.43 6.2 2 60 288 313 37 43.7 24.1 1.52 1.81 6.3 2 60 288 313 26 30.5 11.8 2.17 2.59 6.4 2 60 288 313 52 61.9 48.4 1.07 1.28 6.5 2 60 288 313 64 76.9 74.7 0.86 1.03 A.1 18.25 548 288 752 75 89.8 160.6 0.47 0.56 A.2 18.25 548 288 752 118 141.2 397.1 0.30 0.36 A.3 18.25 548 288 752 105 124.9 310.8 0.34 0.40 B.1 35.25 1058 150 1087 358 427.3 615.9 0.58 0.69 B.2 35.25 1058 150 1087 218 260.2 228.4 0.95 1.14 D.1 32 960 150 999 256 305.5 674.6 0.38 0.45 D.2 32 960 150 999 229 273.6 541.2 0.42 0.51 E.1 15 450 288 664 47 56.3 263.5 0.18 0.21 E.2 15 450 288 664 36 43.2 154.7 0.23 0.28 E.4 15 450 288 664 81 96.6 775.8 0.10 0.12 *DCR greater than 1.0 signifies that uplift force needs to be checked per 41-17 and holdowns may need to be added 41-17 Eq. 7-6 New Drawing GL N/S Direction E/W Direction 13 of 100 1327 S Grand Ave 12/12/2024 Holdown Design Force-controlled action Holdown Uplift Force, LS Holdown Uplift Force, IO Allowable HD Capacity LB HD Capacity Needed add Capacity Allowable HD Capacity LB HD Capacity DCRLS DCRIO [kip][kip][kip][kip][kip][kip][kip][-][-] 1.A 0.0 0.1 None 0.12 HD3B 2x6 1.895 2.52 0.00 0.05 1.B 0.0 0.0 None 0.00 0.00 0.00 1.5 0.0 4.0 (E) HD6 5.41 7.19 0.00 0.00 0.55 2.1 6.6 23.4 None 23.37 (2) HD12 6x6 14.22 37.77 0.17 0.62 2.2 7.1 23.8 None 23.85 (2) HD12 14.22 37.77 0.19 0.63 3 0.9 8.3 (E) Custom holddowns 35.76 0.00 0.02 0.23 3 0.0 1.6 None 1.60 HD3B 2x6 1.895 2.52 0.00 0.64 3.5 1.3 9.0 None 9.03 HD9B 4x6 9.92 13.18 0.10 0.69 6.2 0.0 0.4 None 0.44 HD3B 2x6 1.895 2.52 0.00 0.18 6.3 0.0 1.1 None 1.10 HD3B 2x6 1.895 2.52 0.00 0.44 6.4 0.0 0.0 None 0.00 0.00 0.00 6.5 0.0 0.0 None 0.00 0.00 0.00 A.1 0.0 0.0 None 0.00 0.00 0.00 A.2 0.0 0.0 None 0.00 0.00 0.00 A.3 0.0 0.0 None 0.00 0.00 0.00 B.1 0.0 0.0 None 0.00 0.00 0.00 B.2 0.0 0.0 (E) HD2 0.00 0.00 0.00 D.1 0.0 0.0 None 0.00 0.00 0.00 D.2 0.0 0.0 None 0.00 0.00 0.00 E.1 0.0 0.0 None 0.00 0.00 0.00 E.2 0.0 0.0 None 0.00 0.00 0.00 E.4 0.0 0.0 None 0.00 0.00 0.00 E/W Direction New Drawing GL N/S Direction Current Holddown What to add? Added Wood Member 14 of 100 1327 S Grand Ave 12/12/2024 Footing Properties Reference Detail in Original Drawings Footing Width Footing Depth Footing Length FTG. Stem Wall Width FTG. Stem Wall Depth Footing volume Footing Weight [-][in][in][ft][in][in][ft3][kip] 1.A 2/S3 12 12 16.25 8 12 27.1 4.06 1.B 1/S3 12 12 24.08 8 12 40.1 6.02 1.5 3/S3 12 24 31.58 0 0 63.2 11.31 2.1 New 54 30 31.00 8 12 369.4 55.41 2.2 New 54 30 31.00 8 12 369.4 55.41 3 G&H/S5 30 54 31.00 0 0 348.8 52.31 3 1/S3 12 12 24.33 8 12 40.6 6.08 3.5 New 36 24 23.25 6 12 151.1 22.67 6.2 B/S5 12 12 18.42 6 24 36.8 5.53 6.3 B/S5 & 2/S3 12 12 13.67 6 24 27.3 4.10 6.4 1/S3 12 12 21.58 8 12 36.0 5.40 6.5 1/S3 12 12 25.83 8 12 43.1 6.46 A.1 B/S5 & 2/S3 18 12 22.67 6 24 56.7 8.50 A.2 B/S5 18 12 34.50 6 24 86.3 12.94 A.3 B/S5 18 12 30.75 6 24 76.9 11.53 B.1 3B/S3 18 24 37.67 0 0 113.0 16.95 B.2 11B/S3 18 18 22.50 8 24 80.6 12.09 D.1 11A/S3 18 18 38.75 8 24 138.9 20.83 D.2 3A/S3 18 24 34.92 0 0 104.8 15.71 E.1 1A/S3 18 12 30.17 8 12 65.4 9.80 E.2 1A/S3 18 12 23.58 8 12 51.1 7.66 E.4 1/S3 18 12 50.33 8 12 109.1 16.36 New Drawing GL N/S Direction E/W Direction 15 of 100 1327 S Grand Ave 12/12/2024 C1C2 IO 1.1 Foundation Checks qc 7500 Overturning/Bearing Pressure MIO HIO PUD q mIO,bearing MCE,bearing DCRbearing mIO,uplift MCE,uplift DCRuplift [kip-ft][kip][kip][psf][-][kip-ft][-][-][kip-ft][-] 1.A 222 14.8 9.02 555 2 141 1.57 4 249.8 0.89 1.B 344 22.9 13.71 569 2 318 1.08 4 560.0 0.61 1.5 1402 93.5 17.74 562 2 539 2.60 4 952.5 1.47 2.1 1299 86.6 57.20 410 2 1725 0.75 4 3158.5 0.41 2.2 611 40.8 56.25 403 2 1697 0.36 4 3112.6 0.20 3 1280 85.3 57.14 737 2 1684 0.76 4 2846.2 0.45 3 742 49.5 13.86 569 2 324 2.29 4 571.9 1.30 3.5 1437 95.8 26.92 386 2 610 2.36 4 1123.0 1.28 6.2 192 12.8 9.85 535 2 175 1.10 4 311.0 0.62 6.3 134 8.9 7.12 521 2 94 1.43 4 167.5 0.80 6.4 272 18.2 11.51 534 2 240 1.14 4 426.3 0.64 6.5 338 22.5 14.06 544 2 350 0.97 4 620.9 0.54 A.1 395 26.3 25.77 758 2 555 0.71 4 932.0 0.42 A.2 621 41.4 40.09 775 2 1312 0.47 4 2194.8 0.28 A.3 550 36.6 35.55 771 2 1037 0.53 4 1737.0 0.32 B.1 1880 125.3 57.60 1020 2 2022 0.93 4 3159.6 0.60 B.2 1145 76.3 43.80 1298 2 900 1.27 4 1288.9 0.89 D.1 1344 89.6 61.62 1060 2 2219 0.61 4 3425.5 0.39 D.2 1204 80.3 52.25 998 2 1703 0.71 4 2678.1 0.45 E.1 248 16.5 30.59 676 2 881 0.28 4 1512.9 0.16 E.2 190 12.7 23.59 667 2 532 0.36 4 914.9 0.21 E.4 425 28.3 52.03 689 2 2498 0.17 4 4275.0 0.10 *where DCR for bearing and uplift are greater than 1.0, additional calculations are provided that reduce conservatism see sample calculations for additional information New Drawing GL N/S Direction E/W Direction 16 of 100 1327 S Grand Ave 12/12/2024 Foundation Checks Overturning/Bearing Pressure MLS HLS PUD q mLS, bearing MCE,bearing DCRbearing mLS, uplift MCE,uplift DCRuplift Padd d Mrestoring, add MCE,uplift DCRuplift [kip-ft][kip][kip][psf][-][kip-ft][-][-][kip-ft][-][kip][ft][kip-ft][kip-ft] 1.A 473.4 31.6 9.02 555 3 211.8 2.24 6 342.1 1.38 42.45 6 254.7 1529 0.31 1.B 733.6 48.9 13.71 569 3 476.3 1.54 6 764.8 0.96 1.5 2988.6 199.2 17.74 562 3 808.7 3.70 6 1303.0 2.29 2.1 2768.4 184.6 57.20 410 3 2587.0 1.07 6 4447.0 0.62 2.2 1302.8 86.9 56.25 403 3 2545.4 0.51 6 4387.7 0.30 3 2727.6 181.8 57.14 737 3 2526.5 1.08 6 3746.9 0.73 3 1581.6 105.4 13.86 569 3 486.5 3.25 6 781.1 2.02 8 22.6 180.8 1619 0.98 3.5 3062.6 204.2 26.92 386 3 914.7 3.35 6 1587.9 1.93 15 34 510 4175 0.73 6.2 409.8 27.3 9.85 535 3 262.3 1.56 6 427.7 0.96 6.3 286.1 19.1 7.12 521 3 140.8 2.03 6 231.0 1.24 6.4 580.4 38.7 11.51 534 3 359.5 1.61 6 586.5 0.99 6.5 720.6 48.0 14.06 544 3 524.9 1.37 6 852.3 0.85 A.1 842.0 56.1 25.77 758 3 831.8 1.01 6 1221.0 0.69 A.2 1324.1 88.3 40.09 775 3 1967.6 0.67 6 2863.6 0.46 A.3 1171.3 78.1 35.55 771 3 1555.6 0.75 6 2268.5 0.52 B.1 4006.6 267.1 57.60 1020 3 3033.3 1.32 6 3854.6 1.04 B.2 2439.6 162.6 43.80 1298 3 1350.4 1.81 6 1421.7 1.72 10 28 361.58 2464 0.99 D.1 2864.3 191.0 61.62 1060 3 3328.6 0.86 6 4125.7 0.69 D.2 2565.6 171.0 52.25 998 3 2554.6 1.00 6 3289.1 0.78 E.1 528.1 35.2 30.59 676 3 1321.9 0.40 6 2019.8 0.26 E.2 404.6 27.0 23.59 667 3 797.5 0.51 6 1223.9 0.33 E.4 906.1 60.4 52.03 689 3 3747.7 0.24 6 5690.7 0.16 3.9796875 New Drawing GL N/S Direction E/W Direction 17 of 100 1327 S Grand Ave 12/12/2024 f 0.25 Foundation Checks Sliding HLS PUD PuD*f*(Cv+ 1)mLS DCRslide HIO PUD PuD*f*(Cv +1)mIO DCRslide [kip][kip][kip][-][-][kip][kip][kip][-][-] 1.A 31.6 9.9 4.96 8 0.80 14.8 9.9 4.96 5 0.60 1.B 48.9 15.1 7.54 8 0.81 22.9 15.1 7.54 5 0.61 1.5 199.2 54.5 27.27 8 0.91 93.5 54.5 27.27 5 0.69 *PUD includes dead load of grade beam + 5 ft width of SOG 2.1 184.6 62.9 31.46 8 0.73 86.6 62.9 31.46 5 0.55 2.2 86.9 61.9 30.94 8 0.35 40.8 61.9 30.94 5 0.26 3 181.8 62.9 31.43 8 0.72 85.3 62.9 31.43 5 0.54 3 105.4 28.0 14.00 8 0.94 49.5 28.0 14.00 5 0.71 *PUD includes dead load of grade beam + 5 ft width of SOG 3.5 204.2 52.8 26.39 8 0.97 95.8 52.8 26.39 5 0.73 *PUD includes dead load of 3ft slab width each side of wall 6.2 27.3 10.8 5.42 8 0.63 12.8 10.8 5.42 5 0.47 6.3 19.1 7.8 3.91 8 0.61 8.9 7.8 3.91 5 0.46 6.4 38.7 12.7 6.33 8 0.76 18.2 12.7 6.33 5 0.57 6.5 48.0 15.5 7.73 8 0.78 22.5 15.5 7.73 5 0.58 A.1 56.1 28.3 14.17 8 0.50 26.3 28.3 14.17 5 0.37 A.2 88.3 44.1 22.05 8 0.50 41.4 44.1 22.05 5 0.38 A.3 78.1 39.1 19.55 8 0.50 36.6 39.1 19.55 5 0.37 B.1 267.1 63.4 31.68 8 1.05 125.3 63.4 31.68 5 0.79 B.2 162.6 48.2 24.09 8 0.84 76.3 48.2 24.09 5 0.63 D.1 191.0 67.8 33.89 8 0.70 89.6 67.8 33.89 5 0.53 D.2 171.0 57.5 28.74 8 0.74 80.3 57.5 28.74 5 0.56 E.1 35.2 33.7 16.83 8 0.26 16.5 33.7 16.83 5 0.20 E.2 27.0 26.0 12.98 8 0.26 12.7 26.0 12.98 5 0.20 E.4 60.4 57.2 28.62 8 0.26 28.3 57.2 28.62 5 0.20 New Drawing GL N/S Direction E/W Direction 18 of 100 1327 S Grand Ave 12/12/2024 The following calculations are example calculation to explain each step of calculations performed but not shown in the Retrofit Shear Wall Check Spreadsheet. It uses the row with shear wall on GL 1.5 (new drawing GL). Shear Wall Loads and Checks The demands on each shear wall were allocated based on the tributary load which was determined by taking the tributary area of each shear wall line and distributing the entire building base shear proportionally. Shear wall lines with multiple shear walls with the same sheathing were assumed to distribute shear to each wall proportional to their length. Shear wall lines with dissimilar sheathing on each wall were assumed to distribute shear based on wall stiffness. See example shear distribution calculation below: GL Tributary Area ≔AT =+⋅―――2 4 .5 f tftftft 2 1 00 .5 f tftftft ⋅―――3 6.1 8 f tftftft 2 10 0.5 f tftftft 3 0 4 9 f tftftft 2 Area tributary to GL 1.5 GL Tributary Shear Load (LS) ≔V LS 11 01 .1 k i pkipkipkip Building Base Shear in NS direction, from "Tier 2" Excel Calcs ≔Abu i ld i n g 1 6 8 4 8 f tftftft 2 Total building area ≔V LS _T =⋅――― AT Abu i ld i n g V LS 1 99 .2 7 8 k i pkipkipkip LS Shear Force on GL 1.5 GL Tributary Shear Load (IO) ≔V I O 51 6.7 k i pkipkipkip Building Base Shear in NS direction, from "Tier 2" Excel Calcs ≔V I O _T =⋅――― AT Abu i ld i n g V I O 9 3 .5 1 3 k i pkipkipkip LS Shear Force on GL 1.5 The shear wall type is matched with the table below. It details the plywood thickness, number of sides sheathed, nailing patterns, 41-17 m factors, 41-17 capacities, and where applicable, the stiffness of the walls. 19 of 100 1327 S Grand Ave 12/12/2024 Types 1-5 in the table above represent the existing building shear walls and Types 6-10 represent the retrofitted shear wall capacity. The m-factors come from ASCE 41-17 Table 12-3. All walls but type 5 are plywood sheathed (wood structural panel sheathing or siding) with a height to width ratio less than or equal to 3.5. Therefore the Life Safety and Immediate Occupancy m-factors are 3.8 and 1.7 respectively. Type 5 is Gypsum wallboard with a height-to-width ratio less than 1.0. Therefore the Life Safety and Immediate Occupancy m-factors are 4.7 and 1.9 respectively. No shear walls above the height-to-width ratios were credited as contributing to the SFRS. As the shear wall on GL 1.5 is an unretrofitted, Type 3 wall, the calculations for the shear wall capacity are shown below: ≔v s =⋅2 8 60 p l fplfplfplf 1 7 2 0 p l fplfplfplf Capacity per SDPWS 2015 Table 4.3A The capacities of the 3/8" plywood walls were increased to 1/2" plywood walls with the same nails and fastener spacing per footnote 2 of Table 4.3A. Life safety capacity ＝v L S ⋅⋅⋅⋅ϕ m LS F y 0 .9 v s ≔ϕ 1.0 LRFD resistance factor, 1.0 per 41-17 12.2.2.5.1 ≔m LS 3.8 41-17 m-factors, per 41-17 Table 12-3 ≔F y 1.5 Expected strength factor, per 41-17 12.3.2.2.1 0.9 Reduction factor for 2" studs per 41-17 12.4.3.6.2 20 of 100 1327 S Grand Ave 12/12/2024 ≔v L S =⋅⋅⋅⋅ϕ m L S F y 0 .9 v s 8 82 3.6 p l fplfplfplf Immediate Occupancy capacity ＝v I O ⋅⋅⋅⋅ϕ m I O F y 0 .9 v s ≔m I O 1 .7 41-17 m-factors, per 41-17 Table 12-3 ≔v I O =⋅⋅⋅⋅ϕ m I O F y 0.9 v s 39 4 7 .4 p l fplfplfplf Shear Wall Shear Capacity Check Life Safety ≔L s w 30 .5 8 f tftftft Length of shear wall on GL 1.5 ≔v u _LS =―― V LS _T L sw 6 51 7 p l fplfplfplf Unit Shear Demand on GL 1.5 shear wall ≔D C R LS =―― v u _L S v LS 0 .7 3 9 Immediate Occupancy ≔v u _I O =―― VI O _T L sw 30 5 8 p l fplfplfplf Unit Shear Demand on GL 1.5 shear wall ≔D C R I O =―― v u _I O v I O 0 .7 75 21 of 100 1327 S Grand Ave 12/12/2024 Shear Wall Overturning Checks Loading ≔br oof 2 f tftftft Tributary area of roof bearing on shear wall ≔D L 3 0 p s fpsfpsfpsf Roof dead load, see "Mass Take Off" ≔w D _r oof =⋅br oo f D L 6 0 p l fplfplfplf Tributary roof dead load acting on wall ≔w D _w a l l 15 0 p l fplfplfplf Wall linear self-weight for interior wall, see "Mass Take Off" ≔w D =+w D _r oof w D _wa ll 2 1 0 p l fplfplfplf Restoring linear dead loads acting on wall =⋅0 .9 w D 1 89 p l fplfplfplf Overturning Demands Life Safety ＝M O T _L S ⋅VLS _T ―――― h r oof ⋅C 1 C 2 μO T 41-17 Eq. 7-6 ≔h r oof 1 5 f tftftft height of the building roof ≔C 1 C 2 1.4 Modification Factor, Life Safety ≔μO T 8 .0 Overturning reduction factor from 41-17 Eq. 7-6 ≔M O T _L S =⋅VLS _T ―――― h r oof ⋅C 1C 2 μO T 2 67 ⋅k i pkipkipkip f tftftft Immediate Occupancy ＝M O T _I O ⋅VI O _T ―――― h r oof ⋅C 1C 2 μO T 41-17 Eq. 7-6 ≔C 1 C 2 1.1 Modification Factor, Immediate Occupancy ≔μO T 4 .0 Overturning reduction factor from 41-17 Eq. 7-6 22 of 100 1327 S Grand Ave 12/12/2024 ≔M O T _I O =⋅V I O _T ―――― h r oof ⋅C 1 C 2 μO T 31 9 ⋅k i pkipkipkip f tftftft Restoring Moment ≔M S T =⋅w D ―― L sw 2 2 9 8.1 8 9 ⋅k i pkipkipkip f tftftft Check overturning 41-17 Eq. 7-6 ≔D C R LS =――― M O T _LS ⋅0 .9 M S T 3 .02 ≔D C R I O =――― M O T _I O ⋅0 .9 M S T 3 .6 07 Where overturning DCRs are less than 1.0 for both Life Safety and Immediate Occupancy, there is no net uplift and hold-downs are not required. Where the overturning DCR is greater than 1.0 for either or both performance objectives, hold-downs must be designed to satisfy the requirements of 41-17 shown below: Hold-downs should be designed as force-controlled components. See the next section for the hold-down design. 23 of 100 1327 S Grand Ave 12/12/2024 Hold-down Design and Checks As stated above, hold-downs should be designed as force-controlled components. Force-controlled demands are determined using the following equation: To determine the force controlled action on the hold-downs, the above equation can be rearranged as: ＝F H D ――――― -――― ⋅χ M O T ⋅C 1C 2 J M S T L s w ≔χ 1 .0 J is taken as the smallest DCR Hold-down demand ≔J LS =⋅0 .7 4 m L S 2.8 1 2 0.74 was the LS DCR of shear wall 1.5 ≔C 1 C 2 _LS 1 .4 ≔J I O =⋅0 .7 7 m I O 1 .3 0 9 ≔C 1 C 2 _I O 1 .1 24 of 100 1327 S Grand Ave 12/12/2024 ≔F H D =m a x ⎛ ⎜ ⎜ ⎜⎝ ,――――――― -―――― ⋅χ M O T _LS ⋅C 1C 2 _L S J LS M S T L sw ――――――― -―――― ⋅χ M O T _I O ⋅C 1C 2 _I O J I O M S T L s w ⎞ ⎟ ⎟ ⎟⎠ 4 .0 2 9 k i pkipkipkip The resulting hold-down demand is 4.03 kip. The GL 1.5 wall already has existing HD6 hold-downs. The allowable capacity of the hold-down is 5.41 kips (see Simpson Catalogue below). For existing shear walls that require a new hold-down, the capacity is taken as the lesser of the 41-17 hold-down capacity and the anchorage strength of the post-installed rod. The 41-17 lower bound capacity is determined by taking the ASD allowable capacity listed in the Simpson catalogue, and adjusting it per the equation below: ＝T LB ――――― ⋅⋅⋅T a F S L B κ C D ≔F S 2 .5 Simpson designated safety factor on hold-downs ≔L B 0.8 5 41-17 lower bound adjustment factor ≔C D 1 .6 Load duration factor for seismic, from NDS 2015 ≔κ 1 .0 41-17 Knowledge factor, 1.0 for new components For anchorage strength of post-installed rods, see Hilti report 25 of 100 1327 S Grand Ave 12/12/2024 Foundation Checks Overturning Checks/Bearing Pressure The foundations were check according to 41-17 Chapter 8 Section 8.4.2.3 Shallow Footings Considered Rigid (Method 1). The overturning demands were calculated from the shear wall shear and the roof height, as was done for previous sections ≔M LS =⋅V LS _T h r o of 2 9 8 9 ⋅k i pkipkipkip f tftftft ≔M I O =⋅V I O _T h r oof 1 4 0 3 ⋅k i pkipkipkip f tftftft The gravity load acting on the foundation for the overturning checks is the tributary weight of the roof, the self-weight of the wall, and the self weight of the foundation ≔P UD =⎛⎝+⋅w D L s w 1 1 .3 1 k i pkipkipkip ⎞⎠1 7.73 2 k i pkipkipkip 11.31 kip is the self-weight of the foundation at GL 1.5 The moment capacity is determined using the following equation: ＝M C E ⋅―――― ⋅⋅m L f P U D 2 ⎛ ⎜ ⎝ -1 ――――q ⋅⎛⎝+1 C v ⎞⎠qc ⎞ ⎟ ⎠ 41-17 Equation 8-10 The term (1+Cv) above is a modification to Eqn 8-10 above permitted by 41-17 for the upper bound capacity of the foundation. The upper bound capacity is then compared to the overturning demand. The m-factor is also included in the capacity within the spreadsheet. ≔L f 31 .5 8 f tftftft Length of shear wall footing ＝q ―― P UD ⋅bf Lf Bearing pressure due to gravity loads only 26 of 100 1327 S Grand Ave 12/12/2024 ≔bf 1 2 i nininin Width of footing ≔q =―― P UD ⋅bf L f 5 6 1 .4 88 p s fpsfpsfpsf ≔qa 2 5 00 p s fpsfpsfpsf allowable bearing pressure per geotechnical report ≔qc =⋅3 qa 7 5 0 0 p s fpsfpsfpsf 41-17 Bearing Capacity, Eqn 8-1 ≔C v 1 .0 The m-factors are given in 41-17 Section 8.4.2.3.2. The m-factors shown below are for overturning. ≔m I O 2 .0 ≔m LS 3.0 ≔M C E _I O =⋅――――― ⋅⋅m I O L f P UD 2 ⎛ ⎜ ⎝ -1 ――――q ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎠ 5 3 9 ⋅k i pkipkipkip f tftftft ≔M C E _LS =⋅――――― ⋅⋅m LS L f P U D 2 ⎛ ⎜ ⎝ -1 ――――q ⋅⎛⎝+1 C v ⎞⎠qc ⎞ ⎟ ⎠ 8 09 ⋅k i pkipkipkip f tftftft Check foundation overturning ≔D C R be a r i n g_I O =――― M I O M C E _I O 2.6 0 2 ≔D C R be a r i n g_L S =――― M L S M C E _LS 3 .69 7 The above DCRs are greater than 1.0, but 41-17 allows the m factors to be increased where uplift is present (foundation fails overturning check) in order to satisfy the foundation bearing/overturning. The m-factor is also applied to the restoring dead load. Check foundation uplift ≔m I O _u p l i f t 4.0 ≔m LS _u p li f t 6.0 27 of 100 1327 S Grand Ave 12/12/2024 ≔M C E _I O =⋅―――――― ⋅⋅m I O _u p li f t Lf P UD 2 ⎛ ⎜ ⎝ -1 ―――― ⋅m I O _u p li f t q ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎠ 95 2 ⋅k i pkipkipkip f tftftft ≔M C E _LS =⋅―――――― ⋅⋅m LS _u p li f t Lf P U D 2 ⎛ ⎜ ⎝ -1 ―――― ⋅m LS _u p li f t q ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎠ 13 03 ⋅k i pkipkipkip f tftftft ≔D C R be a r i n g_I O =――― M I O M C E _I O 1.4 7 3 ≔D C R be a r i n g_L S =――― M L S M C E _LS 2 .29 5 These DCRs are also greater than 1.0, however they are smaller. We judge foundation 1.5 to be ok as it frames into highly vertically loaded shear walls on both sides that would prevent the foundation from uplifting or overturning. The restoring action of these shear walls is not taken into account above. Shear wall 6.3 also has a DCR greater than 1.0 for uplift, but is also connected to a highly vertically loaded shear wall. We deem this shear wall ok for the reasons above. Shear walls 1.A, 3.A, 3.5, and B.2 all also have DCRs greater than 1 considering the weight of the shear walls and footings alone. However, these foundations are connected to additional elements that also provide restraint similar to the crosswalks for the two cases described above. These are shown immediately to the right of the DCR in the excel table. P a d d The additional load added from the connected elements of the foundation d The distance away the additional load acts ＝M r est or i n g _a d d ⋅P a d d d Additional restoring moment on the foundation ＝M C E _LS +⋅m LS _u p li f t M r e s t or i n g_a d d ⋅―――――― ⋅⋅m LS _u p li f t Lf P UD 2 ⎛ ⎜ ⎜ ⎜⎝ -1 ――――――― ⋅m LS _u p li f t ⎛ ⎜ ⎝ +q ―― P a d d ⋅L f bf ⎞ ⎟ ⎠ ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎟ ⎟⎠ The additional load for each wall is described below: 1.A has an additional load from the roof girder on GL B that frames into it 3.A has additional loads from the orthogonal foundations at each end of the wall 3.5 has additional loads from the orthogonal foundations at each end of the wall B.2 has additional loads from the orthogonal GL on one end and the end reaction of wall B.1 transferred by the footing in between 28 of 100 1327 S Grand Ave 12/12/2024 Foundation Checks Sliding The shear demand and ultimate dead load are as described above. The ultimate dead load P_UD for GL 1.5 can be increased for sliding to account for the grade beam and some tributary with of slab over the grade beam and adjacent to the shear wall ≔H LS =VLS _T 1 9 9 .2 78 k i pkipkipkip ≔H I O =VI O _T 9 3 .5 13 k i pkipkipkip ＝P UD _s li d e 1 .1 ⎛⎝+++P UD P gb P gb_sla b P sla b⎞⎠ ≔P gb =⋅⋅⋅1 2 i nininin 1 2 i nininin 1 5 0 p c fpcfpcfpcf 67 .7 5 f tftftft 1 0 .1 63 k i pkipkipkip This is the weight from the 12"x12" grade beam that extends down GL 1.5 ≔P gb_sla b =⋅⋅⋅4 i nininin 5 f tftftft 15 0 p c fpcfpcfpcf 6 7 .7 5 f tftftft 16 .93 8 k i pkipkipkip This is the weight from a 5' tributary width of the slab over the grade beam ≔P s la b =⋅⋅⋅4 i nininin 3 f tftftft 1 5 0 p c fpcfpcfpcf L f 4 .7 3 7 k i pkipkipkip This is the weight from a 3' tributary width of the slab adjacent to the foundation ≔P UD _s li d e =1 .1 ⎛⎝+++P UD P g b P g b_sl a b P sl a b⎞⎠5 4 .5 26 k i pkipkipkip Compute Foundation Sliding Capacity ＝H C E ⋅⋅P UD f ⎛⎝+C v 1⎞⎠ ≔f 0 .25 foundation coefficient of friction per geotech report 41-17 allows the sliding capacity to be increased by 1+C_v for an upper bound capacity 29 of 100 1327 S Grand Ave 12/12/2024 ≔H C E =⋅⋅P U D _sli d e f ⎛⎝+C v 1 ⎞⎠2 7 .26 3 k i pkipkipkip m-factors are taken per Table 8-3 ≔m LS 8 ≔m I O 5 Compute Sliding DCR ≔D C R LS =―――― H LS ⋅m LS H C E 0.9 1 4 ≔D C R LS =―――― H I O ⋅m I O H C E 0.6 8 6 30 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 1 12/19/2023 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 Item number: not available (element) / 2334276 HIT-HY 200-R V3 (adhesive) Effective embedment depth: hef,act = 12.500 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-4868 Issued I Valid: 11/1/2022 | 11/1/2024 Proof: Design Method ACI 318-19 / Chem Stand-off installation: Profile: Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 24.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) Geometry [in.] & Loading [lb, in.lb] 31 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 2 12/19/2023 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 2,900; Vx = 0; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 100 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,900 0 0 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*2,900 9,832 30 OK Bond Strength**2,900 4,976 59 OK Sustained Tension Load Bond Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,900 2,907 100 OK * highest loaded anchor **anchor group (anchors in tension) 32 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 3 12/19/2023 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4868 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.23 58,000 Calculations Nsa [lb] 13,110 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 13,110 0.750 9,832 2,900 33 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 4 12/19/2023 3.2 Bond Strength Na = (ANa ANa0)y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1a) f Na ³ Nua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ed,Na = 0.7 + 0.3 (ca,min cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac , cNa cac )£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b) Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]aoverhead t k,c [psi] 2,220 0.625 12.500 2.750 1.000 1,170 cac [in.]l a aN,seis 28.151 1.000 0.990 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 8.839 141.42 312.50 0.793 y cp,Na Nba [lb] 1.000 28,429 Results Na [lb]f bond f seismic f nonductile f Na [lb]Nua [lb] 10,207 0.650 0.750 1.000 4,976 2,900 34 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 5 12/19/2023 3.3 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 12.500 2.750 1.000 28.151 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 300.00 1,406.25 0.744 1.000 37,565 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 5,962 0.650 0.750 1.000 2,907 2,900 35 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 6 12/19/2023 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*N/A N/A N/A N/A Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength (Bond Strength controls)*N/A N/A N/A N/A Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 36 of 100 1327 S Grand Ave 12/12/2024 GRADE BEAM DESIGN 37 of 100 1327 S Grand Ave 12/12/2024 Gridline 2 Grade Beam Design To get a realistic grade beam demand, we reduce the elastic base shear by the m-factor of the shear walls, compute the maximum grade beam demand with a model using compression- only soil springs, then scale the resulting demand by the m-factor for shear walls. ≔V B S E 1 E 1 27 .4 k i pkipkipkip ≔V B S E 2 E 27 1 .4 k i pkipkipkip ≔m I O 1 .7 ≔m LS 3 .8 =――― VB S E 1E m I O 7 4 .94 1 k i pkipkipkip =――― VB S E 2E m LS 7 1 .42 1 k i pkipkipkip ≔V =m a x ⎛ ⎜ ⎝ ,――― VB S E 1 E m I O ――― V B S E 2E m L S ⎞ ⎟ ⎠ 7 4 .9 41 k i pkipkipkip ≔M B S E 1E =⋅⋅m I O 2 3 5 k i pkipkipkip f tftftft 39 9.5 ⋅k i pkipkipkip f tftftft ≔M B S E 2E =⋅⋅m LS 2 3 5 k i pkipkipkip f tftftft 8 93 ⋅k i pkipkipkip f tftftft ≔V u 1E =⋅m I O 1 04 k i pkipkipkip 1 7 6 .8 k i pkipkipkip ≔V u 2E =⋅m LS 1 04 k i pkipkipkip 39 5 .2 k i pkipkipkip Bending Capacity Check (32"x24" grade beam with (6) #8 T&B and #5 ties @ 6") 38 of 100 1327 S Grand Ave 12/12/2024 ≔f 'c 4 k s iksiksiksi ≔f 'ce =⋅1.5 f 'c 6 k s iksiksiksi ≔f y 6 0 k s iksiksiksi ≔f y e =⋅1 .2 5 f y 75 k s iksiksiksi ≔b 3 2 i nininin ≔d =---2 4 i nininin 3 i nininin 0 .6 25 i nininin 0 .5 i nininin 1 9.87 5 i nininin ≔As =⋅6 0 .79 i nininin 2 4 .7 4 i nininin 2 ≔a =―――― ⋅As f y ⋅⋅0.8 5 f 'c b 2 .6 1 4 i nininin ≔M n e =⋅⋅As f y ⎛ ⎜⎝ -d ―a 2 ⎞ ⎟⎠ 44 0 .0 6 2 ⋅k i pkipkipkip f tftftft ≔m bI O 3 (ASCE 41-17, Table 10-13) ≔m bLS 6 ≔D C R I O =―――― M B S E 1 E ⋅m bI O M n e 0 .3 0 3 ≔D C R LS =―――― M B S E 2E ⋅m bLS M n e 0.3 3 8 Shear Capacity Check (as force controlled action) ≔V c =⋅⋅⋅⋅2 ‾‾‾‾ ―― f 'c p s ipsipsipsi p s ipsipsipsi b d 80 .4 4 8 k i pkipkipkip ≔Av s =⋅2 0 .3 1 i nininin 2 0.6 2 i nininin 2 ≔s 6 i nininin ≔V s =――― ⋅⋅f y Avs d s 1 23 .2 2 5 k i pkipkipkip ≔V n =+Vc Vs 2 0 3 .6 7 3 k i pkipkipkip ≔J 2 ≔χ 1 .3 ≔C 1 C 2 I O 1 .1 39 of 100 1327 S Grand Ave 12/12/2024 ≔C 1 C 2 LS 1 .4 ≔D C R I O =――――― ⋅χ Vu 1E ⋅⋅C 1 C 2 I O J Vn 0 .5 1 3 ≔D C R LS =――――― ⋅χ V u 2 E ⋅⋅C 1 C 2LS J V n 0.9 0 1 Gridline 3.5 Grade Beam Design ≔V B S E 1 E 9 5.8 k i pkipkipkip ≔V B S E 2 E 20 4 .2 k i pkipkipkip Conservative free body diagram to compute grade beam demands. ≔R B S E 1 E =⋅VB S E 1 E ―――1 5 f tftftft 1 2.5 f tftftft 11 4.9 6 k i pkipkipkip ≔R B S E 2 E =⋅VB S E 2 E ―――1 5 f tftftft 1 2.5 f tftftft 24 5.0 4 k i pkipkipkip ≔M B S E 1E =⋅R B S E 1E 1 2.5 f tftftft ⎛⎝⋅1 .4 3 7 10 3 ⎞⎠⋅k i pkipkipkip f tftftft ≔M B S E 2E =⋅R B S E 2E 1 2.5 f tftftft ⎛⎝⋅3 .0 6 3 10 3 ⎞⎠⋅k i pkipkipkip f tftftft ≔V u 1E R B S E 1 E ≔V 2E R B S E 2 E Bending Capacity Check (36"x24" grade beam with (8) #8 T&B and #5 ties @ 6") ≔b 3 6 i nininin ≔d =---2 4 i nininin 3 i nininin 0 .6 25 i nininin 0 .5 i nininin 1 9.87 5 i nininin 40 of 100 1327 S Grand Ave 12/12/2024 ≔As =⋅8 0 .79 i nininin 2 6 .3 2 i nininin 2 ≔a =―――― ⋅As f y ⋅⋅0.8 5 f 'c b 3 .0 9 8 i nininin ≔M n e =⋅⋅As f y ⎛ ⎜⎝ -d ―a 2 ⎞ ⎟⎠ 57 9 .1 0 1 ⋅k i pkipkipkip f tftftft ≔m bI O 3 (ASCE 41-17, Table 10-13) ≔m bLS 6 ≔D C R I O =―――― M B S E 1 E ⋅m bI O M n e 0 .8 2 7 ≔D C R LS =―――― M B S E 2E ⋅m bLS M n e 0.8 8 2 Shear Capacity Check (as force controlled action) ≔V c =⋅⋅⋅⋅2 ‾‾‾‾ ―― f 'c p s ipsipsipsi p s ipsipsipsi b d 90 .5 0 4 k i pkipkipkip ≔Av s =⋅2 0 .3 1 i nininin 2 0.6 2 i nininin 2 ≔s 6 i nininin ≔V s =――― ⋅⋅f y Avs d s 1 23 .2 2 5 k i pkipkipkip ≔V n =+Vc Vs 2 1 3 .7 2 9 k i pkipkipkip ≔J 2 ≔χ 1 .3 ≔C 1 C 2 I O 1 .1 ≔C 1 C 2 LS 1 .4 ≔D C R I O =――――― ⋅χ Vu 1E ⋅⋅C 1 C 2 I O J Vn 0 .3 1 8 ≔D C R LS =――――― ⋅χ V u 2 E ⋅⋅C 1 C 2LS J V n 0.8 5 8 ≔Av m i n =⋅⋅0.0 02 5 b s 0.5 4 i nininin 2 =Av s 0 .6 2 i nininin 2 41 of 100 1327 S Grand Ave 12/12/2024 GEOTECHNICAL REPORT 42 of 100 1327 S Grand Ave 12/12/2024 GEOTECHNICAL INVESTIGATION FOR SOUTHERN CALIFONIA EDISON SANTA ANA SERVICE CENTER IMPROVEMENTS SANTA ANA, CALIFORNIA OCTOBER 25, 2019 PROJECT NO. 3.31634 Prepared By: SIERRA GEOTECHNICAL SERVICES, INC. www.sgsi.us 43 of 100 1327 S Grand Ave 12/12/2024 TABLE OF CONTENTS PAGE 1. PURPOSE AND SCOPE ........................................................................................................................... 1 2. PROPOSED DEVELOPMENT ............................................................................................................... 1 3. SITE DESCRIPTION ................................................................................................................................ 2 4. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS .......................................................... 2 5. REGIONAL GEOLOGY ............................................................................................................................ 2 6. SUBURFACE CONDITIONS .................................................................................................................. 2 6.1 General Site Soil Conditions ............................................................................................ 3 6.2 Groundwater .......................................................................................................................... 3 7. FAULTING ................................................................................................................................................... 4 7.1 San Joaquin Hills Thrust .................................................................................................... 4 8. SEISMIC DESIGN CRITERIA ................................................................................................................. 4 9. SECONDARY EARTHQUAKE EFFECTS ........................................................................................... 5 9.1 Shallow Ground Rupture .................................................................................................. 5 9.2 Soil Lurching .......................................................................................................................... 6 9.3 Liquefaction and Dynamic Settlement ........................................................................ 6 9.4 Lateral Spreading ................................................................................................................. 6 10. EXPANSIVE SOILS ................................................................................................................................ 7 11. FLOOD HAZARDS ................................................................................................................................. 7 12. TSUNAMIS ............................................................................................................................................... 7 13. LANDSLIDES .......................................................................................................................................... 7 14. CONCLUSIONS ....................................................................................................................................... 8 15. RECOMMENDATIONS ........................................................................................................................ 8 15.1 Plan and Specification Review .................................................................................... 9 15.2 Earthwork ............................................................................................................................ 9 15.2.1 Site Preparation ................................................................................................. 10 15.3 Excavation ........................................................................................................................... 10 15.3.1 Construction Considerations ....................................................................... 11 15.4 Foundations ........................................................................................................................ 11 15.5 Foundation Construction .............................................................................................. 12 44 of 100 1327 S Grand Ave 12/12/2024 TABLE OF CONTENTS CONTINUED 15.6 Foundation Setback ......................................................................................................... 13 15.7 Concrete Slab-on-Grade Floors .................................................................................. 13 16. PAVEMENT RECOMMENDATIONS ............................................................................................... 14 17. CORROSION POTENTIAL .................................................................................................................. 15 18. QUALITY CONTROL ............................................................................................................................ 16 19. DRAINAGE ............................................................................................................................................... 16 20. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION ............... 16 21. LIMITATIONS ......................................................................................................................................... 17 22. REFERENCES ......................................................................................................................................... 18 LIST OF ATTACHMENTS FIGURE 1 VICINTY MAP FIGURE 2 REGIONAL MAP FIGURE 3 SUBSURFACE LOCATION MAP APPENDICES APPENDIX A EXPLORATORY BORING AND CPT LOGS AND RESULTS APPENDIX B LABORATORY TESTING APPENDIX C GENERAL EARTHWORK AND GRADING RECOMMENDATIONS 45 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 1 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed truck canopy and prefabricated logistics building additions, to be located within the grounds of the Santa Ana Service Center, located at 1241 S. Grand Avenue in Santa Ana, California (33.7326; -117.8484) (Figures 1 and 2). The purpose of this study was to obtain information on the subsurface conditions within the project area; to evaluate the competency of the soils to support the proposed structure(s); evaluate data relative to site geologic and seismic hazards; evaluate data relative to foundation design; and provide conclusions and geotechnical recommendations for grading, foundation design, and construction of the proposed structure(s) as influenced by subsurface conditions. Specifically, our scope of work consisted of:  A review of readily available published and unpublished geotechnical literature, topographic maps, geologic maps, fault maps, and aerial photographs.  Coordination of utility mark-out, and a subsurface field investigation consisting of two small diameter borings and two cone penetration tests (CPT) to 50 feet below the surface.  Laboratory testing of representative soil samples obtained during our field investigation to evaluate soil properties for design purposes.  Geologic and geotechnical evaluation and analysis of the collected field and laboratory data.  Preparation of this written report presenting the results of our findings, conclusions, geotechnical recommendations, and construction considerations for the proposed development. 2. PROPOSED DEVELOPMENT Based upon a review of project architectural plans provided by Elements Architecture dated 9/30/2019, and Preliminary Grading Plan prepared by KHS Associates, dated 10/1/2019, the proposed project will include construction of an approximate 4,656 SF Logistics Building, and a nineteen-foot-tall, 6,480 sf Truck Canopy. 46 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 2 The proposed improvements will include excavations for the foundation areas, utility improvement, and paving. The structures are expected to sit at or near existing grades. Foundations will likely include shallow conventional pad and continuous perimeter footings for the Logistics Building Neither subterranean/basement levels or retaining walls are not anticipated. SGSI should review foundation plans once complete to assure conformance with the design recommendations in this report. 3. SITE DESCRIPTION The improvement areas are to be located near the center of the SCE Santa Ana substation which is located at 1241 S. Grand Avenue Boulevard, approximately 0.17 mi southeast of the intersection of E. McFadden Avenue and S. Grand Avenue in Santa Ana, California (Figures 1 and 2). The topography is flat, and the ground surface elevation is approximately 100’ MSL. The improvements areas are paved and presently used for parking and equipment storage. Map coordinates are 33.7326; -117.8484. 4. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS Geotechnical constraints to development include the potential for strong ground shaking from an earthquakes along nearby regional faults. 5. REGIONAL GEOLOGY The subject site is located along the southern margin of the Los Angeles Sedimentary Basin within the Peninsular Ranges Geomorphic Province. The site is underlain at depth by alluvial sediments mapped as young (Holocene) alluvial fan deposits which include unconsolidated to moderately consolidated silt, sand, and cobbly sands (Morton, D.M, and F.K. Miller, 2006). 6. SUBSURFACE CONDITIONS An onsite subsurface investigation was performed in September 2019 to evaluate the general engineering characteristics of the site soils. The investigation consisted of two shallow augers to 10 feet in depth, and two Cone Penetration Tests (CPT) performed by Kehoe Testing, Inc. under subcontract with SGSI. The CPT probe was pushed to 50-foot depths at each test location in general accordance with the current ASTM standards (ASTM D5778). The CPT equipment consists of a cone penetrometer assembly mounted 47 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 3 at the end of a series of hollow sounding rods. The interior of the cone penetrometer is instrumented with strain gauges that allow the simultaneous measurement of cone tip and friction sleeve resistance during penetration. The cone penetration assembly is continuously pushed into the soil by a set of hydraulic rams at a standard rate of 0.8 inch per second while the cone tip resistance and sleeve friction resistance are recorded at approximately every 1-inch and stored in digital form. A specially designed all-wheel drive 30-ton truck provides the required reaction weight for pushing the cone assembly. The approximate locations of our subsurface explorations are provided on Figure 3. The boring and CPT logs are provided in Appendix A. 6.1 General Site Soils Conditions The results of the subsurface investigation indicate that site soils consist of shallow granular fill overlying predominantly medium stiff to stiff layers of finer-grained silts and clays interbedded, with thin layers of silty sands. Boring and CPT results are provided in Appendix A. 6.2 Groundwater Groundwater was not encountered in either the augured borings or the CPT borings performed which were “pushed” to 50-feet for this investigation. In addition, a review of California Department of Water Resources Groundwater Level records for water wells near to the site indicates that water levels are greater than 40-feet below the surface. Groundwater levels may be found at the following links.  http://wdl.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cf m?CFGRIDKEY=5795  http://wdl.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cf m?CFGRIDKEY=5796  http://wdl.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cf m?CFGRIDKEY=38724 48 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 4 Shallow wet soils from rain could however be encountered during construction depending upon the time of the year in which the site is excavated. If groundwater and/or saturated soils are encountered during site grading, SGSI should be contacted so that we may evaluate seepage/moisture conditions and provide appropriate mitigation recommendations. 7. FAULTING Based on our review, the site is not located within any “Earthquake Fault Zones” or Alquist-Priolo Hazard Zones. Recent faulting (surface rupture less than 11,000 years ago) and historic faults (surface rupture less than 200 years ago) are located regionally near the site. Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. The closest active fault to the site is the San Joaquin Hills thrust located approximately 2.93 miles to the south of the site. 7.1 SAN JOAQUIN HILLS THRUST The San Joaquin Hills thrust is a northeast-vergent blind thrust fault postulated to underlie the San Joaquin Hills in the westernmost Peninsular Ranges. This fault is likely associated with uplifted marine terraces and fold structure of San Joaquin Hills. Grant and others (2002) infer that uplifted late Holocene marsh deposits in upper Newport Bay and an emergent shoreline along the southwestern flank of San Joaquin Hills indicates tectonic uplift due to an earthquake larger than M7 sometime between AD 1635 and AD 1855. 8. SEISMIC DESIGN CRITERIA Site coordinates are 33.7326; -117.8484 and were acquired using the computer program Google Earth. Table I presents the seismic parameters for use in preparing a Design Response Spectra for the site. The site class is E, based upon the results of this investigation. 49 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 5 TABLE I SEISMIC PARAMETER RECOMMENDED VALUE Site Class E Fa 0.9 Fv 2.4 SS 1.483 S1 0.546 SMS 1.335 SM1 1.309 SDS 0.890 SD1 0.873 PGA PGAM 0.489 CRS 1.019 CR1 1.052 Occu anc Cate or II Seismic Desi n Cate or SDC D Conformance to the above criteria for strong ground shaking does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur during a large magnitude earthquake. Design of structures should comply with the requirements of the governing jurisdictions, building codes, and standard practices of the Structural Engineers Association of California. 9. SECONDARY EARTHQUAKE EFFECTS Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are discussed in the following sections. 9.1 Shallow Ground Rupture Ground surface rupture results when the movement along a fault is sufficient to cause a gap or break along the upper edge of the fault zone on the surface. Our review of available geologic literature indicated that there are no known active, potentially active, or inactive faults that transect the subject site. 50 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 6 9.2 Soil Lurching Soil lurching refers to the rolling motion on the ground surface by the passage of seismic surface waves. Effects of this nature are likely to be most severe where the thickness of soft sediments varies appreciably under structures. In its present condition, the potential for lurching at the subject site is considered low due to the overall relative density of site soils. 9.3 Liquefaction and Dynamic Settlement The project site is located within the Tustin Liquefaction Hazard Zone (Seismic Hazard Zone Report for the Tustin 7.5-Minute Quadrangle, Orange County, California, CGS, 2001). Liquefaction is characterized by a loss of shear strength in the affected soil layers, thereby causing the soil to behave as a viscous liquid. This effect may be manifested at the ground surface by settlement, sand boils, and bearing capacity failure below structures. Dynamic settlement in dry sands can occur due to densification of the sand as a result of vibration stemming from the seismic event. In order for the potential effects of liquefaction to be manifested at the ground surface, the soils generally have to be granular, loose to medium-dense and saturated relatively near the ground surface (≤ 40-feet) and must be subjected to ground shaking of a sufficient magnitude and duration. The potential for liquefaction to occur is considered very low, given the lack of a static or perched water table (See Section 6.2) and the nature of soils on-site, predominantly clay and silt. Because the liquefaction potential is considered very low, the potential for ground failures associated with liquefaction, i.e post liquefaction reconsolidation, and sand boils are also considered very low. 9.6 Lateral Spreading Lateral spreading is a type of liquefaction induced ground failure that forms on gentle slopes as a result of seismic activity and has a fluid like movement. It differs from slope failure in that complete ground failure involving large movement does not occur due to the relatively smaller gradient of the initial ground surface. Due to the site being relatively level and the lack of an adjacent free face to drive lateral spreading, the potential for lateral spreading is considered very low. 51 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 7 10. EXPANSIVE SOILS Expansive soils are soils that swell when subjected to moisture. Shrink/swell potential is the relative change in volume to be expected with changes in moisture content; that is, the extent to which the soil shrinks as it dries or swells when it gets wet. The extent of shrinking and swelling is influenced by the amount and kind of clay in the soil. Shrinking and swelling of soils causes’ damage to building foundations, roads, and other structures. Soils in the immediate vicinity of the building site consist of silty fine to coarse sands overlying lean clays and silts. Based on laboratory testing, there is a very low to low shrink/swell potential at the site. 11. FLOOD HAZARDS Based upon a review of the FEMA Flood Insurance Rate Map, 06059C0276J, effective on12/03/2009; the site is located in Zone X - outside the 0.2% annual chance flood plain. 12. TSUNAMIS Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) generated by sudden movements of the ocean bottom during submarine earthquakes, landslides, or volcanic activity. Based on a review of the Orange County, California Tsunami Inundation Maps for Emergency Planning (2009), the site is not located within a tsunami inundation area. 13. LANDSLIDES Based on our review of published landslide hazard maps, geologic maps, and aerial photographs, as well as our site reconnaissance, landslides or indications of deep-seated slope instability was not observed at the project site. Further, the site area is generally flat and there are no significant slopes in close proximity, nor are there any planned as part of the proposed project. Landslides are therefore not a design consideration. 52 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 8 14. CONCLUSIONS Based upon the results of this study, it is our opinion that geologic hazards at the site area are nominal and any future construction within, is feasible from a geologic and geotechnical standpoint. The following more explicitly summarize our findings.  The site is underlain by shallow granular fill underlain by alluvium predominantly consisting of silts and lean clays. Near surface soils will require earthwork removals and re-compaction for the planned structural improvements.  Seismic hazards at the site may be caused by ground shaking during seismic events on regional active faults.  Groundwater was not encountered in either the augured borings or the CPT borings performed for this investigation. A review of California Department of Water Resources Groundwater Level records for water wells near to the site, indicates that water levels are greater than 40-feet below the surface. Foundations are expected to be relatively shallow and therefore not interact with groundwater.  The site is located in a mapped seismic hazard zone for liquefaction. However, the potential for liquefaction to occur is considered very low, given the lack of a static or perched water table (See Section 6.2) and the nature of soils on-site, predominantly clay and silt.  Site soils encountered during our field investigation generally consist of shallow granular fills overlying alluvium consisting pof medium stiff to stiff layers of silts and clays with minor interbeds of sands with varying amounts of silt.  The subject site is situated on relatively flat terrain underlain by approximately 2- feet of relatively loose soils considered unsuitable for the support of new structural loads. These soils should be over-excavated and compacted in all structural areas.  The depth of the unsuitable soils is based upon the areas observed during the field investigation. It should be anticipated that the overall depth of the unsuitable materials exposed during construction may vary from that encountered in the test pits. Reasonably continuous construction observation and review during site grading and foundation installation allows for evaluation of the actual soil conditions and the ability to provide appropriate revisions where required during construction.  Excavations at the site will be achievable using standard earthmoving equipment. 53 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 9  Concrete in contact with the existing earth material at the site is expected to be subject to negligible sulfate and chloride exposure. However, metal components in contact with soils could be subject to corrosion due to a relatively low soil resistivity value. Cathodic protection or use of galvanized pipes and coated steel should be used. Consultation with a corrosion engineer is recommended. 15. RECOMMENDATIONS The following recommendations should be adhered to during site development. These recommendations are based on empirical and analytical methods typical of the standard of practice in California. If these recommendations appear not to cover any specific feature of the project, please contact our office for additions or revisions to the recommendations. 15.1. Plan and Specification Review Detailed plans for construction and grading were not available at the time of this report. SGSI should review grading and foundation plans prior to construction in order to verify that they are in conformance with this report; some of the recommendations contained herein may need to be revised after reviewing. 15.2 Earthwork Site grading should be observed by SGSI. Such observations are considered essential to identify field conditions that may differ from those anticipated by the investigation, to adjust design to actual field conditions, and to determine that the grading is accomplished in general accordance with the recommendations of this report. Earthwork and grading recommendations which include guidelines for site preparation fill compaction, temporary excavations, and trench backfill are provided in Appendix C. The recommendations contained in Appendix C are general grading specifications provided for typical grading projects. Some of the recommendations may not be strictly applicable to this project. The specific recommendations contained in the text of this report supersede the general recommendations in Appendix C. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly in accordance with the recommendations of this report and the specifications in Appendix C, notwithstanding the testing and observation of the geotechnical consultant. 54 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 10 15.2.1 Site Preparation Prior to grading, the proposed structural improvement areas (i.e. all structural fill, pavements areas and structural building, etc.) of the site should be cleared of surface and subsurface obstructions, including vegetation. Vegetation and debris should be disposed of offsite. Holes resulting from removal of buried obstructions, which extend below the recommended removal depths described herein or below finished site grades (whichever is lower) should be filled with properly compacted soil. Should existing underground utilities be encountered they should be completely removed and properly backfilled. Alternatively, if the utility is not within the influence zone of the foundation it may be abandoned in place by fully grouting the pipe. 15.3 Excavation Up to approximately 2 to 2 ½-feet of surficial undocumented fill soils were observed during our investigation. These soils will need to be over-excavated and removed from within all structural areas. Where not constrained at junctions with existing structures, excavations should extend to a minimum horizontal distance of at least 3-feet outside any building footprints. The actual depth of removal may vary and should be field verified and approved by the geotechnical consultant prior to fill placement. Removals and compaction recommendations are provided in Appendix C. Cut-Fill transitions shall not be allowed to occur below foundations. We recommend that the subgrade materials be made uniform. For building pads located across a cut- fill transition, this can be accomplished by excavating the native materials to at least 2- foot below the bottom of the deepest footing and extending to 3-foot beyond the building corners. The bottom of the excavation should then be scarified, moisture conditioned, and replaced as a uniform layer of engineered fill. Site soils are suitable for use as compacted fill if they are processed in accordance with the recommendations in Appendix C. Approved fill soils should be placed in thin lifts (≤ 8-inches loose thickness) and moisture conditioned to at least optimum moisture content. All fill should be compacted to a minimum of 90-percent relative compaction. Local conditions may be encountered during excavation that could require additional over-excavation beyond the above noted minimum in order to obtain an acceptable 55 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 11 subgrade. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading. Areas to be over-excavated should be accurately staked in the field by the Project Surveyor. Site grading and footing excavations should be observed by SGSI. Such observations are considered essential to identify field conditions that differ from those anticipated by the investigation, to adjust design to actual field conditions, and to determine that the grading is accomplished in general accordance with the recommendations of this report. Earthwork and grading recommendations which include guidelines for site preparation fill compaction, temporary excavations, and trench backfill are provided in Appendix C. 15.3.1 Construction Considerations Excavations will be required to construct spread footings, install utilities, and to remove locally weak or unsuitable soils. All excavations that will be deeper than 5-feet and will be entered by workers should be shored or sloped for safety in accordance with Occupational Safety and Health Administration (OSHA) standards. Though not encountered during our investigation, groundwater seepage may be encountered in excavations extending 5-feet or greater depending upon the time of year in which the work occurs. Stabilization and drainage measures may need to be performed. If earthwork is performed during or shortly after wet weather conditions, the moisture content of the onsite soils could be appreciably above optimum. Consequently, subgrade preparation and fill placement may be difficult. 15.4 Foundations Shallow, spread or continuous footings may be used to support the proposed structure provided they are founded entirely upon properly compacted fill, or competent native deposits. Continuous and isolated column foundations should be sized according to the allowable soil bearing pressures shown in Table II below. The pressures shown on Table II are for dead loads plus long-term live load. 56 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 12 TABLE II Allowable Soil Bearing Pressure (psf) FS =3.0 Lateral Resistance (psf/ft) FS =1.5 Coefficient of Friction 2,500 250 0.25 The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. In addition, when passive resistance is calculated, the upper one foot of soil should be neglected unless the ground surface is covered by pavement. Footings may be constructed according to California Building Code requirements regarding width (minimum 12-inches). Foundations shall have a minimum embedment depth of 12-inches below outside adjacent grade. Continuous and isolated footings should be designed in accordance with the structural engineer requirements. Reinforcement of footings should be per the structural engineer’s design. 15.5 Foundation Construction The following preliminary recommendations assume very low to low expansive soils near finish pad grade.  All footing excavations should be observed by the geotechnical consultant prior to placement of reinforcing steel, in order to verify proper embedment into suitable soils.  If foundations and or slabs will adjoin any likewise existing surfaces, it is recommended that the structural engineer provide details for doweling to minimize cracking along the interface. Similarly, the architect should provide detailing for the flooring materials (e.g. antifracture membranes) or expansion joints to accommodate for any slight differential movement at connections.  Site soils are suitable for use as compacted fill if they are processed in accordance with the recommendations in Appendix C. 57 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 13  Approved fill soils should be placed in thin lifts (≤ 8-inches loose thickness) and moisture conditioned to at least optimum moisture content. All fill should be compacted to a minimum of 90-percent relative compaction.  Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. Earth fill material shall not contain more than 1- percent of organic materials (by volume). Imported fill shall have a maximum plasticity index of ≤ 12, and a liquid limit less than 40 when measured in accordance with ASTM D 4318. 15.6 Foundation Setback Utility trenches that parallel or nearly parallel structure footings should not encroach within a 1:1 plane extending downward and outward from the outside edge of the footing. 15.7 Concrete Slab‐on‐Grade Floors Interior: Building slabs shall be supported by compacted fill. Subgrade soils should have a very low expansion potential (EI < 20). Slabs should be designed for anticipated loading. For design of slabs and estimating their deflections, a modulus of subgrade reaction (Ks) of 100 pci may be used for compacted materials. Slab thickness shall be a minimum of 4-inches. In areas where heavy equipment or loading will stress the slab, the thickness will meet the requirements of the Structural Engineer of record. Likewise, control joints and reinforcement should be designed by the Structural Engineer. Concrete slabs should be underlain by a vapor barrier/retarder (Stego Wrap or equivalent - 10 mil minimum thickness), which is in turn, underlain by a single layer of filter fabric (Mirafi) over a 4-inch layer of ¾” crushed stone. The filter fabric will help protect the vapor barrier from puncture. All penetrations and laps in the moisture barrier should be appropriately sealed. The membrane should have a high puncture resistance and should be installed so that there are no openings or holes. All seams should be overlapped and sealed at the laps per the manufacturer’s recommendations. Where pipes extend through the membrane, the barrier should be sealed to the pipes. Moisture retarders can reduce, but not eliminate moisture vapor movement from the underlying soils up through the slab. We recommend that the floor coverings installer 58 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 14 test the moisture vapor flux rate prior to attempting application of the flooring. "Breathable" floor coverings should be considered if the vapor flux rates are high. A slipsheet should be used if crack sensitive floor coverings are planned. The use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking may be expected as the concrete cures. Concrete cracking and/or spalling is often aggravated by a high cement ratio, high or low concrete temperature at the time of placement, small nominal aggregate size, rapid moisture loss, or the addition of water during placement. The use of low slump concrete (not exceeding 4-inches at the time of placement), a water- cement ratio no greater than 0.45 by weight, and proper curing methods can reduce the potential for shrinkage cracking. 16. PAVEMENT RECOMMENDATIONS The pavement sections are provided based on an assumed R-value of 62. Pavement sections were determined using the Caltrans method for design of flexible pavements. Traffic Indices utilized in this method of design are based on estimated equivalent axle loads over a period of 20 years. The pavement sections were designed for assumed traffic loading conditions. These recommendations must be confirmed with R-value testing of representative near-surface soils at the completion of grading and after underground utilities have been installed and backfilled. TABLE IV‐ AC Pavement Section Thickness The thicknesses shown are for minimum thicknesses. The Hot Mix Asphalt (HMA) construction process should follow the “method” process as described in Section 39 of the Caltrans Standard Specifications. HMA should be Type A using the Standard construction process complying with Section 39, “Hot Mix Asphalt” of the Standard Specifications. Assumed Traffic Index Asphaltic‐Concrete (AC) Thickness (inches) Class II Aggregate Base (AB) (R=78) Thickness (inches) ≤ 5 3 4 7 4 6 9 4 8 59 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 15 Asphalt binder to be mixed with the aggregate should conform to the provisions of Section 92, “Asphalts”, of the Standard Specifications and should be Performance Graded (PG) Asphalt Binder. HMA shall be compacted to 91-97%. Class II Aggregate Base shall all be compacted to a minimum of 95-percent of the material’s maximum dry density as determined by ASTM D1557. Class II Aggregate Base should conform to Section 26 of the CSS. Prepared subgrade shall be scarified and re-compacted to 95-percent. The subgrade shall be smooth and uniform, and true to the required grade and cross section. We recommend that any curbs and gutters be designed by the project civil engineer. For any proposed curbs and gutters, a minimum 4-inch section of reinforced concrete (minimum 2,500 psi) may be used. We suggest control joints, at appropriate intervals, as determined City of Santa Ana Standards and the project civil engineer. 17. CORROSION POTENTIAL Geochemical screening of the site soils was performed. The screening is meant to serve as an indicator for determining the level of input necessary from a qualified corrosion engineer. SGSI is not a corrosion consultant. Several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary. The National Association of Corrosion Engineers (NACE) defines corrosion as “deterioration of a substance or its properties because of a reaction with its environment.” From a geotechnical viewpoint, the “environment” is the prevailing foundation soils and the “substances” are reinforced concrete foundations or various types of metallic buried elements such as piles, pipes, etc., which are in contact with or within close vicinity of the soil. In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or low pH values. Results of a laboratory corrosivity test conducted on a near surface sample yielded a soluble sulfate content of 399.3 ppm, a chloride content of 86.6 ppm, a pH value of 8.3, and an electrical resistivity of 4288 ohm-cm. 60 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 16 Based on the test results, onsite soils are not considered corrosive to bare metals and concrete. Soils are considered corrosive if the sulfate concentration is 2,000 ppm or greater, the chloride concentration is 500 ppm or greater, or if the pH is 5.5 or less (Caltrans Corrosion Guidelines 2003). However, the recorded electrical resistivity value was 4288 ohm-cm indicates soils are corrosive to metals in contact. Cathodic protection or use of galvanized pipes and coated steel should be used. Consultation with a corrosion engineer is recommended. 18. QUALITY CONTROL The recommendations in this report are based on limited subsurface information. The nature and extent of variation across the site may not become evident until construction. If variations are exposed during construction, it may be necessary to re-evaluate our recommendations. The recommendations presented herein are based on the assumption that sufficient field testing and construction review will be provided during all phases of construction. We should review the final plans and specifications to check for conformance with the intent of our recommendations. 19. DRAINAGE Positive site drainage should direct runoff away from foundations and pavement areas; Site drainage should be directed to an approved drainage facility. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 5- percent for earthen surfaces for a distance of at least 10-feet away from the face of wall. If a distance of 10-feet cannot be achieved, an alternative of a gradient of at least 5-percent to an area drain or swale having a gradient of 2-percent is acceptable. 20. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by SGSI. Geotechnical observation and testing is required per the California Building Code (CBC). Geotechnical observation and/or testing should be performed by SGSI at the following stages:  During grading (removal bottoms, fill placement, etc);  During utility trench and retaining wall backfill and compaction; 61 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 17  After presoaking building pads and other concrete-flatwork subgrades, and prior to placement of aggregate base or concrete;  Preparation of pavement subgrade and placement of aggregate base;  After building and wall footing excavation and prior to placing concrete and/or reinforcement; and  When any unusual soil conditions are encountered during any construction operation subsequent to issuance of this report. 21. LIMITATIONS This report has been prepared for the sole use and benefit of our client. The conclusions of this report pertain only to the site investigated. The intent of the report is to advise our client of the geologic and geotechnical recommendations relative to the future development of the proposed project. It should be understood that the consulting provided and the contents of this report are not perfect. Any errors or omissions noted by any party reviewing this report, and/or any other geotechnical aspects of the project, should be reported to this office in a timely fashion. The client is the only party intended by this office to directly receive this advice. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Sierra Geotechnical Services Incorporated from and against any liability, which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Sierra Geotechnical Services Incorporated. Conclusions and recommendations presented herein are based upon the evaluation of technical information gathered, experience, and professional judgment. Other consultants could arrive at different conclusions and recommendations. Final decisions on matters presented are the responsibility of the client and/or the governing agencies. No warranties in any respect are made as to the performance of the project. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings within this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. 62 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 18 22.REFERENCES California Building Standards Commission, 2016, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2013. Clark, M.M., Harms, K.H., Lienkaemper, J.J., Harwood, D.S., Lajoie, K.R., Matti, J.C., Perkins, J.A., Rymer, M.J., Sarna-Wojcicki, A.M., Sharp, R.V., Sims, J.D., Tinsley, J.C., III, and Ziony, J.I., 1984, Preliminary slip rate table and map of late Quaternary faults of California: U.S. Geological Survey Open-File Report 84-106. Hart, E.W., and W.A. Bryant, 1999, Fault-rupture hazard zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Indexes to Earthquake Fault Zones Maps: California Division of Mines and Geology Special Publication 42 Revised 1997 (Supplements 1 and 2 added 1999), 38 p. Morton, D.M., F.K. Miller , 2006, Geologic Map of the San Bernardino and Santa Ana 30' x 60' quadrangles, California: U.S. Geological Survey Open-File Report 2006- 1217. 42 / 2260331. OSHPD Seismic Design Maps https://seismicmaps.org/ United States Geological Survey (USGS), 2008a, “2008 National Seismic Hazard Maps – Fault Parameters” Retrieved December 17, 2013, from: http://geohazards.usgs.gov/cfusion/hazfaults_search/hf_search_main. cfm. 63 of 100 1327 S Grand Ave 12/12/2024 64 of 100 1327 S Grand Ave 12/12/2024 65 of 100 1327 S Grand Ave 12/12/2024 66 of 100 1327 S Grand Ave 12/12/2024 APPENDIX A EXPLORATORY BORINGS AND CPT TESTING A subsurface field investigation was performed on September 19th, 2019 which included the excavation of two shallow hand auger borings to approximately 10-feet in depth, and two Cone Penetration Tests (CPT) in the proposed development areas. Logs of the exploratory borings and results of the CPT testing are presented herein. The approximate locations of the exploratory borings are shown on Subsurface Geotechnical Map (Figure 3). During the drilling operations, in-situ and bulk samples were obtained from the borings for laboratory testing and evaluation. 67 of 100 1327 S Grand Ave 12/12/2024 68 of 100 1327 S Grand Ave 12/12/2024 69 of 100 1327 S Grand Ave 12/12/2024 SUMMARY OF CONE PENETRATION TEST DATA Prepared by: KEHOE TESTING & ENGINEERING 5415 Industrial Drive Huntington Beach, CA 92649-1518 Office (714) 901-7270 / Fax (714) 901-7289 www.kehoetesting.com Project: 1241 S. Grand Avenue Santa Ana, CA September 19, 2019 Prepared for: Joe Adler Sierra Geotechnical Services Inc. (SGS) 873 N. Main Street, Ste 150 Bishop, CA 93514 Office (760) 937-4608 70 of 100 1327 S Grand Ave 12/12/2024 TABLE OF CONTENTS 1.INTRODUCTION 2.SUMMARY OF FIELD WORK 3.FIELD EQUIPMENT & PROCEDURES 4.CONE PENETRATION TEST DATA & INTERPRETATION APPENDIX CPT Plots CPT Classification/Soil Behavior Chart Pore Pressure Dissipation Graphs CPT Data Files (sent via email) 71 of 100 1327 S Grand Ave 12/12/2024 SUMMARY OF CONE PENETRATION TEST DATA 1.INTRODUCTION This report presents the results of a Cone Penetration Test (CPT) program carried out for the project located at 1241 S. Grand Avenue in Santa Ana, California. The work was performed by Kehoe Testing & Engineering (KTE) on September 19, 2019. The scope of work was performed as directed by Sierra Geotechnical Services Inc. (SGS) personnel. 2.SUMMARY OF FIELD WORK The fieldwork consisted of performing CPT soundings at two locations to determine the soil lithology. A summary is provided in TABLE 2.1. LOCATION DEPTH OF CPT (ft) COMMENTS/NOTES: 50 50 TABLE 2.1 - Summary of CPT Soundings 3.FIELD EQUIPMENT & PROCEDURES The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone used during the program was a 15 cm^2 cone and recorded the following parameters at approximately 2.5 cm depth intervals: Cone Resistance (qc)Inclination Sleeve Friction (fs)Penetration Speed Dynamic Pore Pressure (u)Pore Pressure Dissipation (at selected depths) The above parameters were recorded and viewed in real time using a laptop computer. Data is stored at the KTE office for up to 2 years for future analysis and reference. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly. 72 of 100 1327 S Grand Ave 12/12/2024 4.CONE PENETRATION TEST DATA & INTERPRETATION The Cone Penetration Test data is presented in graphical form in the attached Appendix. These plots were generated using the CPeT-IT program. Penetration depths are referenced to ground surface. The soil classification on the CPT plots is derived from the attached CPT Classification Chart (Robertson) and presents major soil lithologic changes. The stratigraphic interpretation is based on relationships between cone resistance (qc), sleeve friction (fs), and penetration pore pressure (u). The friction ratio (Rf), which is sleeve friction divided by cone resistance, is a calculated parameter that is used along with cone resistance to infer soil behavior type. Generally, cohesive soils (clays) have high friction ratios, low cone resistance and generate excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little (or negative) excess pore water pressures. The CPT data files have also been provided. These files can be imported in CPeT-IT (software by GeoLogismiki) and other programs to calculate various geotechnical parameters. It should be noted that it is not always possible to clearly identify a soil type based on qc, fs and u. In these situations, experience, judgement and an assessment of the pore pressure data should be used to infer the soil behavior type. If you have any questions regarding this information, please do not hesitate to call our office at (714) 901-7270. Sincerely, KEHOE TESTING & ENGINEERING Steven P. Kehoe President 10/02/19-hh-0922 73 of 100 1327 S Grand Ave 12/12/2024 APPENDIX 74 of 100 1327 S Grand Ave 12/12/2024 Project:Sierra Geotechnical Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Total depth: 50.07 ft, Date: 9/19/20191241 S. Grand Ave, Santa Ana, CA CPT-1 CPeT-IT v.2.3.1.8 - CPTU data presentation & interpretation software - Report created on: 9/20/2019, 12:17:35 PM 1 Project file: 75 of 100 1327 S Grand Ave 12/12/2024 Project:Sierra Geotechnical Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Total depth: 50.01 ft, Date: 9/19/20191241 S. Grand Ave, Santa Ana, CA CPT-2 CPeT-IT v.2.3.1.8 - CPTU data presentation & interpretation software - Report created on: 9/20/2019, 12:17:53 PM 1 Project file: 76 of 100 1327 S Grand Ave 12/12/2024 77 of 100 1327 S Grand Ave 12/12/2024 PRESSURE (psi) TIME: (MINUTES)MAXIMUM PRESSURE = 14.735 (psi) HYDROSTATIC PRESSURE = 21.708 (psi), WATER TABLE: 0.00 ft 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 DEPTH (ft) 50.075 78 of 100 1327 S Grand Ave 12/12/2024 PRESSURE (psi) TIME: (MINUTES)MAXIMUM PRESSURE = 19.082 (psi) HYDROSTATIC PRESSURE = N/A (psi), WATER TABLE: UNDEFINED 0 2 4 6 8 10 12 14 16 0 2 4 6 8 10 12 14 16 18 20 DEPTH (ft) 50.064 79 of 100 1327 S Grand Ave 12/12/2024 APPENDIX B LABORATORY TESTING Laboratory tests were performed on the representative test samples to provide a basis for development of design parameters. Soil materials were visually classified in the field according to the Unified Soil Classification System (USCS). Selected samples were tested for the following parameters: Classification and grain size determination, corrosion potential, direct shear, expansion potential, in-situ moisture and density, maximum dry density, and R-value Laboratory tests were performed in general accordance with the American Society of Testing and Materials (ASTM) procedures and/or California Test Methods (CTM). The results of our laboratory testing are presented herein. USCS classifications are presented on the boring logs (Appendix A). Soil samples will be discarded 30 days after the date of this report unless this office receives a specific request and fee to retain the samples for a longer period. 80 of 100 1327 S Grand Ave 12/12/2024 Hushmand Associates, Inc. 250 Goddard, Irvine, CA 92618 p. w. haieng.com e. hai@haieng.com October 9, 2019 Sierra Geotechnical Services Inc. 7040 Avenida Encinas, Ste. 104-469, Carlsbad, CA 92011 Attention: Mr. Joseph A. Adler SUBJECT: Laboratory Test Results Project Name: SCE Santa Ana SK Logistics Bldg Project No.: SGSI # 3.31634 HAI Project No.: SGS-19-001 Dear Mr. Adler: Enclosed is the result of the laboratory testing conducted on samples for the subject project. The testing was conducted in general accordance with the following test procedures: Type of Test Test Procedure Moisture Content & Dry Density ASTM D2216 & D2937 Particle Size Analysis (Sieve only) ASTM D6913 Atterberg Limits ASTM D4318 Modified Proctor Compaction (4’’) ASTM D1557 Expansion Index ASTM D4829 Direct Shear (Consolidated & Undrained) R value CTM301 Corrosion (Set 1) ASTM G187, D516, D512B, G51 Attached is: four (4) Moisture Content & Dry Density test results; two (2) Particle Size Analysis (Sieve only) test results; one (1) Atterberg Limits test result; one (1) Non Plastic Atterberg Limits test result; one (1) Modified Proctor Compaction (4’’) test result; one (1) Expansion Index test result; one (1) 3-point Direct shear test result with one (1) Sample Remold; one (1) R Value test result; and one (1) Corrosion test result. We appreciate the opportunity to provide our testing services to Sierra Geotechnical Services Inc. If you have any questions regarding these test results, please contact us. Sincerely, HUSHMAND ASSOCIATES, INC. Kang C. Lin, BS, EIT Woongju (MJ) Mun, Ph.D. Laboratory Manager Senior Staff Engineer 81 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Proj No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Performed by:KL Project No.:SGSI # 3.31634 Checked by:MJ Date:9/24/2019 Depth Wt of Tube + Soil Height of Sample Dia. of Sample Volume of Sample Wt of Tube Wt of Soil Wet Density Wt of Cont. + Wet Soil Wt of Cont. + Dry Soil Wt of Container Moisture Content Dry Density ft gr in in cu.ft gr gr pcf gr gr gr %pcf 1 CPT-1 -6 409.22 7.66 1.124 0.0044 210.37 198.85 99.7 166.56 152.25 11.69 10.2 90.5 2 CPT-1 -10 444.21 7.64 1.112 0.0043 210.64 233.57 120.0 173.74 142.89 11.78 23.5 97.1 3 CPT-2 -1.5 724.99 3.00 2.416 0.0080 280.44 444.55 123.1 172.14 144.9 11.83 20.5 102.2 4 CPT-2 -10 403.97 7.62 1.113 0.0043 209.69 194.28 99.8 162.52 146.46 11.71 11.9 89.2 No.Boring No. Sample No. MOISTURE CONTENT AND DRY DENSITY OF TUBE SAMPLES ASTM D2216 & ASTM D2937 82 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-1 Date:09/24/19 Sample No.:- Depth (ft):1-5 Sample Description:Brown, Silty Sand (SM) Dry Weight (g)2970.1 mm g %%% 3" 76.2 0.00 0.0 100.0 - 1.5" 38.1 0.00 0.0 100.0 - 1"25.4 0.00 0.0 100.0 - 3/4 "19.1 36.39 1.2 98.8 - 1/2 "12.5 16.10 0.5 98.2 - 3/8 "9.5 16.63 0.6 97.7 - # 4 4.75 42.69 1.4 96.2 - Dry Weight (g)404.9 # 10 2.00 6.76 1.7 94.6 - # 20 0.85 5.97 1.5 93.2 - # 40 0.425 9.90 2.4 90.9 - # 60 0.250 25.08 6.2 84.9 - # 100 0.150 83.04 20.5 65.2 - # 140 0.105 60.12 14.8 50.9 - # 200 0.075 50.70 12.5 38.8 - 163.37 40.3 38.83 - D10 -% Gravel % Sand % Fines D30 -3.8 57.4 38.8 D60 - Cu - Cc - (Accumulative) % Passing Project Specification ASTM D6913 Soil % passing 200 sieve (%) Brown, Silty Sand (SM) Particle-Size Analysis Sample Description / USCS Classification PARTICLE-SIZE ANALYSIS OF SOILS Sieve Size Aperture Weight Retained % Retained GRAVEL GRAVEL 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Pe r c e n t P a s s i n g ( % ) Grain size (mm) 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 2μ 1" 1/2" 140 83 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-2 Date:09/24/19 Sample No.:- Depth (ft):3-7 Sample Description:Brown, Sandy Lean Clay (CL) Dry Weight (g)4459.3 mm g %%% 3" 76.2 0.00 0.0 100.0 - 1.5" 38.1 0.00 0.0 100.0 - 1"25.4 0.00 0.0 100.0 - 3/4 "19.1 20.95 0.5 99.5 - 1/2 "12.5 44.43 1.0 98.5 - 3/8 "9.5 37.34 0.8 97.7 - # 4 4.75 139.42 3.1 94.6 - Dry Weight (g)390.3 # 10 2.00 8.61 2.2 92.5 - # 20 0.85 11.74 3.0 89.6 - # 40 0.425 19.82 5.1 84.8 - # 60 0.250 28.42 7.3 77.9 - # 100 0.150 44.44 11.4 67.2 - # 140 0.105 34.35 8.8 58.9 - # 200 0.075 29.14 7.5 51.8 - 213.76 54.8 51.80 - D10 -% Gravel % Sand % Fines D30 -5.4 42.8 51.8 D60 - Cu - Cc - (Accumulative) % Passing Project Specification ASTM D6913 Soil % passing 200 sieve (%) Brown, Sandy Lean Clay (CL) Particle-Size Analysis Sample Description / USCS Classification PARTICLE-SIZE ANALYSIS OF SOILS Sieve Size Aperture Weight Retained % Retained GRAVEL GRAVEL 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Pe r c e n t P a s s i n g ( % ) Grain size (mm) 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 2μ 1" 1/2" 140 84 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-1 Date:09/24/19 Sample No.:- Depth (ft):1-5 Soil Description:Brown, Silty Sand (SM) LL LL LL PL PL ------ (g)----- (g)----- (g)----- (%)----- - - - NP Plastic Limit (PL) Liquid Limit (LL) Remarks: - Fine Sample is Less than 50% of Passing #200) USCS Plasticity Index (PI) Water content Wt. of Container Wt. of Dry soil + Container Wt. of Wet Soil + Container No. of blows Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D4318 Test 0 10 20 30 40 50 0 10 20 30 40 50 60 70 80 90 100 PL A S T I C I T Y I N D E X , P I ( % ) LIQUID LIMIT, LL (%) CL - ML CL or OL CH or OH ML or OL MH or OH Plasticity (Clays) or Compressibility (Silts) LOW MEDIUM HIGH 42 43 44 45 46 10 100 Mo i s t u r e c o n t e n t ( % ) Number of blows 25 85 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-2 Date:09/24/19 Sample No.:- Depth (ft):3-7 Soil Description:Brown, Sandy Lean Clay (CL) LL LL LL PL PL -33 27 19 -- (g)23.6 23.6 24.6 10.7 10.4 (g)21.1 21.0 21.7 9.5 9.3 (g)11.0 11.0 11.3 1.1 1.2 (%)24.5 25.7 27.0 14.1 14.1 26 14 12 CL Plastic Limit (PL) Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D4318 Test No. of blows Wt. of Wet Soil + Container Wt. of Dry soil + Container Wt. of Container Water content Liquid Limit (LL) Plasticity Index (PI) USCS Remarks: - Fine Sample is Less than 50% of Passing #200) 0 10 20 30 40 50 0 10 20 30 40 50 60 70 80 90 100 PL A S T I C I T Y I N D E X , P I ( % ) LIQUID LIMIT, LL (%) CL - ML CL or OL CH or OH ML or OL MH or OH Plasticity (Clays) or Compressibility (Silts) LOW MEDIUM HIGH 24 25 26 27 28 10 100 Mo i s t u r e c o n t e n t ( % ) Number of blows 25 86 of 100 1327 S Grand Ave 12/12/2024 Client:HAI Project No.:SGS-19-001 Project:Tested by:GA Project No.:Checked by:KL Boring Number:Date:09/24/19 Sample Number: Depth (ft) : Soil Description: Sierra Geotechnical Services Inc. SCE Santa Ana SK Logistic Bldg SGSI # 3.31634 CPT-1 - 1-5 Brown, Silty Sand (SM) Mold size (in)4"123.3 Procedure B 11.2 % Ret. on 3/8"2.4 - Remarks:- Compaction Characteristics of Soils Using Modified Effort ASTM D1557 Maximum Dry Density (pcf) Corrected Optimum Moisture Content (%) Corrected Maximum Dry Density (pcf) Optimum Moisture Content (%) 100 110 120 130 140 0 5 10 15 20 25 30 Dr y D e n s i t y ( p c f ) Moisture Content (%) s s 87 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-1 Date: Sample No.:- Depth (ft):1-5 Apparatus No.:3 Soil Description:Brown, Silty Sand (SM) 173.99 g 626.59 g 159.43 g 556.99 g 11.63 g 201.98 g 14.56 g 69.60 g 147.80 g 355.01 g 9.9 %19.6 % 596.81 g 201.98 g 394.83 g 119.9 pcf 10/1/2019 14:00 0 0 109.1 pcf 10/1/2019 14:10 10 0.0000 2.66 - 50.3 %10/2/2019 14:00 1440 0.0104 Wt. of water Wt. of container Very Low Dh, Expansion 0 0 Moisture Content Final Specimen Info Wt. of wet soil + cont. Wt. of dry soil + cont. Wt. of container EXPANSION INDEX ASTM D4829 9/24/2019 Wt. of wet soil + cont. Initial Specimen Info Wt. of water Wt. of ring Wt. of wet soil + ring Wt. of wet soil Wt. of dry soil + cont. Wet density of soil Wt. of dry soil Expansion Index = Dial Reading Saturation Moisture Content Add Distilled Water to Sample Date & Time Elapsed Time (min) 0.0104 10 Specific gravity of soil Dry density of soil Wt. of dry soil 88 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-2 Date: Sample No.:- Depth (ft):3-7 Apparatus No.:2 Soil Description:Brown, Sandy Lean Clay (CL) 153.25 g 641.29 g 141.49 g 564.93 g 19.50 g 206.63 g 11.76 g 76.36 g 121.99 g 358.30 g 9.6 %21.3 % 602.25 g 206.63 g 395.62 g 120.1 pcf 10/1/2019 13:35 0 0 109.6 pcf 10/1/2019 13:45 10 0.0000 2.68 - 49.1 %10/2/2019 13:35 1440 0.0349 Wt. of water Wt. of container Low Dh, Expansion 0 0 Moisture Content Final Specimen Info Wt. of wet soil + cont. Wt. of dry soil + cont. Wt. of container EXPANSION INDEX ASTM D4829 9/24/2019 Wt. of wet soil + cont. Initial Specimen Info Wt. of water Wt. of ring Wt. of wet soil + ring Wt. of wet soil Wt. of dry soil + cont. Wet density of soil Wt. of dry soil Expansion Index = Dial Reading Saturation Moisture Content Add Distilled Water to Sample Date & Time Elapsed Time (min) 0.0349 35 Specific gravity of soil Dry density of soil Wt. of dry soil 89 of 100 1327 S Grand Ave 12/12/2024 SGS-19-001 Client:Sierra Geotechnical Services Inc.KL Project Name:SCE Santa Ana SK Logistic Bldg MJ Project Number:SGSI # 3.31634 Date: Boring No.:CPT-2 Sample No.:- Sample Type:Sample Remolded Depth (ft):3-7 Soil description:Brown, Sandy Lean Clay (CL) Type of test:Consolidated, Drained 1 2 3 1 2 4 0.002 0.002 0.002 #REF!#REF! O 0.84 1.20 2.06 X 0.67 1.13 2.04 #REF!0.00 1.000 1.000 1.000 1.0017 0.9928 0.9875 2.416 2.416 2.416 11.2 11.2 11.2 18.1 17.4 16.8 111.0 111.0 111.0 Test No. Symbol DIRECT SHEAR TEST HAI Pr No.: Tested by: Checked by: 9/24/2019 ASTM D3080 Initial Moisture Content (%) Dry Density (pcf) Final Moisture Content (%) Normal Stress (ksf) Deformation Rate (in/min) Peak Shear Stress (ksf) Initial Height of Sample (in) Diameter of Sample (in) Height of Sample before Shear (in) Shear Stress @ End of Test (ksf) 0 1 2 3 4 0 1 2 3 4 5 6 7 8 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Peak End of Test 0 1 2 3 4 0 0.05 0.1 0.15 0.2 0.25 Sh e a r S t r e s s ( k s f ) Horizontal Deformation (in) 90 of 100 1327 S Grand Ave 12/12/2024 91 of 100 1327 S Grand Ave 12/12/2024 92 of 100 1327 S Grand Ave 12/12/2024 93 of 100 1327 S Grand Ave 12/12/2024 Project X REPORT S191001A Corrosion Engineering Page 1 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Results Only Soil Testing for SCE Santa Ana SK Logistics Bldg. October 4, 2019 Prepared for: Kang Lin HAI 250 Goddard Irvine, CA 92618 kang@haieng.com Project X Job#: S191001A Client Job or PO#: SGS-19-001 Respectfully Submitted, Eduardo Hernandez, M.Sc., P.E. Sr. Corrosion Consultant NACE Corrosion Technologist #16592 Professional Engineer California No. M37102 ehernandez@projectxcorrosion.com 94 of 100 1327 S Grand Ave 12/12/2024 Project X REPORT S191001A Corrosion Engineering Page 2 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Soil Analysis Lab Results Client: HAI Job Name: SCE Santa Ana SK Logistics Bldg. Client Job Number: SGS-19-001 Project X Job Number: S191001A October 4, 2019 Method ASTM G51 Bore# / Description Depth pH (ft)(mg/kg)(wt%)(mg/kg)(wt%)(Ohm-cm)(Ohm-cm) ASTM G187 ASTM D4327 ASTM D4327 Resistivity As Rec'd | Minimum Sulfates SO42- Chlorides Cl- Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract 95 of 100 1327 S Grand Ave 12/12/2024 APPENDIX C EARTHWORK AND GRADING RECOMMENDATIONS These earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(s). Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. During grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all “remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the contractor on a routine and frequent basis. The Earthwork Contractor The Earthwork Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s) and these Specifications prior to the commencement of grading. The Earthwork Contractor shall have the sole 96 of 100 1327 S Grand Ave 12/12/2024 responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc… are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Site Preparation General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site and legally disposed of off-site. Unsuitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc…) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed. Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut 97 of 100 1327 S Grand Ave 12/12/2024 portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Fill Compaction The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6-inches and less than 2-feet in diameter can be placed in the bottom of deeper fills or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 4-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. After making the recommended removals prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 12-inches, moisture conditioned as necessary, and compacted to at least 95-percent of the maximum dry density obtained using ASTM D1557as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground. For the parking areas and other improvements a one-foot removal is recommended depending on site conditions (i.e. depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fill soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM D1557. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material’s maximum dry density as determined by ASTM D1557 to a depth of 12-inches. 98 of 100 1327 S Grand Ave 12/12/2024 All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve an acceptable moisture content. The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed eight inches in thickness. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains or snow, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. Slopes All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface. Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant. Planting and irrigation of cut and fill slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil. Temporary Excavations Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used. All large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition any rocks exposed during development from raveling and sloughing should be removed immediately. 99 of 100 1327 S Grand Ave 12/12/2024 All excavations should comply with the requirements of the California Construction and General Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction. Utility Trench Backfill All utility trenches in structural areas shall be compacted to a minimum of 90-percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of 85-percent per ASTM D1557. All material used for utility trench backfill shall be approved by the Geotechnical Engineer prior to placement. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90-percent of maximum from 1-foot above the top of the conduit to the surface. Lift thickness of utility trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Regulations of the governing agency may supersede the above, and all trench excavations should conform to all applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 100 of 100 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r o t e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p l a n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 S C E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r t s . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 0 7 P M CO V E R S H E E T 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 CS.0-0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check SCE - Santa Ana Building C Voluntary Seismic Retrofit Santa Ana, CA REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 BLDG# 101119260 APPROVALS BLDG- CSG Consultants PLNG- CSantana 1327 S Grand Ave 12/12/2024 ABBREVIATIONS SYMBOLS LEGEND DWR DWG DF drawer drawing drinking fountain E ELEC EP EL ELEV EMER EQ EQUIP EST EXCA (E) east electric (al) electric panelboard elevation elevator emergency equal equipment estimate excavate (ion) existing DN down eachEA DBL double EW each way DRY dryer equivalentEQUIV expansion boltEB DW dishwasher finish system exterior insulatedEIFS EJ expansion joint DEPT department centerCEN corridorCOR closetCLO asphalt concrete pavingAC existing(E) &and number or pound# cold waterCW beamBM AVG average @ at exteriorEXT door dimension diameter diagonal detail demolish, demolition dead load damper DR DIM DIA DIAG DTL DEMO DL DPR cubic yard countersink counter corrugated copper control joint contract (or) continuous or continue construction connection concrete masonry unit concrete column clear (ance) circumference circle ceramic tile ceramic centimeter (s) cement ceiling height ceiling cast iron cast-in-place concrete casement carpet (ed) calk (ing), caulk (ing) cabinet CYD CS CTR CORR CPR CJT CONTR CONT CONST CX CMU CONC COL CLR CIRC CIR CT CER CM CEM CHT CLG CI CIPC CSMT CPT CK CAB built up roofing building bronze bottom both sides board blocking block bituminous beveled between below bearing plate basement BUR BLDG BRZ BOT BS BD BLKG BLK BIT BVL BET BEL BPL BSMT automatic asphalt architect (ural) approximate anodized anchor bolt aluminum alternate air conditioning aggregate adhesive acoustical tile access panel above finished floor above AUTO ASPH Arch APPROX ANOD AB AL, ALUM ALT A/C AGG ADH ACT AP AFF ABV square feet property line floor line delta round or diameter centerline angle J L INSUL INT insulate (d), (ion) interior JC JT janitor's closet joint joist KIT KO kitchen knockout LAB LAD LB LAM LAV LH LT(G) LWC LL laboratory ladder lag bolt laminate (d) lavatory left hand length light-(ing) lightweight concrete live load MB MH MFR MAS MTL MAX MECH MC MEMB MET machine bolt manhole manufacture (er) masonry material (s) maximum mechanic (al) medicine cabinet membrane metal J-BOX junction box MOE means of egress MED medium linearLIN hexagonalHEX FAB fabricate gasket (ed)GKT HTG heating partitionPTN pointPT prefinishedPFN west, or width, wideW WSH washer WH water heater finished floorFF IN inch TOB top of beam top of concreteTOC showerSHR officeOFF hourHR groundGND footFT withW/ verify in fieldVIF vent through roofVTR unless noted otherwiseUNO top of parapetTOP temporaryTEMP SQ IN square inch SF square feet require (d)REQ quantityQTY plumbingPLBG numberNO hot waterHW gypsumGYP generalGEN air conditioning furnishFURN finish gradeFG feetFT wrought iron wood without wire mesh wired glass window welded wire fabric waterproofing water closet wainscot WI WD W/O WM WG WIN WWF WP WC WSCT vinyl tile vertical veneer vapor barrier VT VERT VNR VB urinal unfinished UR UNF typical tread transom top of wall top of steel top of slab tongue & groove toilet paper dispenser thick (ness) television telephone TYP T TR TW TST TSL T&G TPD THK TV TEL system suspended structural storm drain storage steel standard stainless steel specification (s) special speaker south soundproof (ing) solid core skylight similar shelf, shelving sheet section sealant schedule safety glass SYS SUSP STR SD STO ST STD SST SQ SPEC SPL SPK S SP SC SKL SIM SH SHT SEC SNT SCH SFGL rubber tile rough opening room roofing roof drain riser right of way right hand revision (s), revised remove reinforce (d), (ing) raised access floor radius RBT RO RM RFG RD R ROW RH REV REM REINF RAF RAD prefabricate (d) precast concrete pounds per square inch pounds per square foot polyvinyl chloride plywood plate plastic laminate plaster perimeter perforate (d) particle board parking parallel panic bar panel paint (ed) PFB PCC PSI PSF PVC PWD PL PLAM PLAS PERI PERF PBD PK PAR PB PNL PNT overall outside diameter opposite open-web joist opening on center (s) OA OD OPP OJ OPG OC not to scale not in contract north nominal noise reduction natural NTS NIC N NOM NR NAT mullion mount (ed), (ing) molding, moulding modular miscellaneous mirror minimum millwork millimeter (s) meter (s) MUL MT MLD MOD MISC MIR MIN MWK MM M inside diameterID hose bibb horizontal hollow core height heating/ventilation/ header hardwood hardware handhole HB HOR HC HT HVAC HDR HWD HDW HH grout grade, grading glass block glass, glazing general contract (or) galvanized gage, gauge GT GD GLB GL GC GALV GA future furred (ing) furnished by others frame (d), (ing) foundation footing fluorescent floor drain floor (ing) flashing fireproof (ing) fire dept. connection fire hydrant fire extinguisher cabinet fire extinguisher fire alarm finish (ed) fiberboard fence fasten, fastener face of studs (steel) face of masonry face of finish face of concrete face brick FUT FUR FBO FR FND FTG FLUR FD FLR FLG FP FC FH FEC FE FA FIN FBD FN FAS FOS FOM FOF FOC FB square O PL FL CL emergency departmentED observation bedOB FM C - - - 1 3/4" CLEAR DIMENSION TO BUILDING MATERIAL BREAKLINE HIDDEN, FUTURE, OR EXISTING TO BE REMOVED PROPERTY LINES, BOUNDARY LINES CENTERLINE, PROJECTIONS, EXT. ELEVATION LINES DIMENSION TO CENTER-LINE OF BUILDING MATERIAL DIMENSION TO FACE OF INTERIOR STUD 1 3/4" 1 3/4" ELEVATION REFERECE REFERENCE NUMBER SHEET NUMBER ELEVATION DETAIL D C B A SHEET NUMBER REFERENCE NUMBER REFERENCE DETAIL ENLARGED DETAIL REFERENCE NUMBER SHEET NUMBER SHEET NUMBER REFERENCE NUMBER WALL OR DETAILS SECTION SHEET NUMBER REFERENCE NUMBER BUILDING OR SITE SECTION EQUIPMENT NUMBER KEYNOTE REFERENCE PARTITION TYPE ROOM/SPACE NUMBER FINISH MATERIAL REFERENCE STRUCTURAL GRID REFERENCE LEVEL LINE, CONTROL POINT, OR DATUM MATCHLINE - - REVISION -WINDOW TYPE DOOR NUMBER - - - ELEVATION NEW OR REQUIRED POINT ELEVATION EXISTING POINT ELEVATION - FLOOR MATERIAL CHANGE - 1 3/4"CLEAR DIMENSION TO FACE OF EXTERIOR SHEATHING PROJECT DESCRIPTION SHEET INDEX PROJECT INFORMATION LOCATION MAP VICINITY MAP BUILDING ADDRESS: 1327 S. GRAND AVENUE SANTA ANA, CA 92705 ASSESSOR PARCEL NUMBER: 000-000-00 EXISTING BUILDING AREA: 16,817 SF AREA OF TENANT IMPROVEMENT 1,020 SF DESCRIPTION OF USE: GENERAL OFFICE OCCUPANCY OCCUPANCY TYPE: BUSINESS GROUP B RISK CATEGORY: RC IV (GRID CONTROL ROOM) EXISTING CONSTRUCTION TYPE: TYPE III-A NO. OF STORIES: ONE (1) STORY BUILDING HEIGHT: ± 20'-0" FIRE SPRINKLERS:NO FIRE ALARM: YES PROJECT SCOPE THE PROPOSED VOLUNTARY SEISMIC RETROFIT PROJECT IS INTENDED TO STRENGTHEN THE EXISTING BUILDING TO BETTER RESIST LATERAL LOADS DURING A SEISMIC EVENT. WORK INCLUDES MINOR SELECTIVE DEMOLITION, NEW PLYWOOD SHEATHING ON EXISTING WALLS, ONE NEW SHEAR WALL, NEW POST-INSTALLED HOLD DOWNS AND OTHER RETROFIT MEASURES AS INDICATED ON THE STRUCTURAL DRAWINGS. WORK ALSO INCLUDES FINISH REPAIR AND REPLACEMENT AND OTHER ASSOCIATED WORK AS REQUIRED FOR A COMPLETE PROJECT. THE PROJECT ALSO INCLUDES BRACING OF CRITICAL ELECTRICAL & HVAC EQUIPMENT. PLEASE NOTE THIS BUILDING HAS BEEN CLASSIFIED AS RISK CATEGORY IV BASED UPON THE BUILDING CONTAINING A GRID CONTROL ROOM AND ASSOCIATED ELECTRICAL, DATA AND TELECOMM EQUIPMENT, REFERENCING CBC TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES: "POWER-GENERATING STATIONS AND OTHER PUBLIC UTILITY FACILITIES REQUIRED AS EMERGENCY BACKUP FACILITIES FOR RISK CATEGORY IV STRUCTURES" PLEASE NOTE THE PROJECT DOES NOT INCREASE THE BUILDING HEIGHT NOR THE BUILDING AREA. DEFERRED SUBMITTALS THOSE PORTIONS OF THE DESIGN THAT ARE NOT PART OF THE SCOPE OF THIS PERMIT THAT ARE TO BE SUBMITTED FOR APPROVAL UNDER A SEPARATE PERMIT. 1. NOT APPLICABLE. PROJECT LOCATION N NOT TO SCALE APPLICABLE CODES ALL WORK, MATERIALS, METHODS, ETC., SHALL COMPLY WITH THE LATEST EDITIONS OF THE FOLLOWING CODES AND STANDARDS, AS ADOPTED BY THE GOVERNING AUTHORITIES: 2022 CALIFORNIA ADMINISTRATIVE CODE (CAC) 2022 CALIFORNIA BUILDING CODE (CBC) 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA ENERGY CODE 2022 CALIFORNIA GREEN BUILDING STANDARDS PROJECT LOCATION N NOT TO SCALE PROJECT DIRECTORY OWNER: SOUTHERN CALIFORNIA EDISON 8631 RUSH STREET ROSEMEAD, CA 91770 CONTACT: VIRGINIA LOUFEK E-MAIL: virginia.t.loufek@sce.com PH: 626-349-0539 ARCHITECT: RY+AO 731 SOUTH HIGHWAY 101, SUITE 1M, SOLANA BEACH, CA 92075 CONTACT: RICHARD YEN E-MAIL: ry-aoarchitects.com PH: 714-639-9860 STRUCTURAL: SIMPSON GUMPERTZ & HEGER 4695 MACARTHUR COURT, SUITE 500, NEWPORT BEACH, CA 92660 CONTACT: STEVEN R. SHEPHERD EMAIL: SRShepherd@sgh.com"SRShepherd@sgh.com PH: 949-930-2661 CITY OF SANTA ANA DISABLED ACCESS COMPLIANCE DOCUMENTATION FORM PARKING TABULATION PLEASE NOTE THE FOLLOWING TABULATION INDICATING THE REQUIRED NUMBER OF ACCESSIBLE SPACES AND THE PROVIDED NUMBER OF ACCESSIBLE SPACES: TOTAL NUMBER OF SPACES SERVING 1327 S GRANDE:114 PARKING SPACES NUMBER OF ACCESSIBLE SPACES PER CBC 11B-208.2:5 ACCESSIBLE SPACES NUMBER OF VAN ACCESSIBLE PER CBC TABLE 11B-208.2:0 VAN ACCESSIBLE NUMBER OF ACCESSIBLE SPACES CURRENTLY PROVIDE: 6 ACCESSIBLE SPACES* * ONE OF THESE SPACES IS NOT COMPLIANT - REMOVED PER PLAN CHECK COMMENT NUMBER OF ACCESSIBLE SPACES PROPOSED:5 ACCESSIBLE SPACES B 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 11 / 1 / 2 0 2 4 1 0 : 0 8 : 2 8 A M TI T L E S H E E T , S H E E T I N D E X , PR O J E C T I N F O R M A T I O N , SY M B O L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 2024-10-31 Re-Issue for Plan Check 2nd Re-Issue for Plan Check SHEET # SHEET NAME 01 / 2 4 / 2 0 2 4 GENERAL CS.0-0 COVER SHEET n T1.0 TITLE SHEET, SHEET INDEX, PROJECT INFORMATION, SYMBOLS n T1.1 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.2 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.3 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.4 EXISTING CONDITIONS PHOTOS - FOR REFERENCE ONLY n T1.5 STUCCO REPAIR GUIDANCE - FOR REFERENCE ONLY n T2.0 GENERAL CONTRACTOR NOTES, GENERAL CONSTRUCTION AND DEMOLITION NOTES n T3.0 GENERAL PLUMBING FIXTURE, RESTROOM, & KITCHENETTE REQUIREMENTS n T4.0 CALGREEN CHECKLIST 2022 n LIFE SAFETY LS1.0 LIFE SAFETY PLAN n ARCHITECTURAL AS1.0 SITE PLAN n AS2.0 ENLARGED SITE PLAN n A1.0 FIRST FLOOR PLAN n A2.0 REFLECTED CEILING PLAN n A3.0 ROOF PLAN n A4.0 EXTERIOR ELEVATIONS n A5.0 BUILDING SECTIONS & DETAILS n A6.0 ENLARGED RETROFIT AREA PLANS n A6.1 ENLARGED RETROFIT AREA PLANS 2 n A7.0 INTERIOR ELEVATIONS & FINISHES FLOOR PLAN n A8.0 CEILING DETAILS n A8.1 CEILING DETAILS n STRUCTURAL S0.01 GENERAL NOTES n S0.02 GENERAL NOTES n S0.03 GENERAL NOTES SPECIAL INSPECTIONS n S0.10 TYPICAL CONCRETE DETAILS n S0.11 TYPICAL WOOD DETAILS n S0.12 TYPICAL WOOD HOLDDOWN DETAILS n S1.0 FIRST FLOOR PLAN n S1.1 ROOF FRAMING PLAN n S3.1 FOUNDATION DETAILS n S3.2 DETAILS n 33 SOUTHERN CALIFORNIA EDISON SANTA ANA BUILDING C VOLUNTARY SEISMIC RETROFIT 1327 SOUTH GRAND AVENUE, SANTA ANA, CA 92705 2024-06-11 A Revision 1 2024-06-28 B Revision 2 SHEETS TOTAL B B 2024-10-31 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 1 P M GE N E R A L C O N T R A C T O R NO T E S , G E N E R A L CO N S T R U C T I O N A N D DE M O L I T I O N N O T E S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T2.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check GENERAL CONSTRUCTION NOTES A. GENERAL CONSTRUCTION NOTES: 1. THE GENERAL CONTRACTOR SHALL PROVIDE ALL CONSTRUCTION, REMODEL, OR DEMOLITION WORK , MATERIALS, METHODS, ETC., IN ACCORDANCE WITH THE CODES LISTED IN THESE DOCUMENTS. IT SHALL BE THE CONTRACTOR'S AND HIS EMPLOYEE'S RESPONSIBILITY TO BE FAMILIAR WITH ALL CODES AND ORDINANCES, CITY OR STATE, AS REQUIRED FOR THE CONSTRUCTION OF THIS PROJECT. WHERE ANY CONFLICTS OCCUR BETWEEN FEDERAL, STATE AND LOCAL LAWS, CODES, ORDINANCES, AND REGULATIONS, THE MOST STRINGENT SHALL GOVERN. 2. THE GENERAL CONTRACTOR SHALL PROVIDE FOR THE PROPER SEQUENCE OF CONSTRUCTION, LOCATION AND SIZE OF OPENINGS, AND COORDINATE ALL CONSTRUCTION AS INDICATED BY THE CONTRACT DOCUMENTS INCLUDING SHOP DRAWINGS. 3. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COORDINATION BETWEEN SUBCONTRACTORS BASED ON ENTIRE SET OF DOCUMENTS. NO EXTRA COMPENSATION WILL BE GIVEN TO A BIDDER OR SUPPLIER WHO HAS BID FROM AND INCOMPLETE SET OF CONSTRUCTION DOCUMENTS. IN CASE OF INCONSISTENCIES OR DISCREPANCIES BETWEEN DRAWING THE MOST STRINGENT NOTE OR CONDITION SHALL APPLY AND THE CONTRACTOR SHALL NOTIFY PROJECT ARCHITECT IMMEDIATELY OF SUCH DISCREPANCIES. 4. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THE SUB-CONTRACTOR FIELD VERIFIES EXISTING SITE CONDITIONS AND DIMENSIONS PRIOR TO STARTING CONSTRUCTION. NIC: CONSTRUCTION OF WORK INDICATED ON DRAWINGS AS "NIC" IS NOT IN THE CONTRACT. HOWEVER, THE CONTRACTOR SHALL COORDINATE ITS WORK, WITH CONCURRENT WORK INDICATED AS NIC. SEE SPECIFICATIONS. 5. THE GENERAL CONTRACTOR SHALL FIELD VERIFY AND COMPARE ALL EXISTING CONDITIONS WITH THE CONTRACT DOCUMENTS, INCLUDING BUT NOT LIMITED TO STRUCTURE, MECHANICAL, PLUMBING, ELECTRICAL, EQUIPMENT, UTILITY SIZE AND LOCATION, UTILITY POINTS OF CONNECTIONS, AND ALL OTHER EXISTING SYSTEMS AND NOTIFY THE ARCHITECT IMMEDIATELY IN WRITING OF ALL DISCREPANCIES OR CONFLICTS. DO NOT PROCEED WITH WORK IN THE AREA OF DISCREPANCY OR CONFLICT UNTIL DIRECTION IS GIVEN BY ARCHITECT. IF CONTRACTOR PROCEEDS WITHOUT DIRECTION FROM THE ARCHITECT, IT SHALL BE AT CONTRACTORS RISK, AND CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED CORRECTIVE ACTION. VERIFICATION OF EXISTING CONDITIONS SHALL BE MADE FROM SOURCES AVAILABLE TO THE CONTRACTOR, SUCH AS BUT NOT LIMITED TO, UTILITY COMPANIES, CONTRACT DOCUMENTS, THE OWNER, SITE INVESTIGATION REPORTS, ETC. IN NO WAY SHALL ANY DOCUMENTATION RECEIVED BY THE CONTRACTOR RELIEVE HIM OF THE RESPONSIBILITY OF PERFORMING HIS OWN FIELD INVESTIGATION. MOST EXPENSIVE BID: IF THERE ARE SCHEDULE, SYSTEMS, SUBCONTRACT, OR MATERIALS CONFLICTS OR OMISSIONS NOT BROUGHT TO THE ARCHITECT'S ATTENTION PRIOR TO BIDDING, THE CONTRACTOR WILL BE DEEMED TO HAVE ELECTED THE MORE COSTLY TIME, METHOD, SYSTEM, PRODUCT, SUBCONTRACT AND/OR MATERIAL. 6. THE GENERAL CONTRACTOR SHALL REVIEW THESE DRAWING DRAWINGS BEFORE THE START OF CONSTRUCTION. DISCREPANCIES OR OMISSIONS APPEAR ON THESE DRAWING, SPECIFICATIONS OR OTHER CONTRACT DOCUMENTS SHALL BE BROUGHT TO ARCHITECT'S ATTENTION FOR DIRECTION. CONSTRUCTION INSTALLED IN CONFLICT WITH THE ARCHITECTURAL DRAWINGS SHALL BE CORRECTED AT THE CONTRACTOR EXPENSE. 7. THESE DRAWINGS SHALL NOT BE SCALED FOR THE PURPOSES OF CONSTRUCTION, WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED GRAPHICS. IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT FOR CLARIFICATION. DO NOT PROCEED WITH WORK IN THE AREA OF DISCREPANCY OR CONFLICT UNTIL DIRECTION IS GIVEN BY ARCHITECT. 8. THE GENERAL CONTRACTOR SHALL MAINTAIN A STAMPED "APPROVED" SET OF DRAWINGS IN THE FIELD/SITE AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL INDICATE ON THESE PLANS ALL APPROVED CHANGES TO THIS WORK. THIS SET SHALL BE TURNED OVER TO PROJECT ARCHITECT WHEN THE PROJECT IS COMPLETE. 9. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO ACQUIRE AS-BUILT/RECORD DRAWINGS FROM ALL SUBCONTRACTORS UPON COMPLETION OF THE PROJECT AND TO SUBMIT TO PROJECT ARCHITECT. 10. NO MATERIAL SUBSTITUTIONS WILL BE ALLOWED UNLESS SUBMITTED IN WRITING TO PROJECT DESIGNER FOR APPROVAL IN WRITING. NOTIFICATION MUST BE SUBMITTED WITHIN 10 WORKING DAYS OF CONTRACT AWARD. 11. THE DRAWINGS HAVE BEEN DETAILED IN COMPLIANCE WITH THE AGENCIES LISTED IN THESE DOCUMENTS. IF AN ALTERNATE OR SUBSTITUTED MATERIAL IS ACCEPTED AS AN EQUAL BY THE GENERAL CONTRACTOR, HE WILL ASSUME THE RESPONSIBILITY FOR WHATEVER CONSTRUCTION MODIFICATION AND/OR ADDITIONAL COSTS ARE REQUIRED BY REASON OF THIS ACCEPTANCE. THE CONTRACTOR SHALL STIPULATE THAT ALL PROPOSED SUBSTITUTIONS ARE EQUAL IN PERFORMANCE AND COMPLY WITH APPLICABLE CODES AND REGULATIONS. CONTRACTOR'S SUBSTITUTION OF ALTERNATE MATERIALS OR SYSTEMS SHALL BE AT NO ADDITIONAL COST TO OWNER. 12. THE GENERAL CONTRACTOR SHALL PROVIDE A LIST OF ALL SUBCONTRACTORS TO BE USED SUBMIT LIST TO THE PROJECT ARCHITECT WITHIN (TEN) 10 WORKING DAYS OF CONTRACT AWARD 13. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL SHIPMENTS OF OWNER SUPPLIED MATERIALS. THIS INCLUDES VERIFYING PACKING LISTS AGAINST ORDER FORMS AND BILLS OF LOADING. IF THIS IS NOT DONE, THE CONTRACTOR WILL BEAR THE COST OF ANY EXPEDITED FREIGHT CHARGES TO MEET THE CONSTRUCTION SCHEDULE. THE CONTRACTOR IS RESPONSIBLE FOR FILING DAMAGE REPORTS AND MUST MAINTAIN PACKING MATERIALS FOR SHIPMENT OF DAMAGED ITEMS. 14. THE GENERAL CONTRACTOR SHALL KEEP ALL HANDBOOKS AND PAPERWORK INCLUDING ALL PACKING SLIPS LADING IN A MARKED ENVELOPE. THIS ENVELOPE IS TO BE TURNED OVER TO OWNER. 15. THE GENERAL CONTRACTOR SHALL DELIVER TO FILE A COPY OF THE CERTIFICATE OF OCCUPANCY, LIEN WAIVER, WARRANTIES, GUARANTEES AND EQUIPMENT OPERATION MANUALS. THE ORIGINAL CERTIFICATE OF OCCUPANCY TO BE FRAMED AND MOUNTED AT MALL MANAGER'S DESK. 16. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE CLEAN UP OF ALL TRADES. 17. THE GENERAL CONTRACTOR SHALL COORDINATE CONSTRUCTION TIME AND NOISE REQUIREMENTS WITH PROPERTY MANAGEMENT. CONTRACTOR SHALL NOTIFY THE OWNERS REPRESENTATIVE OF TIMES WHEN THE CONSTRUCTION NOISE WILL BE EXCESSIVE. CONTRACTOR SHALL RESCHEDULE SUCH WORK IF SO REQUIRED BY THE OWNER. 18. THE GENERAL CONTRACTOR SHALL COORDINATE ALL ACTIVITIES WITH PROPERTY MANAGEMENT PRIOR TO START OF CONSTRUCTION. INTERRUPTION OF SERVICES TO THE BUILDING SHALL BE HELD TO A MINIMUM. COORDINATE SUCH INTERRUPTIONS WITH THE OWNER. EXISTING SERVICES WHICH ARE IN ANY WAY AFFECTED BY THE PERFORMANCE OF THIS WORK SHALL BE PROTECTED AND MAINTAINED, INCLUDING UTILITY SERVICES FOR THE BUILDING THAT ORIGINATE IN OR THROUGH THE SPACE. SITE COORDINATION: COORDINATE ALL SITE OPERATIONS WITH OWNER, INCLUDING STAGING AREAS, MATERIAL STORAGE, ACCESS TO WORK, TIMING OF WORK, NOISY OPERATIONS, INTERRUPTION OF UTILITIES, ETC. SEE SPECIFICATIONS. 19. THE GENERAL CONSTRUCTION SHALL NOT RESTRICT ACCESS TO A FIVE FOOT CLEAR UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METER, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS OR ADDITIONAL EXPENSES 20. THE GENERAL CONTRACTOR SHALL PROVIDE PROTECTIVE COVERING OF ALL EQUIPMENT, MERCHANDISE, CARPET, AND ETC... 21. THE GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL TEMPORARY BARRICADES AND DUST PROTECTION AS REQUIRED BY BUILDING PROPERTY MANAGEMENT. 22. THE GENERAL CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORING AND BRACING AS REQUIRED FOR ALL DEMOLITION AND NEW WORK AS REQUIRED. CONTRACTOR TO ASSUME FULL RESPONSIBILITY FOR REPAIR AND/OR REPLACEMENT OF DAMAGED AREAS, INCLUDING BUT NOT NECESSARILY LIMITED TO, STRUCTURE, FINISHES, EQUIPMENT AND FURNISHINGS IF DAMAGE OF ANY KIND OCCURS AS RESULT OF IMPROPER OR INADEQUATE SHORING OR BRACING. 23. THE GENERAL CONTRACTOR SHALL PROVIDE PEDESTRIAN OR VEHICULAR PROTECTION BARRICADES, TEMPORARY GUARD RAILS, AND/ OR CANOPIES AS REQUIRED BY THE LOCAL AUTHORITIES OR AS NECESSARY FOR PEDESTRIAN AND VEHICULAR SAFETY. 24. THE GENERAL CONTRACTOR SHALL PROVIDE FULL FLOOR PREPARATION AS REQUIRED TO RECEIVE NEW FINISHES. ALL NEW MAJOR FLOOR PREP MUST BE BROUGHT TO THE ATTENTION OF THE BUILDING MANAGER PRIOR TO COMMENCEMENT OF SAID WORK. 25. UPON COMPLETION OF CONSTRUCTION, IT WILL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO CLEAN ALL FINISH SURFACES AS PER MANUFACTURER'S INSTRUCTIONS AND TO EMPLOY THE SERVICES OF A PROFESSIONAL CLEANING COMPANY IN ORDER TO ASSURE AN ABSOLUTELY CLEAN SPACE. 26. THE GENERAL CONTRACTOR SHALL PROVIDE BLOCKING IN WALLS WHERE GRAB BARS, HAND RAILS, CASEWORK, AND OTHER EQUIPMENT THAT REQUIRES A RIGID AND SECURE ATTACHMENT 27. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND INSTALLING ALL LIGHT FIXTURE SUPPORTS AND BRACKETS. 28. THE GENERAL CONTRACTOR SHALL VERIFY LOCATION AND SIZE OF ALL OPENINGS WITH ALL DRAWINGS AND MANUFACTURED ITEMS WHERE APPLICABLE, PRIOR TO THE STARTING ANY WORK. 29. THE GENERAL CONTRACTOR SHALL VERIFY INSERTS AND EMBEDDED ITEMS WITH ALL DRAWINGS AND MANUFACTURED ITEMS WHERE APPLICABLE, PRIOR TO THE STARTING ANY WORK 30. THE GENERAL CONTRACTOR TO OBTAIN TENANT'S LATEST CRITERIA DRAWINGS AND / OR TENANT'S CONSTRUCTION DRAWINGS FOR EXACT LOCATION OF ALL PLUMBING, MECHANICAL AND ELECTRICAL ROUGH-IN, STUB-UPS, ETC. PRIOR TO INSTILLATION THE GENERAL CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM TENANT'S REPRESENTATIVE, PRIOR TO POURING CONCRETE FLOOR SLAB OR APPLYING FINISHES ON WALLS. 31. THE GENERAL CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY AND PERMANENT FIRE EXTINGUISHERS AS REQUIRED BY THE LOCAL BUILDING DEPARTMENT, FIRE DEPARTMENT, AND OTHER NECESSARY GOVERNING AGENCIES. VERIFY QUANTITY AND LOCATION WITH LOCAL OFFICIALS AND COORDINATE LOCATION OF SAME WITH ARCHITECT. 32. THE GENERAL CONTRACTOR SHALL PROVIDE FIRE SAFETY PLAN ADDRESSING FIRE SAFETY COMPLIANCE DURING CONSTRUCTION TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL. THE FIRE SAFETY PLAN SHALL ADDRESS FIRE PROTECTION SYSTEMS TO BE INSTALLED AND MADE SERVICEABLE PRIOR TO AND THROUGHOUT THE TIME OF CONSTRUCTION. 33. THE GENERAL CONTRACTOR SHALL PROVIDE ALL NECESSARY CEILING OR WALL ACCESS PANELS ( OR ACCESS DOORS ) AS REQUIRED BY GOVERNING AGENCIES FOR AIR CONDITIONING, PLUMBING FIRE SPRINKLER AND ELECTRICAL SYSTEMS. PROVIDE APPROVED ASSEMBLIES WITH SELF - CLOSING DEVICES IN ONE (1) HOUR RATED CONSTRUCTION. 34. THE GENERAL CONTRACTOR SHALL COMPLY WITH AND PROVIDE VERIFICATION OF COMPLIANCE WITH CALGREEN NON-RESIDENTIAL MANDATORY MEASURES 35. STRUCTURAL STEEL MAY BE FIRE PROTECTED THROUGHOUT THE BUILDING; HOWEVER, DRAWINGS DO NOT ALWAYS SHOW REQUIRED FIRE PROTECTION. FIRE RESISTANCE RATINGS MUST BE AT LEAST EQUAL TO CODE REQUIREMENTS. SEE "LS" SHEETS FOR FIRE PROTECTION INFORMATION AND DETAILS. 36. PROVIDE GALVANIC SEPARATION MATERIAL, ACCEPTABLE TO ARCHITECT, BETWEEN DISSIMILAR METALS. SEE SPECIFICATIONS. 37. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. SEE SPECIFICATIONS. 38. FIRE SPRINKLER SYSTEM: NO PIPES, DRAIN VALVES OR OTHER COMPONENTS OF THE SYSTEM, EXCEPT SPRINKLER HEADS, SHALL BE EXPOSED TO PUBLIC VIEW EXCEPT AS NOTED OR AS ACCEPTABLE TO ARCHITECT. SPRINKLER CONTRACTOR SHALL PROVIDE ACCESS PANELS WITH DOORS FOR SYSTEM ACCESS WHERE SPRINKLER DRAIN VALVES, TEST LOCATIONS, ETC., ARE INACCESSIBLE WITHOUT DEMOLITION. ACCESS PANELS AND INSTALLATION COSTS SHALL BE INCLUDED IN THE BID. PANELS SHALL BE A FLUSH DESIGN AND PAINTED TO MATCH ADJACENT SURFACES AND FIRE RATED WHERE REQUIRED. PANEL DOORS SHALL HAVE KEYED LOCKS WHEN IN PUBLIC AREAS OR IN EXTERIOR LOCATIONS. SPRINKLER SUBCONTRACTOR SHALL PROVIDE SHOP DRAWINGS INDICATING PANEL STYLE AND CONSTRUCTION AND PROPOSED LOCATIONS FOR THE ARCHITECT'S APPROVAL. SEE SPECIFICATIONS. 39. ATTIC SPACES SHALL BE ACCESSIBLE. PROVIDE 20"X 30" ACCESS DOORS (CBC 1209) OR AS OTHERWISE REQUIRED BY CODE. ACCESS DOORS SHALL BE FIRE RATED WHERE NECESSARY. 40. ON CONTINUOUS WALL SURFACES WITH DISSIMILAR FINISH MATERIAL THICKNESSES, ALIGN FACES OF FINISH, UNLESS SHOWN OR NOTED OTHERWISE. PROVIDE CASING BEADS AT GYPSUM BOARD EDGES WHEREVER GYPSUM BOARD ABUTS A DIFFERENT MATERIAL. 41. ON FLOORS, USE TRANSITION OR LEVEL REDUCING STRIPS BETWEEN MATERIALS OF DIFFERENT FINISH HEIGHT. CARPET AND/OR OTHER FLOOR FINISHES SHALL RUN UNDER MOVEABLE CASEWORK. SEE SPECIFICATIONS. 42. PROVIDE BACKING/BLOCKING FOR ALL WALL MOUNTED EQUIPMENT, SUPPORTS, RAILS, CASEWORK, COUNTERS, WALL STOPS, EQUIPMENT AND FIXTURES AND OTHER ITEMS AS REQUIRED. VERIFY MOUNTING HEIGHTS AND STRUCTURAL SUPPORT REQUIREMENTS WITH EQUIPMENT MANUFACTURERS BEFORE INSTALLING. 43. ALL CASEWORK, CABINETS, AND STORAGE RACKS SHALL BE SECURELY ANCHORED TO COMPLY WITH CODE REQUIRED SEISMIC SUPPORT. 44. ELEVATIONS DO NOT SHOW ALL EQUIPMENT, FIXTURES, DEVICES, MECHANICAL, PLUMBING OR ELECTRICAL, ITEMS. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL PLANS FOR ADDITIONAL ITEMS. 45. ELECTRICAL DEVICE BOXES SHALL NOT BE MOUNTED BACK TO BACK. SEPARATE BY AT LEAST 15 INCHES. 46. DOOR AND WINDOW ELEVATIONS AND PLANS ARE DEPICTED SCHEMATICALLY; SEE DOOR AND WINDOW SCHEDULES AND TYPES FOR ACTUAL APPEARANCE AND DETAILS. B. GUARANTEES: 1. EACH CONTRACTOR AND SUBCONTRACTOR PARTICIPATING IN ANY PORTION OF LANDLORD'S WORK OR TENANT'S WORK SHALL GUARANTEE THAT SUCH PORTION WILL BE FREE FROM AND ANY AND ALL DEFECTS IN WORKMANSHIP AND MATERIALS FOR THE PERIOD OF TIME WHICH CUSTOMARILY APPLIES IN GOOD CONTRACTING PRACTICE IN THE COUNTY AND STATE WHERE THE PROJECT IS LOCATED, BUT IN NO EVENT FOR LESS THAN ONE (1) YEAR AFTER DELIVERY DATE. 2. THE AFORESAID GUARANTEES OF EACH SUCH CONTRACTOR SHALL INCLUDE THE OBLIGATION TO REPAIR OR REPLACE IN A FIRST- CLASS WORKMAN LIKE MANNER, WITHOUT ANY ADDITIONAL CHARGE, ANY AND ALL WORK DONE OR FURNISHED BY THEM OR BY ANY OR THEIR SUBCONTRACTORS, EMPLOYEES OR AGENTS , WHICH SHALL BE OR BECOME DEFECTIVE WITHIN ONE (1) YEAR FROM THE DELIVERY DATE, INCLUDING WITHOUT ADDITIONAL CHARGE THEREOF ALL EXPENSES AND DAMAGES IN CONNECTION WITH THE REMOVAL , REPLACEMENT AND/OR REPAIR IN A FIRST CLASS AND WORKMAN LIKE MANNER OF ANY OTHER PART OF THE WORK WHICH MAY BE DAMAGED OF DISTURBED THEREBY. ALL WARRANTIES OR GUARANTEES AS TO MATERIALS OR WORKMANSHIP ON OR WITH RESPECT TO THE WORK,SHALL BE CONTAINED IN THE CONTRACTS AND SUBCONTRACTS FOR PERFORMANCE OF BOTH LANDLORD'S WORK AND TENANT'S WORK AND SHALL BE WRITTEN SO THAT THEY WILL ENSURE TO THE BENEFIT OF LANDLORD AND TENANT, AS THEIR RESPECTIVE INTERESTS MAY APPEAR, AND SO THAT THEY CAN BE DIRECTLY ENFORCED BY EITHER; AND LANDLORD SHALL FURNISH TO TENANT ANY ASSIGNMENT OR OTHER ASSURANCES NECESSARY TO EFFECTUATE THE INTENT AND PURPOSE OF THIS ARTICLE. 3. ANY EXISTING MATERIALS OR EQUIPMENT WHICH THE LANDLORD DEEMS TO BE REUSABLE AND ARE ACCEPTED BY TENANT SHALL CARRY THE SAME GUARANTEE AS NEW. C. GENERAL DRAWING NOTES: 1. DRAWINGS AND SPECIFICATIONS, AND ALL COPIES THEREOF ARE LEGAL INSTRUMENTS OF SERVICE FOR THE USE OF THE OWNER AND AUTHORIZED REPRESENTATIVES ON THE DESIGNATED PROPERTY ONLY. OTHER USE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF THE ARCHITECT IS PROHIBITED. 2. SPECIFICATIONS, DETAILS AND SCHEDULES WHICH MAY BE BOUND SEPARATELY, ARE PART OF THESE CONTRACT DOCUMENTS. DRAWINGS BY CONSULTING PROFESSIONALS, SUCH AS STRUCTURAL, LANDSCAPE, ETC. ARE SUPPLEMENTAL TO THE ARCHITECTURAL DRAWINGS AND ARE A PART OF THESE CONTRACT DOCUMENTS. 3. REFER TO GENERAL NOTES ON DRAWINGS OF OTHER DISCIPLINES FOR ADDITIONAL REQUIREMENTS. 4. "TYPICAL" MEANS COMPARABLE CHARACTERISTICS FOR THE ELEVATION OR DETAIL NOTED. WHEN A DETAIL OR NOTE IS IDENTIFIED AS "TYPICAL", CONTRACTOR SHALL APPLY THIS DETAIL OR NOTE TO EVERY LIKE CONDITION, WHETHER OR NOT THE REFERENCE IS REPEATED IN EVERY INSTANCE. VERIFY DIMENSIONS AND ORIENTATION ON PLANS. 5. "SIMILAR" MEANS COMPARABLE CHARACTERISTICS FOR THE ELEVATION OR DETAIL NOTED. VERIFY DIMENSIONS AND ORIENTATION ON PLANS. 6. WHERE WORK OR EQUIPMENT IS INDICATED "N.I.C." (NOT IN CONTRACT) ON THE DRAWINGS, SUCH WORK AND/OR EQUIPMENT SHALL BE PROVIDED BY OTHERS. CONTRACTOR SHALL COORDINATE AND COOPERATE TO EFFECT SUCH INSTALLATION. 7. DETAILS ARE INTENDED TO SHOW METHOD AND MANNER OF ACCOMPLISHING WORK. MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT THE JOB DIMENSIONS OR CONDITIONS AND SHALL BE INCLUDED AS PART OF THE WORK. D. GENERAL DIMENSION NOTES: 1. ALTHOUGH SIGNIFICANT EFFORTS HAVE BEEN MADE TO COORDINATE DIMENSIONS, THERE MAY BE DISCREPANCIES AND/OR OMISSIONS. IF ENCOUNTERED, CONTACT THE ARCHITECT FOR ADDITIONAL INFORMATION. IF THERE IS A DIMENSIONAL VARIANCE BETWEEN DISCIPLINES, CONTACT ARCHITECT PRIOR TO BID. IF DISCREPANCIES ARE DISCOVERED AFTER THE BID, CONTRACTOR SHALL CONFIRM DIMENSIONS WITH ARCHITECT PRIOR TO CONSTRUCTION OF THE AFFECTED AREA. 2. ACTUAL CONSTRUCTION CONDITIONS AND/OR MATERIAL AND EQUIPMENT SIZES MAY NOT BE THOSE ANTICIPATED BY THE DESIGNERS. THROUGH FIELD INVESTIGATION AND SHOP DRAWINGS, CONTRACTOR SHALL VERIFY DIMENSIONS AND RECOMMEND DIMENSIONAL MODIFICATIONS AS REQUIRED. 3. ARCHITECTURAL DIMENSIONS CAN BE FOUND ON FLOOR PLANS, EXPANDED PLANS, REFLECTED CEILING PLANS, SECTIONS, DETAILS, DOOR, WINDOW AND LOUVER SCHEDULES INTERIOR ELEVATIONS AND EXTERIOR ELEVATIONS. 4. ADDITIONAL DIMENSIONS MAY BE SHOWN ON CIVIL, LANDSCAPE, STRUCTURAL, MECHANICAL, ELECTRICAL DRAWINGS, FOOD SERVICE DRAWINGS, POOL DRAWINGS, THEATER DRAWINGS AND INTERIOR DESIGN AND FURNITURE LAYOUT PLANS. MECHANICAL AND ELECTRICAL EQUIPMENT AND FOOD SERVICE SCHEDULES MAY ALSO CONTAIN DIMENSIONAL INFORMATION RELATED TO EQUIPMENT SIZES AND CLEARANCES. 5. DIMENSIONS ARE SHOWN AS ACTUAL, NOT NOMINAL (1 ½” X 3 ½”); DESIGNATIONS ARE NOTED AS NOMINAL, NOT ACTUAL (2 X 4 STUD). DIMENSIONS ARE NOT ROUNDED, BUT UN-ROUNDED DIMENSIONS ARE NOT NECESSARILY VIEWED AS A MAXIMUM CONSTRUCTION TOLERANCE. ARCHITECTURAL SITE PLAN DIMENSIONS 1. CHECK CIVIL, LANDSCAPE, ELECTRICAL SITE AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS. 2. THE BUILDING CONTROL POINT (BCP) SHALL BE USED TO LOCATE THE BUILDING. THE BCP IS LOCATED AT THE CORNER OF THE FOUNDATION, OR AT THE INTERSECTION OF GRID LINES. IF THE BCP IS NOT LOCATED ON ANY DRAWING, FOR BIDDING PURPOSES THE APPROXIMATE BUILDING LOCATION MAY BE SCALED FROM THE ARCHITECTURAL SITE PLAN. IF THE ALIGNMENT OF THE BUILDING IS NOT INDICATED, ASSUME THAT IT IS PARALLEL TO A MAJOR EXISTING BUILDING OR TO THE NEAREST SITE BOUNDARY OR STREET AS VISUALLY DEPICTED ON THE DRAWING. CONFIRM BUILDING LOCATION WITH ARCHITECT PRIOR TO STARTING CONSTRUCTION. 3. UN-DIMENSIONED HARDSCAPE (PAVING, PARKING, PLAY AREAS, PATIOS, ETC) MAY BE LOCATED BY SCALING FROM DIMENSIONED OR EXISTING FIXED ELEMENTS. CONFIRM ALL SCALED OR ASSUMED DIMENSIONS WITH THE ARCHITECT PRIOR TO STARTING CONSTRUCTION. FLOOR PLAN DIMENSIONS 1. THE LOWEST FLOOR OVERALL BUILDING DIMENSIONS ARE FROM THE OUTSIDE FACE OF THE FOUNDATION WALL TO THE OPPOSITE OUTSIDE FACE OF THE FOUNDATION WALL (OR, FROM OUTSIDE GRIDLINE TO OUTSIDE GRIDLINE) AS SHOWN. 2. GRID LINE IDENTIFICATION: GRID LINES IDENTIFY AND PROVIDE POINTS FOR DIMENSIONING MAJOR ALIGNED VERTICAL STRUCTURAL ELEMENTS (I.E., B/2). SECONDARY STRUCTURAL ELEMENTS NOT ON A MAJOR GRID ALIGNMENT ARE IDENTIFIED WITH DECIMALS APPROXIMATELY PROPORTIONAL TO THE DISTANCE TO THE NEXT FULL GRID LINE (I.E., B.5/2.3). 3. GRID LINE LOCATIONS: GRID LINES ARE SHOWN AT THE CENTERLINES OF COLUMNS WHEN COLUMNS ARE THE PRINCIPAL VERTICAL STRUCTURAL ELEMENTS, UNLESS NOTED OTHERWISE. 4. WHEN COLUMNS ARE NOT THE PRINCIPAL VERTICAL STRUCTURAL ELEMENTS, EXTERIOR WALL GRID LINES ARE TO THE OUTSIDE FACES OF LOAD BEARING STUD WALLS OR TO THE CENTERLINES OF LOAD BEARING MASONRY, PRE-CAST CONCRETE OR CAST-IN-PLACE CONCRETE WALLS. GRID LINES ARE SHOWN AT THE FACES OF INTERIOR LOAD BEARING STUD WALLS AND TO THE CENTERLINES OF INTERIOR LOAD BEARING MASONRY AND CONCRETE WALLS. REFER TO DRAWINGS OR DETAILS FOR WIDTHS OF WALLS. (NOTE TO DESIGNER, IN BUILDINGS WHERE NO GRID LINES ARE NECESSARY, SUCH AS SINGLE-FAMILY RESIDENTIAL DRAWINGS, ALL DIMENSIONS SHOULD BE TO THE FACES OF STUDS, WHETHER LOAD BEARING OR NOT). 5. DIMENSIONS FOR WALLS ARE TO ONE FACE OF THE STUDS, BOTH FACES OF MASONRY WALLS, OR BOTH FACES OF CONCRETE WALLS, ETC, UNLESS NOTED OTHERWISE. WHERE DIMENSIONS ARE SHOWN AT CENTER OF WALL REPRESENT CENTER LINE OF STUD OR STRUCTURAL ELEMENT UNLESS NOTED OTHERWISE. 6. DIMENSIONS ARE NOT ADJUSTABLE WITHOUT THE REVIEW OF ARCHITECT UNLESS NOTED (+/-) OR "VERIFY". DIMENSIONS NOTED "HOLD" SHALL BE CONSIDERED AS ABSOLUTE AND USED FOR LAY-OUT CONTROL UNLESS OTHERWISE DIRECTED BY ARCHITECT. 7. WALL DIMENSIONS WALL ARE ACTUAL, NOT NOMINAL (UNLESS NOTED AS “NOM”). 8. DOOR AND WINDOW OPENING DIMENSIONS IN FRAME CONSTRUCTION (WOOD OR STEEL STUDS) ARE TYPICALLY SHOWN AT THEIR CENTERLINES. HOWEVER, WHEN THE EDGE OF THE DOOR OR WINDOW PLACEMENT IS IMPORTANT, OR MAKES THE PLACEMENT CLEARER, THE DIMENSION MAY BE TO THE ACTUAL FRAME EDGE. 9. DOOR AND WINDOW DIMENSIONS IN LOAD-BEARING MASONRY AND CONCRETE WALLS ARE TO “ROUGH” OPENINGS (FACES OF MASONRY OR CONCRETE). TYPICAL DOOR AND WINDOW ROUGH OPENING DIMENSIONS ARE THE WINDOW FRAME WIDTH PLUS 1/2” (1/4” CLEARANCE EACH SIDE) AND PLUS 1/2” TOTAL FOR THE HEAD/SILL DIMENSIONS. 10. STOREFRONT DIMENSIONS IN LOAD-BEARING MASONRY OR CONCRETE ARE FRAME WIDTH PLUS 1” (1/2” AT EACH SIDE), AND PLUS 1” TOTAL FOR THE HEAD/SILL DIMENSIONS. 11. “TYPICAL” DOOR FRAME CLEARANCE DIMENSIONS TO ADJACENT WALLS: BETWEEN FRAME FACES AND FACES OF STUDS, OR FACES OF MASONRY OR CONCRETE, AT NEARBY PERPENDICULAR WALLS ARE TYPICALLY 4”, DEPENDING ON HARDWARE CLEARANCES AND FRAME REQUIREMENTS (2.5”-DOOR HANDLE PLUS 1”-WALL STOP PLUS ½” GB = 4.0”). DOORS WITH COAT HOOKS REQUIRE 6” DIMENSION. SEE DETAILS FOR SPECIFIC DIMENSIONS. 12. SOME DIMENSIONS REQUIRED TO BE CLEAR, SUCH AS AT REQUIRED EXIT WAYS, APPLIANCE COVES OR PREFABRICATED STAIR ENCLOSURES, ARE NOTED “CLR” AND ARE SHOWN TO THE FACES OF FINISHES. 13. TYPICAL DIMENSIONS FOR SPECIALTIES, FIXTURES AND EQUIPMENT MAY BE FOUND ON “PROTOTYPE DETAILS”. THESE INCLUDE TOILET AREA ITEMS, CASEWORK, EQUIPMENT HEIGHTS, ETC. 14. WALL WIDTHS MAY CHANGE IN MID RUN, FOR INSTANCE WHEN A WALL CHANGES FROM 4” STUDS TO 6” STUDS OR CHANGES FROM A STUD WALL TO A MASONRY WALL. IN CASES WHERE THIS OCCURS AT A CORRIDOR, MAINTAIN THE CLEAR WIDTH OF THE CORRIDOR. IF THERE IS AN UNRESOLVED CONFLICT ON THE OPPOSITE SIDE OF THE WALL, SUCH AS WITH CASEWORK, CONTACT THE ARCHITECT FOR INSTRUCTIONS. 15. FINISH FLOOR ELEVATION (FFE) IS THE ELEVATION OF THE TOP OF THE FLOOR FINISH ELEMENTS SUCH AS CONCRETE SLAB-ON-GRADE, GYPSUM TOPPING SLAB, FLOOR SHEATHING, ETC. BUT IT DOES NOT INCLUDE FINISHES SUCH AS CARPET, VINYL, FINISH WOOD FLOORING OR CERAMIC TILE (UNLESS NOTED). WHEN CEILINGS, WINDOW HEADS AND DOOR HEADS ARE NOTED AS AFF (ABOVE FINISH FLOOR) BUT THE FLOOR IS RECESSED FOR THICK SET TILE, SLOPES TO DRAIN, OR HAS PERMANENT RISERS, THE “FINISH FLOOR” IS DEFINED AS THE COMMON PLANE FOR THAT FLOOR OR MEZZANINE LEVEL. RENOVATION DIMENSION NOTES 1. DIMENSIONS SHOWN ARE TO FACE OF FINISH AT EXISTING CONSTRUCTION, UNLESS NOTED OTHERWISE. 2. UN-DIMENSIONED PARTITIONS MAY BE LOCATED BY REFERENCE TO EXISTING FIXED ELEMENTS, SUCH AS COLUMNS, WALLS, CORNERS, WINDOWS, ETC. 3. DIMENSIONS NOTED AS +- INDICATES AN UN-VERIFIED DIMENSION OF, OR FROM, EXISTING CONSTRUCTION. CONTRACTOR SHALL FIELD VERIFY ALL SUCH DIMENSIONS AND NOTIFY ARCHITECT OF SIGNIFICANT VARIANCES AND/OR UNWORKABLE SITUATIONS. 4. UN-DIMENSIONED NEW DOORS AND WINDOWS MAY BE LOCATED IN EXISTING OPENINGS. CHECK DEMOLITION DRAWINGS. CONTRACTOR SHALL FIELD VERIFY ROUGH OPENING DIMENSIONS. 5. SOME NEW DOOR OR WINDOW OPENING MAY BE LOCATED BY REFERENCE TO EXISTING DOORS OR WINDOWS (FOR INSTANCE, “NEW WINDOW OPENING TO BE THE SAME SIZE AS, AND ALIGN WITH, EXISTING WINDOW BELOW.”) CONTRACTOR SHALL FIELD VERIFY THE SIZE OF THE EXISTING WINDOW OR DOOR AND MATCH THE SIZE AND LOCATION WHERE INDICATED. REFLECTED CEILING PLAN (RCP) DIMENSIONS 1. CEILING GRIDS. UNLESS SHOWN OR DIMENSIONED OTHERWISE, SUSPENDED CEILING GRIDS ARE SHOWN CENTERED SO THAT NO BORDER TILE DIMENSION IS LESS THAN HALF ITS ORIGINAL SIZE. UNLESS DIMENSIONED OTHERWISE, LIGHTING AND GRILLS, REGISTERS AND DIFFUSERS (GRDS) ARE CENTERED. 2. DIMENSIONS SHOWN ON THE UNDERLYING FLOOR PLANS MAY DEFINE CEILING DIMENSIONS. IN GENERAL, SOFFITS, LIGHTING, EQUIPMENT, DISPLAYS AND WOODWORK SHALL BE ALIGNED WITH ARCHITECTURAL ELEMENTS AND EQUALLY SPACED AS REQUIRED. UN-DIMENSIONED, EXPOSED DUCTWORK, CABLE TRAYS AND PLUMBING MAY BE SCALED IF THERE IS NO OBVIOUS RELATIONSHIP WITH OTHER ARCHITECTURAL ELEMENTS. WHEN IN DOUBT, CHECK WITH THE ARCHITECT FOR ADDITIONAL INFORMATION. 3. UN-DIMENSIONED LIGHTS IN RECTANGULAR HARD-SURFACED CEILINGS ARE CENTERED, AND/OR EQUALLY SPACED FROM WALLS, AS SHOWN. 4. UNLESS NOTED OTHERWISE, ALL CEILING HEIGHTS ARE FROM THE “FINISH FLOOR” TO THE FACE OF THE CEILING FINISH. ROOF PLAN DIMENSIONS 1. UN-DIMENSIONED LOCATIONS OF ROOFTOP EQUIPMENT AND CONSTRUCTION OFTEN MAY BE DETERMINED BY THE FLOOR PLAN BELOW, SUCH AS A ROOF HATCH DETERMINED BY REFERENCE TO A FIXED WALL AND LADDER, SKYLIGHTS CENTERED IN SPACES BELOW OR AS DEFINED BY CEILING PLANS, OR MECHANICAL EQUIPMENT DETERMINED BY DUCT PENETRATIONS BETWEEN JOISTS. 2. UN-DIMENSIONED ITEMS SUCH AS EQUIPMENT RAILS, HVAC EQUIPMENT, SCREEN WALLS, ANTENNAS, WALK PADS, LADDERS, SCUPPER LOCATIONS, ETC. MAY BE LOCATED FROM MECHANICAL AND ELECTRICAL DRAWINGS OR LOCATED BY SCALING. CONFIRM ALL ROOF ITEM DIMENSIONS WITH THE ARCHITECT PRIOR TO CONSTRUCTION. VERTICAL DIMENSIONS 1. UNLESS NOTED OTHERWISE, THE FIRST FLOOR REFERENCE ELEVATION IS 0’-0”. THIS IS REFERENCED TO A GROUND ELEVATION (ABOVE MSL) AS SHOWN IN CIVIL OR STRUCTURAL DRAWINGS. ELEVATIONS BELOW 0’-0” ARE ”–“ (PREFIXED WITH A MINUS SIGN). 2. BUILDING, FLOOR AND ROOF HEIGHTS SHOWN ON ARCHITECTURAL DRAWINGS ARE TO TOP OF DECKING OR SHEATHING, BUT DO NOT INCLUDE FINISHES OR ROOFING MATERIAL. 3. WALL OPENINGS: WINDOW, STOREFRONT, DOOR AND LOUVER HEIGHTS ARE TO FINISH HEIGHTS (UNLESS THEY ARE IN LOAD-BEARING MASONRY OR CONCRETE WALLS, WHERE THEY ARE TO ROUGH OPENINGS). IF ABOVE THE FIRST FLOOR, HEIGHT REFERENCES MAY BE TO THE NEXT LOWER FINISH FLOOR ELEVATION. 4. LIGHTING HEIGHTS ARE TO CENTERLINES OF THE ELECTRICAL BOXES, UNO. EQUIPMENT, VENT, PLUMBING AND FIXTURE ELEVATIONS ARE TO CENTERLINES OF THE WALL PENETRATIONS, UNO. 5. SOME VERTICAL DIMENSIONS ARE SHOWN ON PLANS FOR DEPRESSIONS, RIDGES, CURBS, AND ELEVATION CHANGES. A PLAN ELEVATION CHANGE SYMBOL LOOKS LIKE A STEP OR VERTICAL “Z” AND INDICATES THE + OR - ELEVATION CHANGE IN INCHES FROM THE FFE NEXT TO IT. GENERAL DEMOLITION NOTES 1. CONTRACTOR SHALL EXECUTE THE DEMOLITION WORK AND SHALL REMOVE ALL DEBRIS BY METHODS TO AVOID IMPACTING THE OPERATION OF THE FACILITY. PRIOR TO BEGINNING OF DEMOLITION, THE CONTRACTOR SHALL NOTIFY THE OWNER IN ADVANCE AND OBTAIN PERMISSION FROM THE OWNER TO COMMENCE WORKING IN A SPECIFIC AREA. DEMOLITION DRAWINGS DO NOT SHOW OR CALL OUT EVERY ITEM FOR DEMOLITION OR REMOVAL BUT INDICATE A SCHEMATIC SENSE OF THE SCOPE OF WORK. CONTRACTOR SHALL VERIFY EXTENT OF ALL DEMOLITION REQUIRED TO PROPERLY COMPLETE WORK SHOWN IN THE DOCUMENTS. SITE VISITATION IS IMPORTANT FOR AN UNDERSTANDING OF THE DEMOLITION SCOPE. REFER TO NEW ARCHITECTURAL, STRUCTURAL, PLUMBING, HVAC, ELECTRICAL, FOOD SERVICE AND OTHER DRAWINGS AS REQUIRED FOR LOCATION OF NEW WORK TO DETERMINE EXTENT OF DEMOLITION. 2. SEE SPECIFICATION SECTIONS ‘SELECTIVE DEMOLITION’ ‘AND/OR CUTTING AND PATCHING’ FOR MORE INFORMATION. 3. CONTRACTOR SHALL COORDINATE ALL NON-ATTACHED ITEMS, SUCH AS FURNISHINGS, MOBILE EQUIPMENT, DESKS, TABLES, CHAIRS, ETC., WITH THE OWNER OR OWNER'S REPRESENTATIVE PRIOR TO THE COMMENCEMENT OR WORK. ARTICLES HAVING VALUE INCLUDING FURNISHINGS, FIXTURES, EQUIPMENT, ETC. SHALL BE RETURNED TO THE OWNER OR OWNER'S REPRESENTATIVE FOR DISPOSITION. 4. CONTRACTOR SHALL EXECUTE THE DEMOLITION WORK AND REMOVE ALL DEBRIS WITHOUT DAMAGING OR SOILING EXISTING ADJACENT EQUIPMENT, STRUCTURES, AND FINISHES THAT ARE TO REMAIN. ALL ADJACENT STRUCTURES AND FINISHES THAT ARE DAMAGED OR SOILED DUE TO DEMOLITION, THE REMOVAL OF DEBRIS, OR NEW CONSTRUCTION SHALL BE REPAIRED AS PART OF THIS GENERAL CONTRACT. 5. CONTRACTOR SHALL EXECUTE THE DEMOLITION WORK BY METHODS TO AVOID IMPACTING THE NEW CONSTRUCTION. ALL NEW CONSTRUCTION THAT IS DAMAGED DUE TO DEMOLITION WORK SHALL BE REPAIRED AS PART OF THIS GENERAL CONTRACT. 6. HAZARDOUS MATERIALS: THE OWNER, IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS, ACCOMPLISHED A GOOD FAITH HAZARDOUS MATERIALS INSPECTION. SEE THE HAZARDOUS MATERIALS INSPECTION REPORT AND REMOVAL SPECIFICATIONS FOR ADDITIONAL INFORMATION. BEFORE PROCEEDING, THE CONTRACTOR SHALL REFER TO THE SPECIFICATIONS FOR INFORMATION REGARDING HAZARDOUS MATERIALS REMOVAL & MITIGATION. NOTIFY ARCHITECT IF KNOWN OR SUSPECTED HAZARDOUS MATERIAL IS ENCOUNTERED. 7. BEFORE PROCEEDING, THE CONTRACTOR SHALL VERIFY THAT THE REMOVAL OF EXISTING BUILDING COMPONENT(S) DOES NOT REQUIRE SHORING AND/OR BRACING. WHERE DEMOLITION WORK NECESSITATES THE PROVISION OF SHORING AND/OR BRACING, THE CONTRACTOR SHALL PROVIDE THE NECESSARY SHORING AND BRACING AS PART OF THE DEMOLITION SCOPE OF WORK. 8. WHERE NECESSARY CONTRACTOR SHALL CUT, MOVE, OR REMOVE ITEMS TO PROVIDE ACCESS FOR DEMOLITION WORK AND NEW CONSTRUCTION. SUCH ITEMS INCLUDE BUT ARE NOT LIMITED TO FURNISHINGS, EQUIPMENT, UTILITIES, AND DEBRIS. 9. FOR DEMOLITION OF PIPING AND RELATED ITEMS FOR PLUMBING: WHERE NECESSARY AND/OR INDICATED IN PLANS CONTRACTOR SHALL REMOVE ALL EXISTING PLUMBING FIXTURES, ALL RELATED FITTINGS AND PIPING CONNECTIONS. CUT OFF AND CAP PIPING AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. WHERE PIPES ARE TO BE REMOVED BELOW FLOOR, REPAIR OPENING LEFT IN FLOOR, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. REFER TO PLUMBING DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 10. FOR DEMOLITION OF DUCTWORK AND RELATED ITEMS FOR MECHANICAL: WHERE NECESSARY AND/OR INDICATED IN PLANS CONTRACTOR SHALL REMOVE ALL EXISTING H.V.A.C. EQUIPMENT INCLUDING DUCT WORK, HANGERS, GRILLS, DIFFUSERS, THERMOSTATS AND CONTROLS. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. CUT OFF AND CAP DUCTING AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. REFER TO MECHANICAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 11. FOR DEMOLITION OF EXISTING CONSTRUCTION AND STRUCTURE: WHERE NECESSARY AND/OR INDICATED IN PLANS, CONTRACTOR SHALL REMOVE ALL EXISTING CONSTRUCTION, STRUCTURE, FASTENERS, AND ANCHORAGE. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE . REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION, FIRE RATING, AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. REFER TO STRUCTURAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. REMOVE PORTIONS OF CONCRETE SLAB TO INSTALL NEW CONCRETE FOOTINGS, UTILITIES, ETC. UNLESS NOTED OTHERWISE, WORK SHALL INCLUDE CONCRETE FLOOR REPLACEMENT, INCLUDING REINFORCEMENT AND LEVELING TO MATCH EXISTING. 12. FOR DEMOLITION OF WIRING AND RELATED ITEMS FOR ELECTRICAL: WHERE NECESSARY AND/OR INDICATED IN PLANS CONTRACTOR SHALL REMOVE ALL EXISTING ELECTRICAL EQUIPMENT INCLUDING CONDUIT, BOXES, WIRE CABLE, SUPPORTS, WIRING DEVICES, SAFETY SWITCHES, FIRE ALARM EQUIPMENT, SPEAKERS, TELEPHONE OUTLETS, AND LIGHTING FIXTURES. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. ALL ABANDONED WIRING AND CONDUIT TO REMOVED TO THE POWER SOURCE. TURN ALL LIGHTING FIXTURES AND FIRE ALARM EQUIPMENT OVER TO OWNER OR OWNER'S REPRESENTATIVE FOR DISPOSITION. EXISTING WIRING, CONDUIT, ETC, OR PORTIONS THEREOF, REMOVED DURING DEMOLITION, SHALL NOT BE REUSED UNLESS SHOWN OTHERWISE. REFER TO ELECTRICAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 13. FOR DEMOLITION OF PARTITIONS:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING PARTITION, INCLUDING ALL ELECTRICAL EQUIPMENT, CONDUIT, BOXES, WIRE CABLE, SUPPORTS, WIRING DEVICES, SAFETY SWITCHES, FIRE ALARM EQUIPMENT, SPEAKERS, OUTLETS, H.V.A.C CONTROLS, PIPING, VENTING, ANCHOR BOLTS, ETC. REPAIR ADJACENT WALLS, FLOOR, AND CEILINGS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 14. FOR DEMOLITION OF WALL FINISHES:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING PARTITION OR EXTERIOR WALL FINISHES. REMOVE FINISHES FROM EXISTING STUDS AS REQUIRED TO INSTALL NEW SEISMIC BRACING/SHEATHING. REMOVE ALL EXTERIOR FINISHES AND SIDING DOWN TO THE EXISTING SHEATHING WHEREFINISH REMOVAL SHOWN. ON PLANS. REPAIR ADJACENT WALLS, FLOOR, AND CEILINGS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 15. FOR DEMOLITION OF DOOR & WINDOW ASSEMBLIES:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING DOOR & WINDOW ASSEMBLIES INCLUDING ANY AND/OR ALL FRAMES, TRIM, STRAPS, ANCHORS, HARDWARE, GLAZING, AND THRESHOLDS. HEADERS MAY BE REMOVED OR REMAIN IN PLACE, DEPENDING ON NEW WORK REQUIREMENTS. REPAIR ADJACENT WALLS AND FLOORS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 16. FOR DEMOLITION OF FLOOR AND WALL CERAMIC TILE:WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL REMOVE EXISTING FLOOR AND WALL CERAMIC TILES. REMOVE SETTING BEDS AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 17. FOR DEMOLITION OF FLOOR COVERINGS:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE FLOOR COVERINGS AND WALL BASE INCLUDING ADHESIVES, GROUTING BEDS, FASTENERS, TRANSITION STRIPS, ETC., REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 18. FOR DEMOLITION OF CEILINGS:WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL REMOVE EXISTING ACOUSTICAL TILES OR GYP. BOARD CEILINGS, CEILING SUPPORT SYSTEMS, LIGHT FIXTURES, GRILLES, DIFFUSERS, EXIT SIGNS, ELECTRICAL COMMUNICATIONS DEVICES, INSULATION, AND OTHER CEILING APPARATACIES. PREPARE ROOM FOR NEW CEILING ASSEMBLY. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 19. FOR DEMOLITION OF CASEWORK:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE ALL EXISTING CASEWORK, BASE CABINETS, COUNTERTOPS, WALL CABINETS, STORAGE UNITS, AND WALL MOUNTED SHELVING INCLUDING THE REMOVAL OF ALL ANCHORAGE AND SUPPORT ITEMS RELATED TO INSTALLATION. DISCONNECT ALL ELECTRICAL WIRING, CONDUITS, AND CONTROLS . REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. WHERE PARTIAL DEMOLITION OF CASEWORK OCCURS FINISH NEW EDGE TO MATCH EXISTING ADJACENT CASEWORK CONSTRUCTION AND FINISH. 20. FOR DEMOLITION OF OPENINGS: WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL PROVIDE AN OPENING. THE CONTRACTOR SHALL PROVIDE METHOD OF BRACING AND SUPPORT OF EXISTING STRUCTURE AS REQUIRED TO IMPLEMENT THE REQUIRED OPENING. 21. FOR DEMOLITION OF MISCELLANEOUS EQUIPMENT:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE ALL MISCELLANEOUS EQUIPMENT ATTACHED TO WALLS, FLOOR OR CEILINGS INCLUDING MOUNTING BRACKETS, ANCHORAGE, AND OTHER ITEMS RELATED TO THE EQUIPMENT INSTILLATION. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 22. FOR DEMOLITION OF FIRE EXTINGUISHERS CABINETS:WHERE NECESSARY AND/OR INDICATED IN PLANS, THE CONTRACTOR SHALL REMOVE EXISTING FIRE EXTINGUISHERS AND CABINETS. RELOCATE SALVAGED FIRE EXTINGUISHER OR RETURN FIRE EXTINGUISHER TO OWNER OR THE OWNER'S REPRESENTATIVE FOR DISPOSITION. REPAIR WALL CAVITY, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 23. FOR DEMOLITION OF ESCALATOR: WHERE NECESSARY AND/OR INDICATED IN PLANS, CONTRACTOR SHALL REMOVE ALL EXISTING ESCALATOR EQUIPMENT INCLUDING MOTORS, HANDRAILS, CONDUITS, SUPPORTS, AND SAFETY SWITCHES. REMOVE AS REQUIRED TO BE FLUSH WITH THE ADJACENT SURFACE. REPAIR ADJACENT SURFACES, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. ALL ABANDONED WIRING AND CONDUIT TO REMOVED TO THE POWER SOURCE. EXISTING WIRING, CONDUIT, ETC, OR PORTIONS THEREOF, REMOVED DURING DEMOLITION, SHALL NOT BE REUSED UNLESS SHOWN OTHERWISE. REFER TO ELECTRICAL DEMOLITION SHEETS AND NOTES FOR MORE IN FORMATION OF DEMOLITION OF ASSOCIATED ITEMS. 24. FOR DEMOLITION OF STAIRS:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING STAIR ASSEMBLIES INCLUDING ANY AND/OR ALL FRAMES, SUPPORTS, ANCHORS, LANDINGS AND RAILINGS. REPAIR ADJACENT WALLS AND FLOORS AS REQUIRED TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. PROVIDE CLEAN LEVEL SURFACES READY FOR NEW CONSTRUCTION. 25. FOR DEMOLITION OF ROOFING:WHERE NECESSARY AND/OR INDICATED IN PLANS , THE CONTRACTOR SHALL REMOVE EXISTING ROOFING DOWN TO SHEATHING AND PROTECT ROOF SHEATHING. 26. IN ADDITION TO DEMOLITION SHOWN, CUT, MOVE OR REMOVE ITEMS AS NECESSARY TO PROVIDE ACCESS OR TO ALLOW DEMOLITION WORK TO PROCEED. INCLUDE SUCH ITEMS AS: REMOVAL OF ABANDONED PIPING, CONDUIT, AND WIRING. ALL OPENINGS AND VOIDS LEFT SHALL BE REPAIRED, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. 27. IN ADDITION TO DEMOLITION SHOWN, CUT, MOVE OR REMOVE ITEMS AS NECESSARY TO PROVIDE ACCESS OR TO VERIFY EXISTING UTILITY CONNECTIONS, AS WELL AS, EXISTING STRUCTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING CONDITIONS. ALL OPENINGS AND VOIDS LEFT SHALL BE REPAIRED, AS REQUIRED, TO MATCH THE EXISTING ADJACENT CONSTRUCTION AND FINISH. 28. ALL OPENINGS AND VOIDS LEFT BY THE REMOVAL OF EXISTING CONSTRUCTION, EQUIPMENT, PIPING, DUCTS, ETC, SHALL BE PROPERLY SEALED TO MAINTAIN PROPER FIRE RATINGS. 29. CONTRACTOR SHALL EXECUTE ALL NEW WORK REQUIRED IN EXISTING CONSTRUCTION IN SUCH A MANNER AS TO FULLY CONCEAL ALL THE EFFECTS OF INTEGRATING NEW MATERIALS WITH EXISTING SIMILAR MATERIALS. PROVIDE NEW CONSTRUCTION THAT BLENDS WITH EXISTING ADJACENT OR ABUTTING SURFACES WITHOUT OBVIOUS BREAKS JOINTS OR CHANGES OF SURFACE APPEARANCE UNLESS SPECIFICALLY SHOWN OTHERWISE. WHEN EXISTING SURFACE FINISH CANNOT BE MATCHED, REFINISH ENTIRE SURFACE TO NEAREST INTERSECTION. 30. CONTRACTOR SHALL EXECUTE ALL NEW WORK REQUIRED IN EXISTING CONSTRUCTION BY BONDING, LAPPING, MECHANICAL TIES, ANCHORING, OR OTHER EFFECTIVE MEANS THAT WILL PREVENT CRACKS. REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 DN DN WH A A 1 1 2 23 36 6 4 4 5 5 CC DD EE 180'-6" 10 0 ' - 6 " A4.0 4 A4.0 2 A4.01 A4.0 3 Control Room 110 Chiefs Office 108 Chiefs Office 109 Overview Room 111 I.T. OPEN OFFICE 107 Corridor 1 - Hour 101 D.O.C. 113 Break Room 114 Women 115 Men 116 Company Central 117 Storage 137 SRO Office 118 DOC Supervisors 119 Company Central 120 Lobby 1 - Hour 100 Women 130 Director 134 Men 129 Director's Conference 133 Open Office 132 Manager's Office 136 Manager's Offuce 135 Corridor 1 - Hour 131 Janitor 128 Electrical 127 Engineering 125 Engineering 124 Office 126 Open Office 123 Mapping 122 Conference 121 Patio Break Room 102 Sub - Operators 103 Telecom. 104 I.T. Supv. 106 Electrical 105 BB 36 ' - 6 " 26 ' - 2 " 8' - 1 " 29 ' - 9 " 7 A5.0 -- 124 e302 8 A5.0 -- (N) SHEAR WALLS IN YELLOW 607 NEW SHEAR WALL IN YELLOW 607 (N) CONCRETE FOOTING NEW CONCRETE FOOTING IN RED NEW 4X6 POST-INSTALLED HOLD DOWN IN RED A6.0 2 1' - 6 " 3.5 3.5 20'-0"8'-0"14'-9 1/2"17'-8 1/2"59'-4"60'-8" 32'-6" A6.0 1 A6.1 4 A6.1 3 (N) 5/8" TYPE X GYPSUM BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INTERIOR OF (E) STUD WALL PER STRUCTURAL (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS 3'-0" (N) 5/8" TYPE X GYPSUM BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INTERIOR OF (E) STUD WALL PER STRUCTURAL (N) 5/8" TYPE X GYPSUM BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INTERIOR OF (E) STUD WALL PER STRUCTURAL 4' - 0 " 1' - 1 " 607 (N) SHEAR WALLS IN YELLOW w1.0a (N) CONCRETE FOOTING 8' - 6 " ALIGN W/FACE OF MULLION (N) 5/8" TYPE X GYP BOARD OVER (N) PLYWOOD SHEATHING FASTENED TO THE INT OF (E) STUD WALL (E) HSS TRELLIS POST PLACE ON (N) FOOTING (N) RAISED ACCESS FLOOR 4-WAY BRACING @ 8'-0 OC - BOTH WAYS - TYPICAL OF (88) (N) RAISED ACCESS FLOOR 4-WAY BRACING @ 8'-0 OC - BOTH WAYS - TYPICAL OF (88) 5' - 0 " 8' 7 3 / 1 6 " 7' - 6 3 / 4 " 3'-8" ** EXISTING TO REMAIN - PROTECT EXISTING CONSTRUCTION IN PLACE. DAMAGE TO THE EXISTING BUILDING SHALL BE REPAIRED TO MATCH ADJACENT EXISTING CONSTRUCTION. **ALL ELECTRICAL WORK TBD BY GENERAL CONTRACTOR. ALL IT AND AV WORK TO BE HANDLED INTERNALLY BY SCE. 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 0 P M FI R S T F L O O R P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"1FLOOR PLAN N LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX GENERAL NOTES 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE w1.0a N.R. INTERIOR WALL: 4" FULL HEIGHT METAL STUD FRAMING WITH CONT. 5/8" TYPE X GYP. BD. SHEATHING ONE SIDE. PROVIDE GYP. BD. FROM THE FLOOR EXTEND MIN. 6" ABOVE CEILING OR TO UNDERSIDE OF STRUCTURE OF STRUCTURE WHERE NO CEILING OCCURS. ASSEMBLIES LEGENDXX SEE SHEET A5.0 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 A A 1 1 2 23 36 6 4 4 5 5 CC DD EE A4.0 4 A4.0 2 A4.01 A4.0 3 BB 7 A5.0 -- 8 A5.0 -- Control Room 110 Chiefs Office 108 Chiefs Office 109 Overview Room 111 I.T. OPEN OFFICE 107 Corridor 1 - Hour 101 D.O.C. 113 Break Room 114 Women 115 Men 116 Company Central 117Storage 137 SRO Office 118 DOC Supervisors 119 Company Central 120 Lobby 1 - Hour 100 Women 130 Director 134 Men 129 Director's Conference 133 Open Office 132 Manager's Office 136 Manager's Offuce 135 Corridor 1 - Hour 131 Janitor 128 Electrical 127 Engineering 125 Engineering 124 Office 126 Open Office 123Mapping 122 Conference 121 Break Room 102 Sub - Operators 103 Telecom. 104 I.T. Supv. 106 Electrical 105 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 0"9' - 0" 11' - 0" 9' - 0" 9' - 0"9' - 6"10' - 0" 8' - 0" 10' - 0" 10' - 0"10' - 0" 10' - 0" 10' - 0" 9' - 0" 9' - 0" 10' - 0" 10' - 0" 9' - 0" 9' - 0"9' - 0" 9' - 0" 9' - 0" 10' - 0" 9' - 0" 2653 2653 10' - 0" 3.5 3.5 A6.1 1 A6.1 2 (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS (N) HOLD-DOWN - SEE STRUCT DWGS STRENGTHEN (E) CONNECTION 1'-9 1/2" 2 S3.2 6 S3.2 1 S3.2 STRENGTHEN (E) CONNECTION (E) FLAT 4X6 COLLECTOR 1 S3.2 STRENGTHEN (E) CONNECTION (E) SHEAR WALL BELOW (E ) 4 X 6 F L A T D R A G ( E ) 4 X 6 F L A T D R A G 1 S3.2 (E ) 4 X 6 F L A T V. I . F . 3' - 0 " (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T D R A G 3 S3.2 7 S3.2 STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION 1 S3.2 1 S3.2 (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T D R A G V. I . F . 3' - 0 " (N) FLAT 4X6 COLLECTOR OVER TOP OG GLB (SPLICED AS NEEDED) MI N . 3' - 0 " MI N . 3' - 0 " 3 S3.2 13 ' - 0 " 1 S3.2 1 S3.2 4x BLOCKING AND STRAP CONNECTIONS NEW 4X6 POST-INSTALLED HOLD DOWN IN RED 8' - 0 " 4x BLOCKING AND STRAP CONNECTIONS (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) REMOVE (E) CEILING TILES IN AFFECTED AREA AND REPLACE IN KIND 607 607 REMOVE (E) CEILING TILES IN AFFECTED AREA AND REPLACE IN KIND d2624 w1.0a TYP. ** EXISTING DAMAGED CEILING TO BE REPLACED WITH NEW. ** EXISTING TO REMAIN - PROTECT EXISTING CONSTRUCTION IN PLACE. DAMAGE TO THE EXISTING BUILDING SHALL BE REPAIRED TO MATCH ADJACENT EXISTING CONSTRUCTION. **ALL ELECTRICAL WORK TBD BY GENERAL CONTRACTOR. ALL IT AND AV WORK TO BE HANDLED INTERNALLY BY SCE. (E) ACT CEILING TO REMAIN - TYPICAL THROUGHOUT (E) GYPSUM BOARD CLG TO REMAIN - TYPICAL THROUGHOUT CEILING TYPES LEGEND * NO NEW CEILINGS - PARTIAL REPLACMENT IN KIND AT AREAS AFFECTED BY SEISMIC RETROFIT (N) ACT CEILING TO REPLACE (E) ACT - OFFICE 126 ONLY 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 2 P M RE F L E C T E D C E I L I N G P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A2.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 Scale: 1/8" = 1'-0"1REFLECTED CEILING PLAN N LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX GENERAL NOTES 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE w1.0a N.R. INTERIOR WALL: 4" FULL HEIGHT METAL STUD FRAMING WITH CONT. 5/8" TYPE X GYP. BD. SHEATHING ONE SIDE. PROVIDE GYP. BD. FROM THE FLOOR EXTEND MIN. 6" ABOVE CEILING OR TO UNDERSIDE OF STRUCTURE OF STRUCTURE WHERE NO CEILING OCCURS. ASSEMBLIES LEGENDXX SEE SHEET A5.0 A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 A A 1 1 2 23 36 6 4 4 5 5 CC DD EE A4.0 4 A4.0 2 A4.01 A4.0 3 BB 7 A5.0 --8 A5.0 -- 8' - 0 " STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION 4x BLOCKING AND STRAP CONNECTIONS (E) SHEAR WALL BELOW (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION STRENGTHEN (E) CONNECTION(E) SHEAR WALL BELOW 4x BLOCKING AND STRAP CONNECTIONS (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) (N) FLAT 4X6 COLLECTOR (SPLICED AS NEEDED) (E) FLAT 4X6 COLLECTOR (E) SHEAR WALL BELOW (N) FLAT 4X6 COLLECTOR OVER TOP OG GLB (SPLICED AS NEEDED) 8' - 1 " 29 ' - 9 " 60'-8" 36'-0"24'-8" 26 ' - 2 " 36 ' - 6 " TYP. 2305 3.5 3.5 NOTES ON ROOF SEISMIC STRENGTHENING FOR REFERENCE ONLY - REFER TO REFLECTED CEILING PLAN ON SHEET A2.0 & TO STRUCTURAL DRAWINGS -ANCHOR HVAC ROOF TOP UNITS AS NOTED 2 S3.2 6 S3.2 1'-9 1/2" 1 S3.2 3 S3.2 1 S3.2 1 S3.2 V. I . F . 3' - 0 " (E ) 4 X 6 F L A T 1 S3.2 1 S3.2 (E ) 4 X 6 F L A T D R A G (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T 7 S3.2 (E ) 4 X 6 F L A T ( E ) 4 X 6 F L A T D R A G V. I . F . 3 ' - 0 " V. I . F . 3' - 0 " (E ) 4 X 6 F L A T D R A G 3 S3.2 (N) WOOD SHEAR WALL BELOW MI N . 3' - 0 " MI N . 3' - 0 " 13 ' - 0 " 1 S3.2 1 S3.2 TYP. 2305 TYP. 2305 (N) WOOD SHEAR WALL BELOW (E) ROOF ACCESS HATCH TO REMAIN - PROTECT IN PLACE TYP. 2305 TYP. 2305 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 3 P M RO O F P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A3.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"1ROOF PLAN - EXISTING N GENERAL NOTES 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 FLOOR LEVEL 0' - 0" 12 T.O. WALL 13' - 4 1/2" 3645 T.O. CORRUGATED 20' - 6" T.O. SCREEN WALL 21' - 0" T.O. PARAPET 16' - 5" 7 A5.0 --8 A5.0 --3.5 FLOOR LEVEL 0' - 0" 1 2 T.O. WALL 13' - 4 1/2" 3 645 T.O. CORRUGATED 20' - 6" T.O. SCREEN WALL 21' - 0" T.O. PARAPET 16' - 5" 7 A5.0 -- 8 A5.0 -- 3.5 CUT & PATCH EXISTING STUCCO AS REQUIRED TO INSTALL HOLD-DOWN - PAINT ENTIRE PANEL FROM CORNER TO CORNER; MATCH ADJACENT EXISTING COLOR AND SHEEN -TYPICAL - REFER TO SHEET T1.5 FOR ADDITIONAL INFORMATION - REFER TO STRUCTURAL DETAILS FOR HOLD-DOWN FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" C D E T.O. CORRUGATED 20' - 6" T.O. SCREEN WALL 21' - 0" T.O. PARAPET 16' - 5" B 1 A5.0 --2 A5.0 -- CUT & PATCH EXISTING STUCCO AS REQUIRED TO INSTALL HOLD-DOWN - PAINT ENTIRE PANEL FROM CORNER TO CORNER; MATCH ADJACENT EXISTING COLOR AND SHEEN - TYPICAL - REFER TO SHEET T1.5 FOR ADDITIONAL GUIDANCE - REFER TO STRUCTURAL DETAILS FOR HOLD-DOWN FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" CDE T.O. CORRUGATED 20' - 6" T.O. PARAPET 16' - 5" B 1 A5.0 --2 A5.0 -- CUT & PATCH EXISTING STUCCO AS REQUIRED TO INSTALL HOLD-DOWN - PAINT ENTIRE PANEL FROM CORNER TO CORNER; MATCH ADJACENT EXISTING COLOR AND SHEEN -TYPICAL - REFER TO SHEET T1.5 FOR ADDITIONAL INFORMATION - REFER TO STRUCTURAL DETAILS FOR HOLD-DOWN 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 4 P M EX T E R I O R E L E V A T I O N S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A4.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"4EAST SIDE EXTERIOR ELEVATION Scale: 1/8" = 1'-0"2WEST SIDE EXTERIOR ELEVATION Scale: 1/8" = 1'-0"1NORTH SIDE EXTERIOR ELEVATION Scale: 1/8" = 1'-0"3SOUTH SIDE EXTERIOR ELEVATION REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 FLOOR LEVEL 0' - 0" 2 T.O. CONC. SLAB -1' - 6" ROOF LEVEL 15' - 2 1/2" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" RCP LEVEL 10' - 0" S3.2 7 S3.1 1 2'-8" FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" ROOF LEVEL 15' - 2 1/2" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" RCP LEVEL 10' - 0" 3.5 S3.2 3 S3.1 4 9' - 0 " FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" T.O. CONC. SLAB -1' - 6" CDE ROOF LEVEL 15' - 2 1/2" T.O. CORRUGATED 20' - 6" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" B 124 e312 e302 RCP LEVEL 10' - 0" TYP. e3305e742 A5.0 12 TYP 2653 981 TYP. 2305 A5.0 11 ALT OR A5.0 5 SPECIAL CASE OR FLOOR LEVEL 0' - 0" A T.O. WALL 13' - 4 1/2" T.O. CONC. SLAB -1' - 6" CDE ROOF LEVEL 15' - 2 1/2" T.O. CORRUGATED 20' - 6" T.O. PARAPET 16' - 5" FOUNDATION -3' - 0" B RCP LEVEL 10' - 0" 1 A5.0 -- e302 124 e302 TYP. e3305 A5.0 12 TYP A5.0 11 ALT OR A5.0 5 SPECIAL CASE OR FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" (E) RAISED ACCESS FLOOR PANEL - TYPICAL (E) RAF PEDESTAL @ 2'-0" OC, BOTH WAYS - TYPICAL (E) REINF CONC SLAB-ON-GRADE - TYP (N) 4-WAY BRACING @ (E) PEDESTAL @ 8'-0" OC - TYPICAL - REFER TO NOTES (N) TAPCON SCREW - 1/4" DIA, MIN 2" EMBED - TYPICAL AT ALL PEDESTALS RAF ANCHORING AND BRACING NOTES THIS DETAIL APPLIES TO THE ENTIRETY OF THE RAISED ACCESS FLOOR SYSTEM - GC TO BRACE (E) PEDESTALS @ 8'-0"OC BOTH WAYS - REFER TO PLAN SHEET A1.0 FOR LOCATIONS THE (E) PEDESTAL BASE PLATES ARE ANCHORED TO THE (E) CONC SLAB WITH CONSTRUCTION ADHESIVE - GC TO ANCHOR EACH (E) PEDESTAL W/ (4) 1/4" DIA TAPCON SCREWS PER BASE PLATE TATE ACCESS FLOORS 4-WAY HEAVY DUTY SEISMIC ANCHOR, SCHED 10 PIPE, EMT, BENT PLATE OR STEEL ANGLE MAY BE USED FOR THE 4-WAY BRACING - GC TO SUBMIT PROPOSED BRACING METHOD FOR SE REVIEW + APPROVAL - BRACING SHALL BE ANCHORED TO SLAB WITH HILTI KWIKBOLT - 3/8" DIA, 2 7/8" EMBEDMENT REINSTALL/REPLACE CARPET TILE AS REQ'D 16 " (N) HILTI KWIKBOLT - 3/8" DIA, 2 7/8" EMBED - TYP @ BRACE (E) CARPET TILE - REMOVE & REINSTALL/REPLACE AS REQUIRED - TYPICAL w1.0A WALL FINISH SIDE 2 WALL FINISH SIDE 1 INTERIOR GRADE SHEATHING PER SCHEDULE SECTION FRAMING PER SCHEDULE NOTE: 1. USE MOISTURE AND MOLD/RESISTANT WALL BOARD AT ALL WET CONDITIONS: RESTROOMS, DRINKING FOUNTAINS, JANITOR CLOSETS, ETC. 2. SEAL ALL PENETRATIONS INTO SOUND RATED ASSEMBLIES WITH APPROVED RESILIENT ACOUSTIC SEALANT. ALL RECESSED ITEMS SHALL BE SEALED TO MAINTAIN INTEGRITY OF THE ACOUSTIC ASSEMBLY. 3. USE LOW-DENSITY SOUND INSULATION BATTS FROM CERTAINTEED, JOHNS MANVILLE, OWENS CORNING. SOUND ATTENUATION BATT INSULATION PER SCHEDULE. FRICTION FIT BETWEEN FRAMING AND WIRE TIE AS REQUIRED. FLOOR LEVEL 0' - 0" T.O. CONC. SLAB -1' - 6" (N) DIAGONAL BRACE ATTACHED TO UNDERSIDE OF PANEL WITH A TEK SCREW AND ANCHORED TO (E) CONCRETE SLAB WITH (N) HILTI KWIKBOLT - 3/8" DIA, 2 7/8" EMBED 16 " PLEASE NOTE THAT BRACED FLOOR PANEL BECOMES INACCESSIBLE. - LIMITED USE ONLY - CONFIRM W/ ARCHITECT AND SCE PRIOR TO EMPLOYING THIS DETAIL 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 7 P M BU I L D I N G S E C T I O N S & D E T A I L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A5.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/4" = 1'-0"1Section 3 Scale: 1/4" = 1'-0"2Section 4 Scale: 3/16" = 1'-0"7Section 1 Scale: 3/16" = 1'-0"8Section 2 Scale: 3" = 1'-0"9PARAPET, TYP. Scale: 3" = 1'-0"10EXISTING PLASTER WEEP SCREED Scale: 1" = 1'-0"12RAF PEDESTAL ANCHOR & BRACING DETAIL 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE Scale: 3" = 1'-0"3NON-RATED INTERIOR WALL Scale: 1" = 1'-0"5ALT SEISMIC BRACE DETAILScale: 1" = 1'-0"11TATE 4-WAY SEISMIC BRACE DETAIL NOTE: EXISTING DETAIL FOR REFERENCE ONLY - FIELD VERIFY EXISTING CONDITIONS REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 WHWH 3 3 4 4 CC DD BB d123 d834 d9.7 d835 d2301 3.5 3.5 d318 VERIFY IN FIELD 40"4" e1402 e3306e2202 3'-0" DEMO JAMB AS REQ'D TO INCREASE OPENING TO 44" CLEAR FINISH FOR ACCESSIBLE ROUTE TO RESTROOM 3 3 4 4 CC DD BB 2 A5.0 -- Women 130 Men 129 FINISH 44" CLEAR 18 " 2'-1"2'-1" 1' - 7 " 8'-8"8'-8 1/2" 3' - 1 " 3' - 1 " 3' - 1 " 4'-11 1/2"4'-11 1/2" 1' - 6 " 1' - 6 " 1' - 6 " 1' - 6 " 1' - 6 " 18 " 1' - 6 " 125 3.5 3.5 838 339 340 3'-0" 341 342 341 609 FINISH 44" CLEAR 609 Office 126 Electrical 127 Janitor 128 REFERENCE SHEET A1.0 FOR CONT. OF SHEATHING A7.01 A7.0 2 A7.0 3 Engineering 125 125 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 2 8 P M EN L A R G E D R E T R O F I T A R E A PL A N S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A6.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 Scale: 3/8" = 1'-0"1RETROFIT WORK - DEMOScale: 3/8" = 1'-0"2RETROFIT WORK - PROPOSED LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX NN 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES### 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 CC DD 3.5 Men 129 Janitor 128 Office 126 d962 e962 CC DD 2 A5.0 -- 3.5 Men 129 Janitor 128 Electrical 127 Office 126 10' - 0" 9' - 0" 981 ACOUSTICAL CEILING TILE, ARMSTRONG DUNE SECOND LOOK II 2722, FINE TEXTURED WHITE. SUSPENDED CEILING GRID, ARMSTRONG SUPRA FINE XL 9/16” 2'X4' GRID 2 DD EE d9.7 d2301 AREA FOR NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS (E) HSS TRELLIS POST W/ CABLE ATTACHEMENTS TO BE TEMP UNINSTALLED AND REINSTALLED ON (N) CONC FOOTING. 2 DD EE 1 A5.0 -- 340 609 609 Break Room 102 Sub - Operators 103 1' - 6 " 1'-1 3/4" 7' - 6 1 / 8 " 8' 7 3 / 1 6 " NEW SHEAR WALLS IN YELLOW 340 NEW SHEAR WALLS IN YELLOW 1 TYP A5.0 -- 344 344 TYP. 345 1' - 6 " 4' - 0 " 1' - 1 " 1'-1 3/4" 7' - 6 1 / 8 " w1.0a w1.0a w1.0a NEW CONCRETE FOOTING A7.04 5 A7.0 9 (E) HSS TRELLIS POST PLACE ON (N) FOOTING 8' - 6 " w1.0aALIGN W/FACE OF (E) MULLION 2'-2 1/4" ALIGN W/FACE OF (E) MULLION 5' - 0 " 3'-8" ** EXISTING DAMAGED CEILING TO BE REPLACED WITH NEW. ** EXISTING TO REMAIN - PROTECT EXISTING CONSTRUCTION IN PLACE. DAMAGE TO THE EXISTING BUILDING SHALL BE REPAIRED TO MATCH ADJACENT EXISTING CONSTRUCTION. 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 1 P M EN L A R G E D R E T R O F I T A R E A PL A N S 2 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A6.1 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check N 124 (E) RAISED ACCESS FLOORING SYSTEM TO BE ANCHORED AND BRACED PER DETAIL 12/A5.0 125 REQUIRED MANEUVERING SPACE TO BE @44" CLR 339 NEW REINF CONC FOOTING - REFER TO STRUCTURAL DRAWINGS 340 NEW PLYWOOD SHEATHED SHEAR WALL - REFER TO STRUCTURAL DRAWINGS 341 NEW GYPSUM BOARD ON NEW PLYWOOD SHEAR WALL 342 NEW PORCELAIN TILE ON RESTROOM SIDE OF NEW SHEAR WALL 344 APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION 345 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS 607 (N) WOOD SHEAR WALL W/ (N) CONCRETE FOOTING PER STRUCTURAL 608 (N) POST-INSTALLED HOLD DOWN AT NEW OR EXISTING 4X6 POST 609 NEW 5/8" TYPE X GYPSUM BOARD OVER NEW PLYWOOD SHEATHING FASTENED TO INTERIOR OF EXISTING STUD WALL PER STRUCTURAL 838 NEW OR EXISTING SALVAGED DOOR AND HM FRAME 981 NEW ACOUSTICAL CEILING TILE AND SUSPENSION SYSTEM- INSTALL PER ICC ESR-1308 KEYNOTES###LEGEND NEW WALLS ASSEMBLY TYPE XX EXISTING WALLS DIRECTION OF SLOPE WINDOW XX EXIT SIGN DOOR XX N 2305 ANCHOR (E) HVAC ROOF TOP UNITS TO (E) CURB WITH FASTENERS IN ACCORDANCE WITH HVAC UNIT INSTALLATION INSTRUCTIONS FOR SEISMIC ZONE 2653 INDEPENDENTLY SUPPORT (E) ILLUMINATED EXIT SIGN - SEE DETAIL 11/A8.0 d9.7 REMOVE EXISTING FINISHES AS REQUIRED FOR RETROFIT WORK AND PREP FOR NEW WORK d123 REMOVE EXISTING PARTITION IN IT'S ENTIRETY AND PREP FOR NEW WORK d318 CUT AND REMOVE EXISTING REINF CONC SLAB-ON-GRADE AND PREP FOR NEW FOOTING d834 REMOVE EXISTING DOOR AND HM FRAME AND SALVAGE FOR RE-INSTALLATION d835 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. d962 REMOVE EXISTING ACT CEILING AND SUSPENSION SYSTEM AND PREP FOR NEW CEILING d2301 REMOVE AND SALVAGE EXISTING MEP SYSTEMS FOR RE-CONNECTION Scale: 3/8" = 1'-0"1RCP - DEMOScale: 3/8" = 1'-0"2RCP - PROPOSED d2624 REMOVE (E) INTERIOR MOUNTED FLUORESCENT FIXTURE AND REPLACE WITH (N) 277V MAGELLAN PENDANT LIGHT e302 EXISTING CONC. SLAB ON GRADE TO REMAIN. e312 EXISTING DEPRESSED SLAB TO REMAIN e742 EXISTING ROOF TOP MECHANICAL UNITS AND ALL HVAC DISTRIBUTION TO REMAIN. e962 (E) CEILING TO REMAIN - PROTECT IN PLACE e1402 EXISTING ROOF ACCESS LADDER - TEMP REMOVE AND SALVAGE FOR RE-INSTALLATION e2202 EXISTING MOP SINK TO REMAIN - COORDINATE W/ NEW CONCRETE FOOTING e3305 EXISTING ROOF SCREENING - CORRUGATED METAL SIDING TO REMAIN e3306 EXISTING WATER HEATER - REMOVE AND REINSTALL - SEE PHOTOS FOR REFERENCE N Scale: 3/8" = 1'-0"3RETROFIT WORK - DEMOScale: 3/8" = 1'-0"4RETROFIT WORK - PROPOSED N REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 WH FLOOR LEVEL 0' - 0" T.O. WINDOW 9' - 0" RCP LEVEL 10' - 0" 2 A5.0 -- FLOOR LEVEL 0' - 0" 5' - 0 " WT1 P-4 P-4 B-1 REMOVE EXISTING RESTROOM PARTITION SYSTEM AS REQUIRED FOR RETROFIT WORK AND SALVAGE FOR RE-INSTALLATION OR PROVIDE NEW. FLOOR LEVEL 0' - 0" RCP LEVEL 10' - 0" FLOOR LEVEL 0' - 0" P-3 B-1 FLOOR LEVEL 0' - 0" T.O. WALL 13' - 4 1/2" 2 A5.0 -- FLOOR LEVEL 0' - 0" WATER HEATER WC-1 4' - 0 " P-1 FLOOR LEVEL 0' - 0" RCP LEVEL 10' - 0" 1 A5.0 -- FLOOR LEVEL 0' - 0" RCP LEVEL 10' - 0" FLOOR LEVEL 0' - 0" P-4 B-1 FLOOR LEVEL 0' - 0" 7 A5.0 -- RCP LEVEL 10' - 0" FLOOR LEVEL 0' - 0" P-4 B-1 PAINT WALL TILE P-1 --- LIGHT TAN ACCENT WALL FINISH: DUNN EDWARDS SP 2600 "SOUTHWEST SKY" P-2 --- P-4 --- GREEN ACCENT WALL FINISH: DUNN EDWARDS 1479 "S.C.E. TEAL" WT1 --- 2" X 2" UNGLAZED CERAMIC MOSAIC TILE; DAL TILE #DK-325 "MARBLE" W/ GROUT: POLYBLEND, CUSTOM BLDG. PRODUCTS #380 "HAYSTACK" MAIN EXTERIOR WALL COLOR: DUNN EDWARDS PC 2220 P-3 --- DARK TAN ACCENT WALL FINISH: SP25900 "NORTH RIM" C-1 NEW MODULAR CARPET: BLUERIDGE 24" X 24" MODULAR CARPET TILES "KUMT" PATTERN #2274 - "PAYNE GRAY" VP-1 VINYL PLANK, HALLMARK FLOORS, EL DORADO LUXURY VINYL 6”X48”, TORTOSA SISAL FLOORING SV-1 SHEET VINYL, MANNINGTON BIOSPEC FB, STONE GRAY 10328 PAINT (WHITE), BENJAMIN MOORE #MP-3 DECORATOR’S WHITE, EGGSHELL P-5 --- WALL COVERINGS --- WC-1 MARLITE: #P-100 "WHITE" - 48" WAINSCOT FT-1 2" X 2" UNGLAZED CERAMIC MOSAIC TILE; DAL TILE #DK-325 "MARBLE" W/ GROUT: POLYBLEND, CUSTOM BLDG. PRODUCTS #380 "HAYSTACK" WALL BASE --- B-1 FLEXCO WALLFLOWERS: 4" VINYL TOPSET BASE: WF-01 "BLACK DAHLIA" FINISHES FIELD VERIFY ALL FINISHES AND SUBMIT SAMPLES OF ALL FINISHES 3 3645 C D E BB 3.5 A7.01 A7.0 2 A7.0 3 Women 130 Men 129 Office 126 Electrical 127 Janitor 128 Engineering 125 P-1 WC-1 SV-1 P-4 B-1 C-1 P-4 B-1 C-1 C-1 P-3 B-1 C-1 C-1C-1 P-3 B-1 P-4 B-1 P-4 WT1 FT-1 C-1 C-1 P-4 B-1 Director 134 Director's Conference 133 Engineering 124 2 DD EE A7.04 5 A7.0 9 Break Room 102 Sub - Operators 103 APPLY INTERIOR WINDOW FILM ON (E) STOREFRONT GLASSING PRIOR TO THE CONSTRUCTION OF (N) SHEAR WALLS APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION APPLY FINISH/PAINT ON (N) SHEAR WALL FACING EXISTING STOREFRONT PRIOR TO INSTALLATION P-4 B-1 P-4 B-1 P-2 B-1 P-2 B-1 VP-1 P-2 B-1 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 5 P M IN T E R I O R E L E V A T I O N S & FI N I S H E S F L O O R P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A7.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/4" = 1'-0"1MENS RESTROOM #129Scale: 1/4" = 1'-0"2OFFICE #126 Scale: 1/4" = 1'-0"3JANITOR #128 Scale: 1/4" = 1'-0"4BREAK ROOM #102Scale: 1/4" = 1'-0"5BREAK ROOM #102 Scale: 1/4" = 1'-0"9Sub - Operators #103 Scale: 1/4" = 1'-0"10JANITOR, RESTROOM, OFFICE - FINISH PLAN Scale: 1/4" = 1'-0"11BREAK ROOM, SUB OPERATORS - FINISH PLAN P-2 B-1 P-2 B-1 P-2 B-1 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 FACE OF WALL TYPICAL 1 LAYER 5/8" TYPE X GYPSUM BOARD CEILING LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR # 12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. SEE DETAIL PROVIDE VERTICAL HANGER WIRE PER SUSPENDED CEILING NOTES THIS SHEET. A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. RESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) UN R E S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) UNRESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) RE S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) 8" M A X . 8" MAX. CONTINUOUS MAIN RUNNERS CR O S S R U N N E R S CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. CONTINUOUS 7/8" 25 GAGE GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. A8.0 8 A8.0 3 A8.0 8 FLOOR SLAB PER ASSEMBLY TYPE ROOF DECK PER ASSEMBLY TYPE SUSPENDED GYP. BOARD CEILING PER REFLECTED CEILING PLAN PROVIDE VERTICAL HANGER WIRE PER SUSPENDED CEILING NOTES THIS SHEET. A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. CE I L I N G P L A N PE R R E F L E C T E D UN R E S T R A I N E D PE R I M E T E R RE S T R A I N E D P E R I M E T E R LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR #12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. CE I L I N G P L A N PE R R E F L E C T E D CE I L I N G P L A N PE R R E F L E C T E D FLOOR SLAB PER ASSEMBLY TYPE SUSPENDED GYP. BOARD CEILING PER REFLECTED CEILING PLAN SUSPENDED GYP. BOARD CEILING PER REFLECTED CEILING PLAN FLOOR SLAB PER ASSEMBLY TYPE CEIL I N G N O TES ON T H I S SH EET PER S USPE N DED O.C.2'-0" 7/8" 25 GAGE GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. VERTICAL HANGER WIRE PER SUSPENDED CEILING NOTES THIS SHEET. MINIMUM 3 TIGHT TURNS IN 1 1/2" BOTH ENDS (TYPICAL) COMPRESSION STRUT (MAXIMUM KL/R RATIO OF 200 OR LESS) WITH 16 GA. TOP TRACK MINIMUM 30" LONG FASTENED INTO BOTTOM OF FLOOR/ROOF ASSEMBLY. 12 GA. BRACING WIRE W/ MIN. 4 TIGHT TURNS IN 1 1/2" BOTH ENDS OF WIRE CONNECTED TO RUNNER CHANNEL. SLOPE OF BRACING WIRES SHALL NOT EXCEED 45 DEGREES FROM THE PLANE OF THE CEILING AND WIRES SHALL BE TAUT (TYPICAL) 2" (MAX) FROM BRACING WIRES TO COMPRESSION STRUT AND RUNNER CHANNEL . CLR. 1/2" BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L 8" MAX. 4" GALV. METAL STUD BLOCKING. IF REQUIRED METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE. GYPSUM WALL BOARD PER PLAN/ASSEMBLY TYPE. CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. HAT CHANNEL CONT. 7/8" 25 GA. GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. PERIMETER FRAME DRYWALL BEAD PERIMITER CLOSURE ANGLE FASTEN TO MAIN CHANNEL RUNNERS AT RESTRAINED ENDS. HANGER WIRE. LOAD TEST PER SUSPENDED CEILING NOTES. BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE. CLR. 1/2" CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. CONT. 7/8" 25 GA. GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. PERIMITER CLOSURE ANGLE FASTEN TO MAIN CHANNEL RUNNERS AT RESTRAINED ENDS. PERIMETER FRAME DRYWALL BEAD 4" GALV. METAL STUD BLOCKING. IF REQUIRED 8" MAX. GYPSUM WALL BOARD PER PLAN/ASSEMBLY TYPE. HANGER WIRE. LOAD TEST PER SUSPENDED CEILING NOTES. 6" MAX HANGER WIRE. LOAD TEST PER SUSPENDED CEILING NOTES. CONTINUOUS MAIN RUNNERS PER SUSPENDED CEILING NOTES ON THIS SHEET. 4" GALV. STUDS AT PANEL PERIMETER. SCREW TO CEILING MAIN RUNNERS AND CHANNELS. PROVIDE ATTACHMENT PLATES AS NECESSARY AT CORNERS TO STIFFEN CONT. 7/8" 25 GA. GALVANIZED HAT SECTION CROSS-FURRING AT 24 INCHES O.C. MAX. PERIMETER FRAME DRYWALL BEAD ACCESS PANEL RECESSED - PAINT TO MATCH CEILING GENERAL NOTE: 1. INSTALL IN ACCORDANCE WITH MANUFACTURER'S MOUNTING INSTRUCTIONS AND USING THE RECOMMENDED MOUNTING HARDWARE. ARCHITECTURAL CEILING GRID CEILING HANGER WIRE ARCHITECTURAL CEILING GRID INTERGRAL GALVANIZED LIPPED STEEL MOUNTING CHANNEL FIXTURE WHIP FROM JUNCTION BOX (1,829mm (6') LONG MAX) HANGER WIRE & MOUNTING CHANNEL ATTACHED TO STRUCTURE REFER TO SPECIFICATION SECTION 26 51 00 WIRE TIE THROUGH MOUNTING CHANNEL & CROSS BEAM, TYP. WIRE TIE THROUGH MOUNTING CHANNEL & CROSS BEAM, TYP. ARCHITECTURAL CEILING GRID ACOUSTICAL CEILING TILE (TYP) ARCHITECTURAL CEILING GRID LOCKING SQUARE WASHER & NUT JUNCTION BOX 6.35mm (1/4") SCREW (E) or (N) 3" x 1/4" DIA EYE-BOLT SCREW W/FULL THREAD EMBEDMENT - 1" MIN (E) or (N) WOOD JOIST \TO REMAIN - TYPICAL (E) OR (N) 12-GAUGE HANGER WIRE - MIN 3 TURNS WRAP MA X 3" (E) or (N) 3" x 1/4" DIA EYE-BOLT SCREW W/FULL THREAD EMBEDMENT - 1" MIN (E) OR (N) 12-GAUGE HANGER WIRE - MIN 3 TURNS WRAP ATTACHMENT TO WOOD STRUCTURE - VERTICAL ATTACHMENT TO WOOD STRUCTURE - SPLAY WIRE (E) or (N) 3" x 1/4" DIA EYE-BOLT SCREW W/FULL THREAD EMBEDMENT - 1" MIN SIDE MOUNT LOCATION 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 5 P M CE I L I N G D E T A I L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A8.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: N.T.S.1TYPICAL CEILING PLAN Scale: 1/8" = 1'-0"2TYPICAL CEILING SECTION Scale: 3/8" = 1'-0"3TYPICAL GYPSUM BOARD CEILING SUSPENSION SYSTEM Scale: N.T.S.7GYP. BD. PARALLEL TO MAIN RUNNER Scale: N.T.S.8GYP. BD. PERPENDICULAR TO MAIN RUNNER Scale: N.T.S.9CEILING ACCESS PANEL 2024-06-11 A Revision 1 Scale: N.T.S.11EXIT SIGN MOUNTING - LAY IN CEILING Scale: 3" = 1'-0"4HANGER WIRE CONNECTION @ WOOD ROOF FRAMING A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 12' - 0" MAX. COMPRESSION STRUT SPACING CO M P R E S S I O N S T R U T SP A C I N G RESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) 6' - 0" MAX. 6' - 0 " M A X . 8' - 0 " M A X . UN R E S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) UNRESTRAINED PERIMETER (2 ADJACENT SIDES TYP.) RE S T R A I N E D P E R I M E T E R (2 A D J A C E N T S I D E S T Y P . ) 8" M A X . 8" MAX. CONTINUOUS MAIN RUNNERS CR O S S R U N N E R S *USE "SUSPENDED ACOUSTICAL CEILING AT EXIT WAYS" DETAIL FOR ALL EXIT WAYS LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR #12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. SEE DETAIL SLOTTED ANGLE STRUT STABILIZING BAR TYPICAL AT UNRESTRAINED PERIMETER. 2'-0" x 2'-0" SUSPENDED ACOUSTICAL CEILING FACE OF WALL TYPICAL #12 GAUGE HANGER WIRE TYP. INSTALL AT A MAX. 4'-0" SPACING AND A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. A8.1 4 A8.1 4 A8.1 3 CE I L I N G P L A N PE R R E F L E C T E D CE I L I N G P L A N PE R R E F L E C T E D UN R E S T R A I N E D PE R I M E T E R RE S T R A I N E D PE R I M E T E R *USE "SUSPENDED ACOUSTICAL CEILING AT EXIT WAYS" DETAIL FOR ALL EXIT WAYS FLOOR SLAB PER ASSEMBLY TYPE SUSPENDED ACOUSTICAL CEILING PER REFLECTED CEILING PLAN ROOF DECK PER ASSEMBLY TYPE #12 GAUGE HANGER WIRE TYP. INSTALL AT A MAX. 4'-0" SPACING AND A MAX. 8" FROM CEILING PERIMETER. ALIGN WITH SEISMIC BRACING BOTH DIRECTIONS. LATERAL-FORCE BRACING ASSEMBLIES. INSTALL AT A MAX. 12'-0" x 8'-0" SPACING AND A MAX. 6'-0" FROM CEILING PERIMETER. PROVIDE FOUR #12 GAUGE SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. SEE DETAIL O.C. 2' - 0 " O.C2' - 0 " .2" (MAX) FROM BRACING WIRES TO COMPRESSION STRUT AND CROSS RUNNER 12 GA. VERTICAL HANGER WIRE AT 4'-0" EACH WAY (4' O.C. AT MAIN RUNNER) MINIMUM 3 TIGHT TURNS IN 1 1/2" BOTH ENDS (TYPICAL) 12 GA. BRACING WIRE W/ MIN. 4 TIGHT TURNS IN 1 1/2" BOTH ENDS OF WIRE CONNECTED TO MAIN RUNNER. SLOPE OF BRACING WIRES SHALL NOT EXCEED 45 DEGREES FROM THE PLANE OF THE CEILING AND WIRES SHALL BE TAUT (TYPICAL) COMPRESSION STRUT (MAXIMUM KL/R RATIO OF 200 OR LESS) WITH 16 GA. TOP TRACK MINIMUM 30" LONG FASTENED INTO BOTTOM OF FLOOR/ROOF ASSEMBLY. MAIN RUNNER CROSS RUNNER BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L CLR. 1/2" CEILING PANEL TYP. PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. CONTINUOUS MAIN RUNNERS TYP. 12 GA. HANGER WIRE @ 4'-0" O.C. W/ ONE PAIR OF BRACING WIRES PARALLEL TO WALL AT 12'-0" O.C. 3 TIGHT TURNS IN 1 1/2" MAX. CROSS RUNNERS FASTENED TO CONT. MAIN RUNNERS 4" GALV. METAL STUD BLOCKING. IF REQUIRED METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE GYPSUM WALL BOARD PER PLAN/ASSEMBLY TYPE. 2"PERIMETER CLOSURE ANGLE CROSS RUNNERS FASTENED TO CONT. MAIN RUNNERS RUNNER SPLICE CLR. 1/2" GYPSUM WALL BOARD PER PLAN/ ASSEMBLY TYPE. 4" GALV. METAL STUD BLOCKING. IF REQUIRED METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L CLR. 1/2" 2" 8" MAX. PERIMETER CLOSURE RUNNER CHANNEL SLOTTED ANGLE STRUT W/ HORIZ. 6D RINGSHANK NAIL. NAILS AT THE END OF HORIZ. STRUTS ARE TO BE PLACED WITH NAIL HEAD TOWARD CENTER LINE OF SPAN OF STRUT. CEILING PANEL 12 GA. HANGER WIRE. 3 TIGHT TURNS IN 1 1/2" MAX.12 GA. HANGER WIRE. 3 TIGHT TURNS IN 1 1/2" MAX. METAL STUD FRAMING PER PLAN/ASSEMBLY TYPE 4" GALV. METAL STUD BLOCKING. IF REQUIRED GYPSUM WALL BOARD PER PLAN/ ASSEMBLY TYPE. RUNNER CHANNEL CEILING PANEL PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. PERIMETER CLOSURE ANGLE ATTACHED TO RUNNER CHANNEL. BO A R D P E R A S S E M B L Y T Y P E HE I G H T O F G Y P S U M W A L L 8" MAX. CLR. 1/2" 2" 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 3 7 P M CE I L I N G D E T A I L S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 A8.1 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/8" = 1'-0"1TYPICAL SUSPENDED ACT CEILING PLAN Scale: 1/8" = 1'-0"2TYPICAL SUSPENDED ACT CEILING SECTION Scale: 3/8" = 1'-0"3TYPICAL SUSPENDED ACT CEILING SYSTEM Scale: N.T.S.4TYPICAL SUSPENDED ACT CEILING @ EXIT WAYS Scale: N.T.S.5ACT @ WALL (UNRESTRAINED)Scale: N.T.S.10ACT @ WALL (RESTRAINED) 2024-06-11 A Revision 1 A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 NO PARKING 60'-8" NO P A R K I N G D DN. DN. NO PA R K I N G VA N NO PA R K I N G NO PA R K I N G NO PARKING 1444 E MCFADDEN AVENUE AS2.0 1 TRAVEL DISTANCE=170'-3" GRAND AVE. E. M c F A D D E N A V E . EXIST. GUARD SHACK & MAIN ENTRY TO FACILITY EXIST. ACCESSIBLE PARKING TOW AWAY SIGN EXIST. FIRE HYDRANT, TYP. (E) FIRE HYDRANT TO REMAIN, TYPICAL (E) FIRE HYDRANT, TO REMAIN, TYP 1442 E MCFADDEN AVENUE 1440 E MCFADDEN AVENUE 1436 E MCFADDEN AVENUE 1438 E MCFADDEN AVENUE 1237 S GRAND AVENUE 1239 S GRAND AVENUE 1241 S GRAND AVENUE 1325 S GRAND AVENUE 1327 S GRAND AVENUE 1293 MCFADDEN AVENUE EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE A 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 6 P M SI T E P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 AS1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 Scale: 1" = 40'-0"1SITE PLAN N PROPERTY LINE, TYP. EXISTING BUILDING TO REMAIN EXISTING BUILDING TO BE RETROFIT REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 NO PARKING 60'-8" NO P A R K I N G D NO PARKING WH A A 1 1 2 23 36 6 4 4 5 5 CC DD EE A4.0 4 A4.0 2 A4.01 A4.0 3 BB 20'-0"8'-0"32'-6"59'-4"60'-8" 180'-6" 10 0 ' - 6 " 36 ' - 6 " 26 ' - 2 " 8' - 1 " 29 ' - 9 " BLDG B BLDG C EXISTING FIRE HYDRANT & PROTECTIVE BOLLARDS TO REMAIN, TYP. EXISTING UNDERGROUND TELECOM. VAULT TO REMAIN & BE PROTECTED EXISTING PULL BOX AT FACE OF BLDG. AT GRADE TO REMAIN & BE PROTECTED (E) 6" FLUSH CONCRETE CURB TO REMAIN, TYPICAL RAMP 1:12 MAX EXISTING CONCRETE WALKWAY WITH ZERO CURBFACE, TYP. ACCESSIBLE PATH OF TRAVEL. SEE SITE PLAN GENERAL NOTES AND THE TITLE 24 ACCESSIBILITY REQUIREMENTS NOTES ON SHEETS T3.0 THRU T3.3 FOR MORE INFORMATION. LIMIT OF WORK AREA (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 LIMIT OF WORK AREA LIMIT OF WORK AREA BLDG B BLDG C TRAVEL DISTANCE=170'-3" 3.5 3.5 (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 LIMIT OF WORK AREA (N) HOLD-DOWN - SEE STRUCT DWGS & REF SHEET A4.0 (E) HSS TRELLIS POST W/ CABLE ATTACHEMENTS TO BE TEMP UNINSTALLED AND REINSTALLED ON (N) CONC FOOTING. EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE REMOVE/DELETE (E) H/C SYMBOL (N) PAINT STRIPING TO ELIMINATE (E) NON- COMPLIANT SPACE EXISTING ACCESSIBLE PARKING SPACES TO REMAIN - RESTRIPE 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 7 P M EN L A R G E D S I T E P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 AS2.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2024-06-11 A Revision 1 N Scale: 1" = 10'-0"1ENLARGED SITE PLAN LIMITS OF WORK AREA NOTES: REFER TO SHEET EXISTING CONDITIONS PHOTOS T1.2 FOR REFERENCE A A REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 DN WH EXIT SEPARATION: 179'-0 3/16"COMPLIES WITH CBC 1007.1.1 Exception #2 DIAGONAL OF AREA SERVED: 205'-2 7/16" (205'-2 7/16"/ 3= 68'-4 13/16" MIN REQ'D EXIT SEPARATION) CODE SUMMARY CONSTRUCTION TYPE TYPE III-A OCCUPANCY TYPE BUSINESS GROUP B OCCUPANCY SEPARATION NON-SEPARATED OCCUPANCY (TABLE 508.3) EXTERIOR BEARING WALLS 2 - HOUR EXTERIOR NON BEARING WALLS PRIMARY STRUCTURAL FRAME X < 5 5 ≤ X ≤ 10 10 ≤ X ≤ 30 X ≥ 30 2 HR RATED (TABLE 602) 1 HR RATED (TABLE 602) NON RATED (TABLE 602) NON RATED (TABLE 602) NON RATED (TABLE 601) INTERIOR BEARING WALL NON RATED (TABLE 601) INTERIOR NON BEARING WALL NON RATED (TABLE 601) FLOOR CONSTRUCTION AND SECONDARY MEMBERS NON RATED (TABLE 601) ROOF CONSTRUCTION AND SECONDARY MEMBERS NON RATED (TABLE 601) MIN ROOF COVERING CLASSIFICATION CLASS A MAX TRAVEL DISTANCE EXTERIOR OPENINGS FIRE SPRINKLER NO FIRE ALARM YES B OCCUPANCY - 300 FEET MAX OCCUPANCY TYPES 0 < X < 3 3 ≤ X ≤ 5 5 ≤ X ≤ 10 NOT PERMITTED (TABLE 705.8) 15% OPEN (TABLE 705.8) 25% OPEN (TABLE 705.8) 10 ≤ X ≤ 15 45% OPEN (TABLE 705.8) 15 < X < 20 75% OPEN (TABLE 705.8) 20 < X < 25 NO LIMIT (TABLE 705.8) 25 < X < 30 NO LIMIT (TABLE 705.8) 30 OR GREATER NO LIMIT (TABLE 705.8) OFFICE (B) STORAGE (S) ACCESSIBLE PATH OF TRAVEL MIN. 36" WIDE CLEAR OCCUPANCY LOAD - PLUMBING TOILET ROOMS AND PLUMBING FIXTURES TO REMAIN AS EXISTING. A A 1 1 2 23 36 6 4 4 5 5 CC DD EE BB 3.5 3.5 OCCS: OCPY: 2 170 SF 136 Manager's Office 1:150 SFB DOOR: OCCS: REQD: PRVD: 100A 6' - 8" OCCS: OCPY: 2 167 SF 135 Manager's Office 1:150 SFB OCCS: OCPY: 5 637 SF 132 Open Office 1:150 SFB OCCS: OCPY: 12 170 SF 133 Director's Conference 1:15 SFB OCCS: OCPY: 2 167 SF 134 Director 1:150 SFB OCCS: OCPY: 1 93 SF 127 Electrical 1:300 SFS OCCS: OCPY: 1 76 SF 128 Janitor 1:300 SFS OCCS: OCPY: 1 99 SF 126 Office 1:150 SFB OCCS: OCPY: 3 315 SF 119 DOC Supervisors 1:150 SFB OCCS: OCPY: 1 131 SF 120 Company Central 1:150 SFB OCCS: OCPY: 2 155 SF 118 SRO Office 1:150 SFB OCCS: OCPY: 2 160 SF 117 Company Central 1:150 SFB OCCS: OCPY: 1 180 SF 137 Storage 1:300 SFS OCCS: OCPY: 9 133 SF 114 Break Room 1:15 SFB OCCS: OCPY: 2 271 SF 121 Conference 1:150 SFB OCCS: OCPY: 29 432 SF 111 Overview Room 1:15 SFB OCCS: OCPY: 39 584 SF 102 Break Room 1:15 SFB OCCS: OCPY: 3 429 SF 103 Sub-Operators 1:150 SFB OCCS: OCPY: 2 419 SF 104 Telecom. 1:300 SFS OCCS: OCPY: 1 203 SF 105 Electrical 1:300 SFS OCCS: OCPY: 3 408 SF 107 I.T. Open Office 1:150 SFB OCCS: OCPY: 1 111 SF 109 Chiefs Office 1:150 SFB OCCS: OCPY: 1 112 SF 108 Chiefs Office 1:150 SFB OCCS: OCPY: 22 3,197 SF 110 Control Room 1:150 SFB OCCS: OCPY: 12 1,715 SF 113 D.O.C. 1:150 SFB OCCS: OCPY: 7 998 SF 122 Mapping 1:150 SFB OCCS: OCPY: 7 941 SF 124 Engineering 1:150 SFB OCCS: OCPY: 4 489 SF 125 Engineering 1:150 SFB OCCS: OCPY: 5 609 SF 123 Open Office 1:150 SFB OCCS: OCPY: 1 140 SF 106 I.T. Supv. 1:150 SFB TRAVEL DISTANCE=59'-7" DOOR: OCCS: REQD: PRVD: 1005 5' - 8" DOOR: OCCS: REQD: PRVD: 131A 2' - 10" DOOR: OCCS: REQD: PRVD: 122A 2' - 10" TRAVEL DISTANCE=72'-11" DOOR: OCCS: REQD: PRVD: 104A 4' - 8" DOOR: OCCS: REQD: PRVD: 102B 2' - 10" TRAVEL DISTANCE=75'-7" TRAVEL DISTANCE=105'-8" TRAVEL DISTANCE=73'-5" Women 130 Men 129 Corridor 1 - Hour 101 Lobby 1 - Hour 100 Corridor 1 - Hour 131 Women 115 Men 116 24 4.8" 28 5.6" 29 5.8" 39 7.8" 2 .4" 61 12.2" 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 5 P M LI F E S A F E T Y P L A N 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 LS1.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check N GENERAL NOTES 1. THIS PLAN IS FOR GENERAL CONFORMANCE ONLY 2. FLOOR AREAS ARE BASED ON BUILDING CODE REQUIREMENTS ONLY AND ARE MEASURED TO THE INTERIOR OF EXTERIOR / PERIMETER WALLS AND THE CENTER LINE OF DEMISING WALLS. 3. THE EXIT TRAVEL PATH AND COMMON EGRESS PATH ARE ESTIMATES ONLY. ACTUAL PATHS MAY BE SUBJECT TO MINOR REVISION BASED UPON TENANT FURNITURE. 4. FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE PARTITIONS, AND SMOKE BARRIERS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING IN THE FLOOR / CEILING SPACE EVERY 30-FEET (MAXIMUM) WITH LETTERING AT LEAST 1/2" HIGH IN HEIGHT (703) CFC / (703.7) CBC. 5. THE MEANS OF EGRESS WILL BE ILLUMINATED TO A LEVEL OF NOT LESS THAN ONE FOOT-CANDLE AT THE WALKING SURFACE AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. 6. LIGHTING FIXTURES CONNECTED TO AN EMERGENCY POWER SYSTEM (STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR) WILL AUTOMATICALLY ILLUMINATE THE MEANS OF EGRESS FOR A DURATION OF NOT LESS THAN 90 MINUTES OCCUPANT LOAD TABLE Name RM # Area Primary Occ. Occ. Load Total Occupants B Manager's Office 136 170 SF B 150 SF 2 Manager's Office 135 167 SF B 150 SF 2 Open Office 132 637 SF B 150 SF 5 Director's Conference 133 170 SF B 15 SF 12 Director 134 167 SF B 150 SF 2 Office 126 99 SF B 150 SF 1 DOC Supervisors 119 315 SF B 150 SF 3 Company Central 120 131 SF B 150 SF 1 SRO Office 118 155 SF B 150 SF 2 Company Central 117 160 SF B 150 SF 2 Break Room 114 133 SF B 15 SF 9 Conference 121 271 SF B 150 SF 2 Overview Room 111 432 SF B 15 SF 29 Chiefs Office 108 112 SF B 150 SF 1 Sub-Operators 103 429 SF B 150 SF 3 Break Room 102 584 SF B 15 SF 39 I.T. Open Office 107 408 SF B 150 SF 3 D.O.C. 113 1715 SF B 150 SF 12 Mapping 122 998 SF B 150 SF 7 Engineering 124 941 SF B 150 SF 7 Engineering 125 489 SF B 150 SF 4 Open Office 123 609 SF B 150 SF 5 I.T. Supv. 106 140 SF B 150 SF 1 S Janitor 128 76 SF S 300 SF 1 Electrical 127 93 SF S 300 SF 1 Storage 137 180 SF S 300 SF 1 Electrical 105 203 SF S 300 SF 1 Telecom. 104 419 SF S 300 SF 2 10405 SF 160 Scale: 1/8" = 1'-0"1LIFE SAFETY PLAN SYMBOLS LEGEND PATH OF TRAVEL EXISTING CONSTRUCTION NON-RATED WALLS 1 HR FIRE RATED WALLS FUTURE 1 HR RATED WALLS EGRESS AREA TAG EGRESS ELEMENT TAG Stair # O: 00 R: 00 P: 00 COMPONENT NAME # OF OCCUPANTS EGRESS WIDTH REQUIRED EGRESS WIDTH PROVIDED OCCS:### OCCUPANCY GROUP & OCCUPANCY LOAD FACTOR # OF OCCUPANTS ROOM NAME RM . # M @ 1:50 S.F. 2 HR FIRE RATED WALLS FUTURE 2 HR RATED WALLS EXIT SIGN REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . MANEUVERING SPACE 60" MIN. CLR @ SIDE OPENING DOOR K. TOILET COMPARTMENT WITH SIDE OUT-SWINGING DOOR J. TOILET COMPARTMENT WITH SIDE IN- SWINGING DOOR 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . MANEUVERING SPACE 60" MIN. CLR @ SIDE OPENING DOOR PARTITION DOOR IS PERMITTED TO SWING INTO HATCHED PORTION OF MANEUVERING SPACE DOOR SWINGS IN 36" MIN. WHEN M. TOILET COMPARTMENT WITH END OUT-SWINGING DOOR CLEARANCE ZONE AROUND WATER CLOSET L. TOILET COMPARTMENT WITH END IN- SWINGING DOOR 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . PARTITION DOOR IS PERMITTED TO SWING INTO HATCHED PORTION OF MANEUVERING SPACE MANEUVERING SPACE 48" MIN. CLR @ END OPENING DOOR P. AMBULATORY ACCESSIBLE TOILET COMPARTMENT 37" MIN. CLR. 35" MIN. CLR. SI D E A P P R O A C H 44 " M I N . C L R WH E N L A T C H MA X . 12 " 42 " M I N . DOOR SHALL NOT SWING INTO CLEARANCE ZONE CLEARANCE ZONE 19" MAX. 17" MIN. CL R . , T Y P . 48 " M I N . N. ACCESSIBLE TOILET COMPARTMENT TOE CLEARANCE 9" M I N . 6" MIN. ELEVATION ADULT 12 " M I N . 6" MIN. ELEVATION CHILDREN SUGGESTED DIMENSIONS FOR CHILDREN AGES 3 THROUGH 12 Ages 9 through 12Ages 5 through 8Ages 3 and 4 Water Closet Centerline 12 inches 12 to 15 inches 15 to 18 inches Toilet Seat Height 11 to 12 inches 12 to 15 inches 15 to 17 inches Grab Bar Height 18 to 20 inches 20 to 25 inches 25 to 27 inches Dispenser Height 14 inches 14 to 17 inches 17 to 19 inches 6" PLAN TOE CLEARANCE NOT REQUIRED AT PARTITION SUPPORTS 18 " M A X . 17 " M I N . 59" MIN. @ FLOOR MOUNTED WATER CLOSET 56" MIN. @ WALL MOUNTED WATER CLOSET 60 " M I N . C L R . MANEUVERING SPACE 48" MIN. CLR @ END OPENING DOOR 60 " M I N . C L R . DOOR SWINGS IN 36" MIN. WHEN 34" CLR. MIN. 34" CLR. MIN. CLEARANCE ZONE AROUND WATER CLOSET CLEARANCE ZONE AROUND WATER CLOSET OF G R A B B A R 33 " M I N . & 36 " M A X . T O T O P TO P O F S E A T 17 " M I N . & 19 " M A X T O 48" MIN. MAX. 12" 24" MIN. CL O F R O L L 19 " M I N . T O 9" MAX. 7" MIN. 40 " M A X . MI N . 1 1 / 2 " MAX. 6"OF GRAB BAR 36" MIN. TO C.L. TO P O F S E A T 17 " M I N . & 19 " M A X T O CL O F R O L L 19 " M I N . T O OF G R A B B A R 33 " M I N . & 36 " M A X . T O T O P RECESSED SANITARY TOILET SEAT COVER AND TOILET TISSUE DISPENSER 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. ACCESSIBLE WATER CLOSET RECESSED SANITARY TOILET SEAT COVER AND TOILET TISSUE DISPENSER 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 18" MAX. 17" MIN.ACCESSIBLE WATER CLOSET. FLUSH VALVE HANDLE SHALL BE ON SIDE AWAY FROM WALL OF G R A B B A R 33 " M I N . & 36 " M A X . T O C . L . TO P O F S E A T 17 " M I N . & 19 " M A X T O 42" MIN. TO CL OF GRAB BAR MAX. 12" 24" MIN. F.O.F. WALL OR F.O. PARTITION MAX. 6"GRAB BAR 36" MIN. TO P O F S E A T 17 " M I N . & 19 " M A X T O OF G R A B B A R 33 " M I N . & 36 " M A X . T O C . L . 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. ACCESSIBLE WATER CLOSET 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 18" MAX. 17" MIN. 9" MAX 7" MIN. WALL MOUNTED TOILET PAPER DISPENSER (WITHOUT STOPS) C. L . O F R O L L 19 " M I N . T O OF D I S P E N S E R 40 " M A X . T O O P E N I N G F.O.F. WALL F.O.F. WALL OR F.O. PARTITION F.O.F. WALL 19" MAX. @ AMBULATORY STALLS WALL MOUNTED SANITARY TOILET SEAT DISPENSER AS OCCURS ACCESSIBLE WATER CLOSET. FLUSH ACTIVATOR HANDLE TO BE ON SIDE AWAY FROM WALL OF D I S P E N S E R 40 " M A X . T O T O P COMBINATION PAPER TOWEL DISPENSER AND WASTE RECEPTACLE AL L O P E R A B L E P A R T S 40 " M A X . T O T O P O F WALL MOUNTED VENDING MACHINE DIAPER CHANGING STATION WALL MOUNTED CHILD SEAT 1' - 3 " WH E N O P E N 27 " T O B O T T O M OF S H E L F O F D I S P E N S E R 40 " M A X . T O T O P OF R O L L 19 " T O C . L . SANITARY TOILET SEAT COVER AND TOILET TISSUE DISPENSER WALL MOUNTED PAPER TOWEL DISPENSER OF R E C E P T A C L E 40 " M A X . T O T O P SANITARY NAPKIN DISPOSAL O F D I S P E N S E R 28 " T O T O P OF D I S P E N S E R 40 " M A X . T O T O P SANITARY TOILET SEAT DISPENSER GRAB BARS TOILET PAPER DISPENSER WALL MOUNTED SOAP DISPENSER TO P O F G R A B B A R 34 " M I N . & 36 " M A X . T O OF R O L L 19 " T O C L TO P O F D I S P E N S E R 40 " M A X . T O OF F I X T U R E 34 " M A X . T O T O P CL E A R A N C E 29 " M I N . K N E E LAVATORYHAND DRYER OP E R A B L E P A R T S 40 " M A X . T O A L L TO P O F S E A T 17 " M I N . & 19 " M A X T O WATER CLOSET CHILD WATER CLOSET SE A T 1' - 0 " T O TO P O F 17 " M A X . C. L . O F H A N D L E 44 " M A X T O URINAL 15 " M A X . 13 " M I N . CHILDREN URINAL WALL MOUNTED MIRROR O F D I S P E N S E R 40 " M A X . T O T O P WALL MOUNTED WASTE RECEPTACLE A. TYPICAL TOILET ROOM ACCESSORY MOUNTING HEIGHTS E. TYPICAL WATER CLOSET REQUIREMENTS C. TYPICAL LAV REQUIREMENTS B. TYPICAL URINAL REQUIREMENTS NO T A T L A V S & C O U N T E R T O P S 35 " M A X . T O B O T T O M E D G E OF R E F L E C T I N G S U R F A C E AT L A V S & C O U N T E R T O P S 40 " M A X . T O B O T T O M E D G E OF R E F L E C T I N G S U R F A C E HO O K F O R A D U L T S 48 " M A X . T O T O P O F COAT HOOK HE I G H T S F O R C H I L D R E N SE E 1 1 B - 3 0 8 F O R A L T . NOTE: REFER TO 11B-308 FOR ALTERNATE HEIGHTS FOR ACCESSORIES FOR USE BY CHILDREN WH E N O P E N 26 " M I N . A N D 3 0 " MA X . T O S U R F A C E EX C E E D 4 0 " OP E R A B L E PA R T S M A Y 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. 19" MAX. @ AMBULATORY STALLS 1 1/2" DIAM. WALL MOUNTED GRAB BARS. PROVIDE BLOCKING AT STUD WALL. WALL MOUNTED, FRONT ELEVATION WALL MOUNTED, SIDE ELEVATION FLOOR MOUNTED, FRONT ELEVATION FLOOR MOUNTED, SIDE ELEVATION 12 " 44 " M A X T O C . L . O F H A N D E L 17 " M A X . MIN. 13 1/2" URINAL PARTITION AS OCCURS F.O.F. WALL WALL MOUNTEDSTALL TYPE 44 " M A X . T O C . L . O F H A N D E L OF F I X T U R E R I M 34 " M A X . T O T O P FR O N T E D G E O F L A V . 29 " M I N . A T EQ EQ OF F I X T U R E R I M 34 " M A X . T O T O P WALL MOUNTED LAVATORY. ACCESSIBLE HOT WATER AND DRAIN PIPES UNDER LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER THE LAVATORY. FACET CONTROLS AND OPERATION MECHANISMS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. F.O.F. WALL KNEE AND TOE CLEARANCE ZONE PER 11B-306 30" MIN. PLAN CL R . 18 " M I N . CL R . 18 " M I N . WALL OR PARTITION AS OCCURS WALL OR PARTITION AS OCCURS PLAN CL R . 18 " M I N . 17" MIN. & 19" MAX. TOE CLEARANCE 11" MIN. & 25" MAX. KNEE CLEARANCE WALL OR PARTITION AS OCCURS URINAL PARTITION AS OCCURS F.O.F. WALL 36" MIN. OTHERWISE ACCESSIBLE ROUTE: 44" MIN. ACC. TOILET COMPARTMENT, BABY CHANGING STATION, WHEN DEPLOYED SHALL NOT REDUCE THE ACCESSIBLE ROUTE REQUIRED WIDTH D. ACCESS. ROUTE REQUIREMENTS MIN. 13 1/2" 11B-604 WATER CLOSETS AND TOILET COMPARTMENTS 1. The water closet shall be positioned with a wall or partition to the rear and to one side. The centerline of the water closet shall be 17 inches minimum to 18 inches maximum from the side wall or partition, except that the water closet shall be 17 inches minimum and 19 inches maximum from the side wall or partition in the ambulatory accessible toilet compartment specified in Section 11B-604.8.2 Ambulatory Accessible Compartments. Water closets shall be arranged for a left-hand or right- hand approach. §11B-604.2 2. Clearance around a water closet shall be 60 inches minimum measured perpendicular from the side wall and 56 inches minimum measured perpendicular from the rear wall. A minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet.§11B-604.3.1 3. The seat height of a water closet above the finish floor shall be 17 inches minimum and 19 inches maximum measured to the top of the seat. Seats shall not be sprung to return to a lifted position. Seats shall be 2 inches high maximum and a 3 inch high seat shall be permitted only in alterations where the existing fixture is less than 15 inches high. § 11B-604.4 (see exception for Residential Units) 4. The side wall grab bars shall be 42 inches long minimum, located 12 inches maximum from the rear wall and extending 54 inches minimum from the rear wall with the front end positioned 24 inches minimum in front of the water closet. §11B-604.5.1 5. The rear grab bar shall be 36 inches long minimum and extend from the centerline of the water closet 12 inches minimum on one side and 24 inches minimum on the other side. §11B-604.5.2 (See exceptions) 6. Flush controls shall be hand operated or automatic. Hand operated flush controls shall comply with Section 11B-309.4 except they shall be located 44 inches maximum above the floor. Flush controls shall be located on the open side of the water closet except in ambulatory accessible compartments complying with Section 11B-604.8.2 . §11B-604.6 7. Toilet paper dispensers shall comply with Section 11B-309.4 Operation and shall be 7 inches minimum and 9 inches maximum in front of the water closet measured to the centerline of the dispenser. The outlet of the dispenser shall be below the grab bar, 19 inches minimum above the finish floor and shall not be located behind the grab bars. Dispensers shall not be of a type that control delivery or that does not allow continuous paper flow. §11B-604.7 8. Wheelchair accessible compartments shall be 60 inches wide minimum measure perpendicular to the side wall, and 56 inches deep minimum for wall hung water closets and 59 inches deep minimum for floor mounted water closets measured perpendicular to the rear wall. Wheelchair accessible compartments for children's use shall be 60 inches wide minimum measured perpendicular to the side wall, and 59 inches deep minimum for wall hung and floor mounted water closets measured perpendicular to the rear wall. §11B- 604.8.1.1 9. In a wheelchair accessible compartment with an in- swing door, a minimum 60 inches wide by 36 inches deep maneuvering space shall be provided in front of the clearance required in Section 11B-604.8.1.1. § 11B-604.8.1.1.1, Figures 11B- 604.8.1.1.2(b) and 11B-604.8.1.1.3(b) 10. In a wheelchair accessible compartment with a side- opening door, either in-swinging or out- swinging, a minimum 60 inches wide and 60 inches deep maneuvering space shall be provided in front of the water closet. §11B-604.8.1.1.2, Figure 11B- 604.8.1.1.2 11. In a wheel chair accessible compartment with end- opening door (facing water closet), either in- swinging or out-swinging, a minimum 60 inches wide and 48 inches deep maneuvering space shall be provided in front of the water closet. §11B- 604.8.1.1.3, Figure 11B-604.8.1.1.3 11B-603 TOILET AND BATHING ROOMS 1. The clear width for accessible routes to accessible toilet compartments shall be 44 inches minimum except for door-opening widths and door swings. § 11B-403.5.1, exception 5 2. Where toilet facilities and bathing facilities are provided, they shall comply with 11B-213. Where toilet facilities and bathing facilities are provided in facilities permitted by 11B-206.2.3 exceptions 1 and not to connect stories by an accessible route, toilet facilities and bathing facilities shall be provided on a story connected by an accessible route to an accessible entrance. §11B-213.1 3. Where separate toilet facilities are provided for the exclusive use of separate user groups, the toilet facilities serving each user group shall comply with 11B-213. §11B-213.1.1 4. Where toilet rooms are provided, each toilet room shall comply with 11B-603.. Where bathing rooms are provided, each bathing room shall comply with 11B-603. §11B-213.2 (see exceptions) 5. Unisex toilet rooms shall contain not more than one lavatory, and not more than two water closets without urinals or one water closet and one urinal. Unisex bathing rooms shall contain one shower or one shower and one bathtub, one lavatory, and one water closet. Doors to unisex toilet rooms and unisex bathing rooms shall have privacy latches. § 11B-213.2.1 6. Turning space complying with Section 11B-304 shall be provided within the room. §11B-603.2.1 7. Required clear floor spaces, clearance at fixtures, and turning space shall be permitted to overlap. § 11B-603.2.2 8. Door shall not swing into the clear floor space or clearance required for any fixture. Doors to accessible water closet compartments shall be permitted to encroach into the turning space without limitation. Other than the door to the accessible water closet compartment, a door in any position, may encroach into the turning space by 12 inches maximum. §11B-603.2.3 9. At single user toilet or bathing rooms, doors shall be permitted to swing into the clear floor space or clearance required for any fixture only if a 30 inch by 48 inch minimum clear floor space is provided within the room beyond the arc of the door swing. § 11B-603.2.3, exception 10. Mirrors located above the lavatories or countertops shall be installed within the bottom edge of the reflecting surface 40 inches maximum above the finish floor or ground. Mirrors not located above the lavatories or countertops shall be installed with the bottom edge of the reflecting surface 35 inches maximum above the finish floor or ground. §11B- 603.3 11. Coat hooks shall be located within one of the reach ranges specified in Section 11B-308. Shelves shall be located 40 inches minimum and 48 inches maximum above the finish floor. Medicine cabinets shall be located with a usable shelf no higher than 44 inches maximum above the finish floor. §11B- 603.4 12. Where towel or sanitary napkin dispensers, waste receptacles, or other accessories are provided in toilet facilities, at least one of each type shall be located on an accessible route. All operable parts, including coin slots, shall be 40 inches maximum above the finish floor. Exception: Baby changing tables are not required to comply with Section 11B-603.5. §11B-603.5 13. Baby changing tables shall comply with Sections 11B-309 and 11B-902. Baby changing tables when deployed shall not obstruct the required width of an accessible route except as allowed by Section 11B-307.2. Baby changing tables shall not be located in toilet compartments complying with Section 11B-604.8 within a multiple accommodation toilet facility. §11B-226.4 12. Toilet compartment doors, including door hardware, shall comply with Section 11B-404 except that if the approach is from the push side of the compartment door, clearance between the door side of the compartment and any obstruction shall be 48 inches minimum measured perpendicular to the compartment door in its closed position. Door shall be located in front partition or in the side wall or partition farthest from the water closet. Where toilet compartment doors are located in the front partition, the door opening shall be 4 inches maximum from the side wall or partition farthest from the water closet. Where located in the side wall or partition, the door opening shall be 4 inches maximum from the front partition and the door shall be self-closing. A door pull complying with Section 11B-404.2.7 shall be placed on both sides of the door near the latch. Door shall not swing into the clear floor space or clearance required for any fixture. Doors may swing into that portion of the maneuvering space which does not overlap the clearance required at a water closet. §11B-604.8.1.2 13. At least one side partition shall provide a toe clearance of 9 inches minimum above the finish floor and 6 inches deep minimum beyond the compartment-side face of the partition, exclusive of partition support members. Partition components at toe clearances shall be smooth without sharp edges or abrasive surfaces. Compartments for children's use shall provide a toe clearance of 12 inches minimum above the finish floor. Exception: Toe clearance at the side partition is not required in a compartment greater than 66 inches wide. §11B- 604.8.1.4 14. Ambulatory accessible compartments: a. Shall have a depth of 60 inches minimum and a width of 35 inches minimum and 37 inches maximum. §11B-604.8.2.1 b. Doors, including door hardware, shall comply with Section 11B-404, except that if the approach is to the latch side of the compartment door, clearance between the door side of the compartment and any obstruction shall be 44 inches minimum. The door shall be self-closing. A door pull complying with Section 11B-404.2.7 shall be placed on both sides of the door near the latch. Toilet compartment doors shall not swing into the minimum required compartment area. §11B-604.8.2.2 c. A side-wall grab bar complying with Section 11B-604.5.1 shall be provided on both sides of the compartment. §11B-604.8.2.3 15. Water closets and toilet compartments for children's use shall comply with Section 11B-604.9. When the exception in Section 11B-604.1 is used, the suggested dimensions of Table 11B-604.9 for a single age group shall be applied consistently to the installation of a water closet and all associated components. §11B-604.9 11B-605 URINALS 1. Urinals shall be the stall-type or the wall-hung type with the rim 17 inches maximum above the finish floor or ground. Urinals shall be 13½ inches deep minimum measured from the outer face of the urinal rim to the back of the fixture. §11B-605.2 2. Urinal flush controls shall be hand operated or automatic. Hand operated flush controls shall comply with Section 11B-309 except that the flush control shall be mounted at a maximum height of 44 inches above the finish floor. §11B-605.4 11B-606 LAVATORIES AND SINKS 1. Where lavatories are provided, at least 10 percent but no fewer than one shall comply with Section 11B-606 and shall not be located in a toilet compartment. §11B-213.3.4 2. For lavatories and sinks, a clear floor space complying with Section 11B-305, positioned for a forward approach, and knee and toe clearance complying with Section 11B-306 shall be provided. § 11B-606.2 (see exceptions) 3. Lavatories and sinks shall be installed with the front of the higher of the rim or counter surface 34 inches maximum above the finish floor or ground. §11B- 606.3 4. Water supply and drain pipes under lavatories and sinks shall be insulated or otherwise configured to protect against contact. There shall be no sharp or abrasive surfaces under lavatories and sinks. §11B- 606.5 5. Where sinks are provided, at least 5 percent, but no fewer than one, of each type provided in each accessible room or space shall comply with Section 11B-606. §11B-212.3 Exceptions: a. Mop, service or scullery sinks shall not be required to comply with Section 11B-212.3. b. Scrub sinks, as defined in California Plumbing Code Section 221.0, shall not be required to comply with Section 11B-606. MEN'S GEOMETRIC SYMBOL 9. Toilet and Bathing Facilities Geometric Symbols: Geometric symbols at entrances to toilet and bathing rooms shall be mounted at 58 inches minimum and 60 inches maximum above the finish floor or ground surface measured from the centerline of the symbol. Where a door is provided the symbol shall be mounted within 1 inch of the vertical centerline of the door. A. Men's Toilet and Bathing Facilities: A triangle symbol shall be located at entrances to men's toilet and bathing facilities. The triangle symbol shall be an equilateral triangle 1/4 inch thick with edges 12 inches ong and a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the door or surface on which the triangle symbol is mounted, either light on a dark background or dark on a light background. B. Women's Toilet and Bathing Facilities: A circle symbol shall be located at entrances to women's toilet and bathing facilities. The circle symbol shall be 1/4 inch thick and 12 inches in diameter. The color of the circle symbol shall contrast with the color of the door or surface on which the circle symbol is mounted, either light on a dark background or dark on a light background. Unisex Toilet and Bathing Facilities: A combined circle and triangle symbol shall be located at entrances to unisex toilet and bathing facilities. The combined circle and triangle symbol shall consist of a circle symbol 1/4 inch thick and 12 inches in diameter with a 1/4 inch thick equilateral triangle symbol superimposed on and geometrically inscribed within the 12-inch diameter of the circle symbol. The vertices of the triangle symbol shall be located 1/ 4 inch maximum from the edge of the circle symbol with a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the circle symbol, either light on a dark background or dark on a light background. The color of the circle symbol shall contrast with the color of the door or surface on which the combined circle and triangle symbol is mounted, either light on a dark background or dark on a light background. WOMEN'S GEOMETRIC SYMBOL WALL MOUNTED TACTILE SIGN A C C E S S I B L E S I G N R E Q . MO U N T I N G H E I G H T P E R TO C . L . O F S I G N 58 " M I N . & 6 0 " M A X . EQ EQ 9" MIN. TOILET AND BATHING FACILITY GEOMETRIC SYMBOL TOILET AND BATHING FACILITIES GEOMETRIC SYMBOLS 1. Geometric symbols at entrances to toilet and bathing rooms shall be mounted at 58 inches minimum and 60 inches maximum above the finish floor or ground surface measured from the centerline of the symbol. Where a door is provided the symbol shall be mounted within 1 inch of the vertical centerline of the door. 2. Men's Toilet and Bathing Facilities: A triangle symbol shall be located at entrances to men's toilet and bathing facilities. The triangle symbol shall be an equilateral triangle 1/4 inch thick with edges 12 inches long and a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the door or surface on which the triangle symbol is mounted, either light on a dark background or dark on a light background. 3. Women's Toilet and Bathing Facilities: A circle symbol shall be located at entrances to women's toilet and bathing facilities. The circle symbol shall be 1/4 inch (6.4 mm) thick and 12 inches (305 mm) in diameter. The color of the circle symbol shall contrast with the color of the door or surface on which the circle symbol is mounted, either light on a dark background or dark on a light background. 4. Unisex Toilet and Bathing Facilities: A combined circle and triangle symbol shall be located at entrances to unisex toilet and bathing facilities. The combined circle and triangle symbol shall consist of a circle symbol 1/4 inch thick and 12 inches in diameter with a 1/4 inch ) thick equilateral triangle symbol superimposed on and geometrically inscribed within the 12-inch (305 mm) diameter of the circle symbol. The vertices of the triangle symbol shall be located 1/ 4 inch (6.4 mm) maximum from the edge of the circle symbol with a vertex pointing upward. The color of the triangle symbol shall contrast with the color of the circle symbol, either light on a dark background or dark on a light background. The color of the circle symbol shall contrast with the color of the door or surface on which the combined circle and triangle symbol is mounted, either light on a dark background or dark on a light background. SEE ADDITION GENERAL SITE DETAILS FOR INFORMATION NOT SHOWN HERE: • ACCESSIBLE SIGN REQUIREMENTS • DOOR AND GATE REQUIREMENTS - --- - --- CLEAR FLOOR SPACE VIEW FROM THE EGRESS SIDE OF THE DOOR - --- - --- A. LEVEL CHANGES B. THRESHOLD C. TRANSITION BETWEEN FLOOR FINISHES MA X . 1/ 4 " 2 1 1/ 2 " M A X . 1/ 4 " M A X . FLOOR FINISH THRESHOLD 1/ 2 " M A X . FLOOR FINISH 1/4" MAX. BELOW THRESHOLD TYP. COMPRESSED CARPET 1/4" MAX. BELOW THRESHOLD MA X . 1/ 4 " FLOOR FINISH FLOOR OR GROUND SURFACES 1. General: Floor and ground surfaces shall be stable, firm and slip resistant. Exceptions: a. Within animal containment areas, floor and ground surfaces shall not be required to be stable, firm and slip resistant. b. Areas of sport activity shall not be required to comply with Section 2. Carpet: Carpet or carpet tile shall be securely attached and shall have a firm cushion, pad, or backing or no cushion or pad. Carpet or carpet tile shall have a level loop, textured loop, level cut pile, level cut/uncut pile texture. Pile height shall be 1/2 inch maximum. Exposed edges of carpet shall be fastened to floor surfaces and shall have trim on the entire length of the exposed edge. Carpet edge trim shall comply with Changes in Level Requirements. 3. Openings: Openings in floor or ground surfaces shall not allow passage of a sphere more than 1/2 inch diameter except as allowed in Platform to Hoistway ClearancePlatform to Runway Clearance, Transportation Facility Platform and Vehicle Floor Coordination Track Crossings Requirements. Elongated openings shall be placed so that the long dimension is perpendicular to the dominant direction of travel. CHANGES IN LEVEL 1. General: Where changes in level are permitted in floor or ground surfaces, they shall comply with this Section. Exceptions: a. Animal containment areas shall not be required to comply with this Section b. Areas of sport activity shall not be required to comply with this Section 2. Vertical: Changes in level of 1/4 inch high maximum shall be permitted to be vertical and without edge treatment. 3. Beveled: Changes in level between 1/4 inch high minimum and 1/2 inch high maximum shall be beveled with a slope not steeper than 1:2. 4. Ramps: Changes in level greater than 1/2 inch high shall be ramped or a blended transition. AT SIDEWALKS 48" MIN. CLR. UNREASONABLE 36"MIN. CLR. HARDSHIP ONLY AD J . S U R F A C E A S OC C U R S P E R P L A N SIDEWALK SIDEWALK WIDTH AND HARDSHIP EXCEPTION AT SIDEWALKS ACCESSIBLE ROUTE CLEAR WIDTH CLR.WIDTH 36" MIN. 24 " M A X . 24 " M A X . CLR. WIDTH 32" MIN. CLR. WIDTH 36" MIN. CLR. WIDTH 32" MIN. 42 " M I N . 42 " M I N . LE S S T H E N 4 8 " 48" MIN. REQ'D. 36 " M I N . 36 " M I N . LE S S T H E N 4 8 " 60" MIN. REQ'D. ACCESSIBLE ROUTE CLEAR WIDTH AT TURN CU R B T Y P I C A L Accessible Routes 1. Components: Accessible routes shall consist of one or more of the following components: walking surfaces with a running slope not steeper than 1:20, doorways, ramps, curb ramps excluding the flared sides, elevators and platform lifts. All components of an accessible route shall comply with the applicable requirements of Accessible Routes. 2. Walking Surfaces: a. Floor and ground surfaces shall be stable, firm and slip resistant b. Carpet: Carpet or carpet tile shall be securely attached and shall have a firm cushion, pad, or backing or no cushion or pad. Carpet or carpet tile shall have a level loop, textured loop, level cut pile, level cut/uncut pile texture. Pile height shall be 1/2 inch maximum. Exposed edges of carpet shall be fastened to floor surfaces and shall have trim on the entire length of the exposed edge. c. Openings in floor or ground surfaces shall not allow passage of a sphere more than 1/2 inch diameter. Elongated openings shall be placed so that the long dimension is perpendicular to the dominant direction of travel. 3. Slope: The running slope of walking surfaces shall not be steeper than 1:20. The cross slope of walking surfaces shall not be steeper than 1:48. Exception: The running slope of sidewalks shall not exceed the general grade established for the adjacent street or highway. 4. Clearances: Walking surfaces shall provide clearances complying with Clear Width Requirement Exception: Within employee work areas, clearances on common use circulation paths shall be permitted to be decreased by work area equipment provided that the decrease is essential to the function of the work being performed. 5. Clear Width: Except as provided in Clear Width at Turn and Passing spaces the clear width of walking surfaces shall be 36 inches minimum. Exceptions: The clear width shall be permitted to be reduced to 32 inches minimum for a length of 24 inches maximum provided that reduced width segments are separated by segments that are 48 inches long minimum and 36 inches wide minimum. a. The clear width for walking surfaces in corridors serving an occupant load of 10 or more shall be 44 inches (1118 mm) minimum. b. The clear width for sidewalks and walks shall be 48 inches (1219 mm) minimum. When, because of right-of-way restrictions, natural barriers or other existing conditions, the enforcing agency determines that compliance with the 48-inch (1219 mm) clear sidewalk width would create an unreasonable hardship, the clear width may be reduced to 36 inches (914 mm). c. The clear width for aisles shall be 36 inches (914 mm) minimum if serving elements on only one side, and 44 inches (1118 mm) minimum if serving elements on both sides. d. The clear width for accessible routes to accessible toilet compartments shall be 44 inches (1118 mm) except for door-opening widths and door swings. 6. Clear Width at Turn: Where the accessible route makes a 180 degree turn around an element which is less than 48 inches wide, clear width shall be 42 inches minimum approaching the turn, 48 inches minimum at the turn and 42 inches minimum leaving the turn. Exception: Where the clear width at the turn is 60 inches minimum compliance with Clear Width at Turn Requirements shall not be required. 7. Passing Spaces: An accessible route with a clear width less than 60 inches shall provide passing spaces at intervals of 200 feet maximum. Passing spaces shall be either: a space 60 inches minimum by 60 inches minimum; or, an intersection of two walking surfaces providing a T-shaped space where the base and arms of the T-shaped space extend 48 inches minimum beyond the intersection. 8. Handrails: Where handrails are provided along walking surfaces with running slopes not steeper than 1:20 they shall comply with Handrail Requirements. 9. Continuous Gradient: All walks with continuous gradients shall have resting areas, 60 inches in length, at intervals of 400 feet maximum. The resting area shall be at least as wide as the walk. The slope of the resting area in all directions shall be 1:48 maximum. 10. Changes in Level: a. Changes in level of 1/4 inch high maximum shall be permitted to be vertical and without edge treatment. b. Changes in level between 1/4 inch high minimum and 1/2 inch high maximum shall be beveled with a slope not steeper than 1:2. c. Abrupt changes in level exceeding 4 inches in a vertical dimension between walks, sidewalks or other pedestrian ways and adjacent surfaces or features shall be identified by warning curbs at least 6 inches in height above the walk or sidewalk surface. Turning Space 1. Floor or Ground Surfaces: Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. 2. Size a. Circular Space: The turning space shall be a space of 60 inches diameter minimum. The space shall be permitted to include knee and toe clearance. b. T-Shaped Space: The turning space shall be a T-shaped space within a 60 inch square min. with arms and base 36 inches wide minimum. Each arm of the T shall be clear of obstructions 12 inches min. in each direction and the base shall be clear of obstructions 24 inches min. The space shall be permitted to include knee and toe clearance only at the end of either the base or one arm. 3. Door Swing: Doors shall be permitted to swing into turning spaces. Clear Floor or Ground Space 1. Floor or Ground Surfaces: Changes in level, slopes exceeding 1:48, and detectable warnings shall not be permitted. 2. Size: The clear floor or ground space shall be 30 inches min. by 48 inches minimum. 3. Knee and Toe Clearance: Unless otherwise specified, clear floor or ground space shall be permitted to include knee and toe clearance. 4. Position: Unless otherwise specified, clear floor or ground space shall be positioned for either forward or parallel approach to an element. 5. Approach: One full unobstructed side of the clear floor or ground space shall adjoin an accessible route or adjoin another clear floor or ground space. Clear floor or ground space may overlap an accessible route, unless specifically prohibited elsewhere in this chapter. 6. Maneuvering Clearance: Where a clear floor or ground space is located in an alcove or otherwise confined on all or part of three sides, additional maneuvering clearance shall be provided in accordance with: a. Forward Approach: Alcoves shall be 36 inches wide min. where the depth exceeds 24 inches . b. Parallel Approach: Alcoves shall be 60 inches wide min. where the depth exceeds 15 inches . 5'-0" ø 5'-0" 24 " 36 " 12"36"12" Base Ar m Ar m SHADED AREA MAY EXTEND UNDER ELEMENTS. MIN. CLEARANCE IS 27 INCH ABOVE THE FINISH FLOOR ALCOVE - PARALLELAPPROACH 60" 30 " 15 " O R G R E A T E R ALCOVE, FORWARD APPROACH 36 " 48" THEN 24" MORE 30 " 48" CLEAR FLOOR SPACE FRONT APPROACH 30 " 48" CLEAR FLOOR SPACE - PARALLEL APPROACH 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 2 P M GE N E R A L P L U M B I N G F I X T U R E , RE S T R O O M , & K I T C H E N E T T E RE Q U I R E M E N T S 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T3.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Scale: 1/2" = 1'-0"2TOILET ROOMS / TOILET COMPARTMENTS / ACCESSORY MOUNTING HEIGHTS / URINALS / LAVS & SINKS (11B-603, 11B-604, 11B-605, & 11B-606) Scale: 1 1/2" = 1'-0"1ACCESSIBLE SIGN REQUIREMENTS 11B-703.4 Scale: 3/8" = 1'-0"20TACTILE RESTROOM DOOR (11B-703)Scale: 6" = 1'-0"25GROUND SURFACE LEVEL CHANGES 11B 302-303 Scale: 1/4" = 1'-0"18ACCESSIBLE ROUTE (11B-402 11B-403 ) Scale: 1/4" = 1'-0"24FLOOR & TURNING SPACE (11B-304 11B-305) REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 G E N E R A L 1. General notes and typical details apply to all structural features, unless otherwise indicated. 2. If certain features are not fully shown or called out on the drawings or in the specifications, their construction shall be of the same character as for similar conditions. 3. The project specifications form a part of the contract documents. 4. Specifications, codes and standards noted in the contract documents shall be the edition referenced in Chapter 35 of the California Building Code, or, in the case of specifications not listed therein, the latest edition, unless otherwise noted. 5. Dimensions shall not be scaled off of the drawings. 6. All work shall conform to minimum standards of the 2022 California Building Code, of any codes listed in the drawings or specifications and of any regulating agencies which have authority over any portion of the work, including the California Health and Safety Code. 7. Prior to submitting shop drawings and product data, the Contractor shall verify that the submittals meet the requirements of the drawings and specifications. The Contractor shall specifically note any exceptions to these requirements with the submittal. 8. The Contractor shall maintain a continuous fire watch, with extinguishing equipment immediately available during welding, cutting or burning near combustible materials. 9. Openings, pockets, etc. shall not be placed in structural members unless specifically detailed on the structural drawings. Notify the Structural Engineer when work requires openings, pockets, etc. in structural members not shown on the structural drawings. 10. The Contractor shall be responsible for coordinating the work of all trades and shall check all dimensions and holes and openings required in structural members. All discrepancies shall be called to the attention of the Architect/Engineer and shall be resolved before proceeding with the work. 11. Construction materials shall be spread out if placed on framed floors or roofs. Load shall not exceed the design live load per square foot. Provide adequate shoring where overload is anticipated. E X I S T I N G C O N S T R U C T I O N 1. Work shown is new unless noted as existing: (E). 2. Existing construction shown on these drawings was obtained from site investigation and can be used for bidding purposes. The contractor shall verify all existing job conditions, review all drawings and verify dimensions prior to construction. The Contractor shall notify the Architect/Engineer of all discrepancies and exceptions before proceeding with the work. 3. The removal, cutting, drilling, etc. of existing work shall be performed with care in order not to jeopardize the structural integrity of the building. If structural members or mechanical, electrical or architectural features not indicated for removal interfere with the new work, notify the Architect/Engineer immediately and obtain approval before removal of members. 4. The Contractor shall safely shore existing construction wherever existing supports are removed for the new work. 5. The Contractor shall perform the work with minimal inconvenience to the Owner and without interruption of day-to-day work operations. The Contractor shall ensure safe travel of persons around areas of construction and shall coordinate all operations with the Owner or the Owner's agent. 6. The Contractor shall promptly repair any damage caused during operations, using materials and workmanship similar to that which was damaged. 7. All removed items, materials and debris, unless otherwise noted, shall be removed promptly from the site and disposed of in a legal manner. N E W C O N S T R U C T I O N 1. Non-structural features not fully shown or noted on the structural drawings may include but are not limited to: A. Architectural features • size and location of all door and window openings • size and location of all non-bearing partitions • size and location of all concrete curbs, floor drains, slopes and depressed areas • changes in level, chamfers, grooves, inserts, etc. • size and location of all floor and roof openings • stair framing and details B. Mechanical, plumbing and electrical features • pipe runs, sleeves, hangers, trenches, wall, roof and floor openings, etc. • electrical conduit runs, boxes, outlets in walls and slabs • anchorage and bracing for electrical, non-rooftop mechanical or plumbing equipment • anchor bolts for motor mounts • size and location of machine and equipment bases 2. The contract documents represent the finished structure. They do not indicate the method of construction. The Contractor shall provide all measures necessary to protect life and property during construction. Such measures shall include, but are not limited to, bracing and shoring for loads due to construction equipment and materials. Observation visits to the site by the structural engineer shall not include inspection of the above items. 3. The lateral system of the structure is designed with lateral restraint at each level. Structural walls or frames are not laterally self supporting until the entire design lateral-restraint system is in place. D E F E R R E D S T R U C T U R A L S U B M I T T A L S Design of specialty structural elements (Deferred Submittal Elements) is not within the scope of these drawings. Design of these elements for forces and/or building drifts indicated in these documents is the responsibility of specialty structural engineers under the direction of the Contractor. Review of these elements by the Building Official is deferred and is applicable to construction documents that are submitted as an amendment to these documents or submitted separately from these documents. Shop drawings and calculations for Deferred Submittal Elements shall be sealed and signed by the Specialty Engineer, a professional engineer licensed in the project jurisdiction. The Specialty Engineer is responsible for code compliance, compliance with performance specifications and all necessary connections not shown explicitly on these drawings. Shop drawings shall indicate the definition, magnitude, and direction of all loads imposed on the primary structure by the specialty structural elements. The Architect/Engineer’s review of specialty structural elements is limited to an assessment of the loads imposed by such elements on the primary structure. Submit shop drawings and calculations for Deferred Submittal Elements for review by the Architect/Engineer before submission for review by the Building Official. Do not fabricate or install deferred submittal items before approval of these elements by the Architect/Engineer and the Authority Having Jurisdiction. The following items are Deferred Submittal Elements. Refer to drawings by other design disciplines to identify additional Deferred Submittal Elements. (edit list as required) Piles Ground improvement elements Shoring Underpinning Demolition and associated temporary systems or elements Curtainwall systems Exterior cladding systems Architectural cladding or panel systems Storefront systems Exterior stud walls Interior stud walls Ceilings Sunshades Signage Stairs and landings not shown specifically on the drawings Guardrails and handrails Secondary structural elements Pre-engineered systems, including, but not limited to seismic force resisting systems Composite Fiber Reinforced Polymer Strengthening of Primary Structural Elements Support, anchorage and bracing for pipes, including fire sprinklers Support, anchorage and bracing for electrical equipment Support, anchorage and bracing for non-rooftop mechanical equipment Building maintenance (e.g., window washing) systems Elevator equipment Antennas Pre-engineered mechanical equipment curb Pre-engineered mechanical equipment curb adapter Pre-engineered vibration isolation curb Site-work elements exterior to the buildings such as retaining walls, culverts, and bridges, landscape furnishings such as flag poles, lighting poles, benches, fountains, pools, etc. D E S I G N D A T A 1. Code: 2022 California Building Code with alternate design methodology (ASCE 41-17). 2. Risk Category per CBC Table 1604.5: IV 3. Design Live Loads: Area Design Live Load Remarks Roof: 20 psf Reducible per code Floors: 50 psf Reducible per code 4. Earthquake Design Data: Retrofit for Immediate Occupancy at BSE-1E and Life Safety at BSE-2E Site Class: D Mapped Spectral Response BSE-1E BSE-2E SS: 0.51 g 0.97 g S1: 0.18 g 0.34 g Spectral Response Coefficients SXS: 0.71 g 1.08 g SX1: 0.40 g 0.67 g Basis SFRS: Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance. Light- frame walls with shear panels of all other materials. Analysis Procedure: ASCE 41-17 Linear Static Procedure 5. Equipment Earthquake Design Data ASCE 7-16 Ch. 13 Spectral Acceleration, SDS: 1.06 g Component Amplification Factor, aP: 2.5 Component Response Modification Factor, RP: 3 Component Importance Factor, IP: 1.0 Component Overstrength Factor, ΩO: 1.5 F O U N D A T I O N S 1. The earthquake design data and foundation design is based on recommendations in the geotechnical report by WSP USA, Inc. dated October 23, 2024. 2. The Contractor shall conform to the recommendations of the geotechnical report regarding site preparation and foundation construction. Copies of the report are available from the Architect/Engineer. 3. Foundation excavations shall be inspected and approved by the geotechnical engineer prior to placement of any reinforcing steel or concrete. 4. Foundation type: Conventional shallow foundations. Design Values: Footings: Isolated Footings Allowable Bearing Pressures DL + LL 3000 psf DL + LL + wind or seismic 4000 psf Lateral Resistance Passive Pressure 300 pcf Coefficient of Friction 0.4 5. All footings shall bear on firm undisturbed soil or new properly compacted fill. Depth of footings shown on the drawings are minimum, and the bottom of footing shall be lowered as required at the direction of the geotechnical engineer to remove soft or loose materials. 6. The Contractor shall be solely responsible for all excavation procedures, including lagging, shoring and protection of adjacent property, structures, streets and utilities in accordance with the local building department. 7. Backfill at walls shall not be placed until a minimum of 7 days after the completion of the walls and shall not be placed until after completed inspection of damp-proofing. C O N C R E T E & R E I N F O R C I N G S T E E L 1. All concrete shall be ready-mix in accordance with ASTM C94. 2. Cement: ASTM C150 Type II. 3. Aggregate: ASTM C33. 4. Non-shrink Grout: ASTM C1107, premixed, non-staining, non-shrink grout. Minimum compressive strength at 28 days, per ASTM C109/C109M: 8,000 psi. 5. Grout or concrete containing more than 0.1 percent of soluble chloride shall not be used. 6. Mixes are to be reviewed by owner's testing lab and submitted to the Architect/Engineer for approval. Do not cast concrete without approval by Architect/Engineer. Max. Max. Agg. W/C Air Exposure Concrete Strength Size Ratio Content______ Class__ Slab-on-grade 3000 psi 1" 0.50 1 1/2% ± 1/2% Foundations 4000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2% W1, C1 Columns 4000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2% Beams, Walls 4000 psi 3/4" 0.45 1 1/2% ± 1 1/2% Shotcrete 4000 psi 3/8" 0.45 1 1/2% ± 1 1/2% Other 3000 psi 1" The exposure class for all concrete types shall be considered as F0, S0, W0, C0, except where noted otherwise. Mix designs for each concrete type shall conform to the limitations for the applicable exposure classes, as indicated in ACI 318-19, Section 19.3. See specifications for additional requirements. All concrete shall be hard rock aggregate, regular-weight concrete, 145 pcf, unless otherwise noted. 7. Inserts: All items to be cast in concrete, such as reinforcing dowels, bolts, anchors, pipes, sleeves, etc., shall be securely positioned in the forms before placing the concrete. 8. Pipes and electrical conduits shall not be embedded in structural concrete, except where specifically approved by the structural engineer. 9. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing which may interfere. Coring in concrete is not permitted except as shown. Notify the Architect/Engineer in advance of conditions that are not shown on the drawings. 10. Construction joints: Provide as detailed on drawings. Expose clean coarse aggregate solidly embedded in mortar matrix by sandblasting, bushammer, or other approved method. Location of construction joints shall be approved by the Architect/Engineer. 11. Dry pack or place non-shrink grout under base plates, sill plates, etc., as required for full bearing. 12. Reinforcing steel: ASTM A615 Grade 60. ASTM A706 where welded or otherwise indicated. 13. Welded wire fabric: ASTM A1064 (flat sheets only). 14. All reinforcement shall be continuous. Stagger splices where possible. Laps shall be per typical details, unless otherwise noted. 15. Headed terminators shall be HRC 555 T-heads (IAPMO ER-0177) or nVent Lenton Terminators (IAPMO ER-0188). 16. Except as noted Mechanical couplers shall be nVent Lenton Taper Threaded Rebar Splices (IAPMO ER-0129) or Bar-Lock "L" Series Couplers (IAPMO ER-319). 17. Mechanical couplers designated on the drawings as "Type 3" shall be HRC 500/510 XTender couplers (ICC ESR-2764), or nVent Lenton Ultimate couplers (IAPMO ER-0129). These "Type 3" couplers are also acceptable for use in other locations at the Contractor's option. 18. Minimum clear concrete cover for reinforcement, unless otherwise noted: A. Mild Reinforced Concrete: Cast against earth: 3 inches Cast in forms and exposed to earth or weather: #6 bar and larger: 2 inches #5 bar and smaller: 1 1/2 inches Not exposed to earth or weather: Slabs, walls, and joists: 1 inch Beams, girders, and columns (to ties): 1 1/2 inches Clearances are to closest reinforcement. ADHESIVE ANCHORS EXPANSION ANCHORS SCREW ANCHORS ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) PROOF LOAD NORMAL WEIGHT CONCRETE PROOF LOAD LIGHT WEIGHT CONCRETE PROOF LOAD GROUT-FILLED CMU BLOCK #3 OR 3/8"Ø 3 1/2"2100 lb. 1100 lb. 1100 lb. #4 OR 1/2"Ø 4 1/2"3700 lb. #5 OR 5/8"Ø 5 3/4"5800 lb. #6 OR 3/4"Ø 6 3/4"6900 lb. #7 OR 7/8"Ø 8"11500 lb. #8 OR 1"Ø 9 1/2"12400 lb. #9 OR 1 1/8"Ø 10 3/4"19000 lb. 1900 lb. 2800 lb. - 1900 lb. 2800 lb. - - - - - - - ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) PROOF TORQUE NORMAL WEIGHT CONCRETE PROOF TORQUE LIGHT WEIGHT CONCRETE PROOF TORQUE GROUT-FILLED CMU BLOCK 2 7/8"25 ft.-lb. 3 3/4" 4 1/2" 5 1/2" ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) 3 1/4" 4 1/4" 5 1/2" 6 1/4" PROOF TORQUE NORMAL WEIGHT CONCRETE PROOF TORQUE LIGHT WEIGHT CONCRETE PROOF TORQUE GROUT-FILLED CMU BLOCK 40 ft.-lb. 60 ft.-lb. 110 ft.-lb. 15 ft.-lb. 25 ft.-lb. 35 ft.-lb. 65 ft.-lb. 15 ft.-lb. 25 ft.-lb. 35 ft.-lb. 65 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 3/8"Ø 1/2"Ø 5/8"Ø 3/4"Ø 3/8"Ø 1/2"Ø 5/8"Ø 3/4"Ø P O S T - I N S T A L L E D A N C H O R S 1. Post-Installed anchors include all adhesive anchors (reinforcing bar dowels and threaded rods) expansion anchors, screw anchors and undercut anchors set in holes drilled in existing concrete or masonry. 2. Installation of post-installed anchors shall conform to all requirements of the applicable code evaluation or IAPMO reports and manufacturers' recommendations. 3. Arrange for a representative of the anchor manufacturer to provide on-site installation training for all anchoring products specified. Prior to proceeding with work, submit documentation confirming that all personnel who install anchors have completed this training. 4. Mark the location of all existing reinforcing in the substrate material within 12" of the proposed locations of all post-installed anchors. Notify the Architect/Engineer of any conflicts discovered between the proposed anchor locations and the existing reinforcing prior to fabrication of any steel and prior to any hole drilling, so as to avoid disturbing, cutting, or otherwise harming the existing reinforcing. 5. Holes for adhesive anchors in concrete shall be drilled. Cored holes are not permitted, except where indicated specifically. 6. All adhesive anchors in concrete are designed to be installed in base material meeting the following conditions: a. Minimum strength of 2,500 psi b. Minimum age of 21 days c. Not exposed to water within the past 14 days d. Material temperature between 50 degrees F. and 100 degrees F., inclusive Do not install adhesive anchors in concrete unless base material is in compliance with all of the above conditions. 7. Adhesive Anchors in Concrete (reinforcing bar dowels or threaded rods): A. HILTI "HIT-RE 500 V3". ICC ESR-3814. B. Simpson "SET-XP" Epoxy Adhesive. ICC ESR-2508. 8. Adhesive Anchors in Masonry (reinforcing bar dowels or threaded rods): A. HILTI "HIT-HY 270". ICC ESR-4143 (CMU) and ICC ESR-4144 (unreinforced brick masonry). B. Simpson "SET-XP" Epoxy Adhesive. IAPMO ER-265. 9. Expansion Anchors in Concrete: A. HILTI "Kwik-Bolt 1". IAPMO UES ER-678. B. Simpson "Strong Bolt 2". ICC ESR-3037. 10. Expansion Anchors in Masonry (CMU): A. HILTI "Kwik-Bolt 3". ICC ESR-1385. B. Simpson "Strong Bolt 2". IAPMO ER-240. 11. Screw Anchors: A. HILTI "KWIK HUS-EZ". ICC ESR-3027 (concrete); ICC ESR-3056 (masonry). B. Simpson "Titen HD". ICC ESR-2713 (concrete); ICC ESR-1056 (masonry). 12. Undercut Anchors: A. HILTI "HDA". ICC ESR-1546. B. Simpson "Torq-Cut" ICC ESR-2705. 13. Anchors that fail the proof test shall be replaced by the contractor at no additional cost to the Owner. 14. Re-testing of replaced anchors that fail tests shall be paid for by the Contractor 15. Post installed anchors including mechanical, adhesive, and power/powder driven anchors shall not be used in prestresed or post-tensioned concrete members without written consent of Structural Engineer. 16. Typical embedment depths and proof loads for testing are indicated in the tables below. For embedment depths other than those indicated in the tables below, contact the Architect/Engineer for the applicable proof loads. 17. Typical embedment for adhesive anchors refers to actual embedment. Typical embedment for expansion and screw anchors refers to nominal embedment. 18. Anchors that are exposed to weather shall be stainless steel. S T R U C T U R A L S T E E L & M I S C . M E T A L S 1. Fabrication and erection of structural steel shall be in accordance with the "Code of Standard Practice for Steel Buildings and Bridges" AISC 303-22, as modified by the project specifications. 2. Materials (Carbon Steel unless otherwise noted): A. W shapes: ASTM A992 (Fy=50 ksi) B. Channels & angles: ASTM A36 (Fy=36 ksi) C. All other shapes & plates: ASTM A572 grade 50 unless otherwise noted D. Structural tubes (rectangular HSS): ASTM A1085 grade A (Fy=50 ksi) or ASTM A500 grade C (Fy=50 ksi) E. Structural tubes (round HSS): ASTM A1085 grade A (Fy=50 ksi) or ASTM A500 grade C (Fy=46 ksi) F. Structural pipes: ASTM A53 grade B (Fy=35 ksi) 3. Materials (Stainless Steel, where denoted "SS"): A. Plates (316L): ASTM A240 (Fy=25 ksi) B. Structural tubes (316L): ASTM A554 with supplementary requirement S2. (Fy=25 ksi) C. Structural pipes (316L): ASTM A312 (Fy=25 ksi) D. Hex bolts (316): ASTM F593 E. Anchor rods (316): ASTM F593 4. Bolts (High-strength unless otherwise noted): A. High-strength bolts: ASTM F3125, Grade A325, Type 1 or ASTM A325-N B. Machine bolts: ASTM A307 C. Anchor rods: ASTM F1554 grade 55 with supplementary requirement S1. 5. Joint type for bolted connections shall be snug-tightened (ST), unless otherwise noted as pretensioned (PT) or slip-critical (SC). 6. For ST joints, design is based on bolt threads included in the shear plane (Thread Condition N). 7. Faying surface for slip-critical (SC) bolts shall be Class A, unless otherwise noted, with bolt slip considered at the factored load level. 8. Bolt holes in steel shall be 1/16 inch larger diameter than nominal size of bolt used, unless otherwise noted. 9. For bolted connections, provide 1 1/2 inch edge and end distance, unless otherwise noted. 10. All welds shall be prequalified or qualified by test in conformance with the "Structural Welding Code - Steel" (AWS D1.1-15) of the American Welding Society. Submit Welding Procedure Specifications for approval prior to performing work. Submit Procedure Qualification Reports with Welding Procedure Specifications for welds qualified by test. 11. Minimum tensile strength of weld metal shall be 70 ksi typical, unless otherwise noted. Welding electrodes shall be as recommended by their manufacturer for the position and other conditions of actual use. 12. Weld symbols shown on the drawings do not necessarily differentiate between shop weld and field welds. When field welds are necessary due to construction procedure or sequence, welds shall be provided and be inspected per specifications. All welds shown as field welds shall be done in field as indicated. 13. All structural steel surfaces are to be painted or galvanized, unless noted otherwise. Steel that is not exposed to weather and is to be encased in concrete shall be left uncoated. Steel that is to receive spray-applied fireproofing shall be left uncoated. Faying surfaces of high- strength bolted connections and areas within 3 inches of field welded joints shall be left uncoated until welding and bolting operations are complete. See specifications for coating requirements. 14. All structural steel, miscellaneous metal and connectors exposed to weather shall be hot-dip galvanized in accordance with ASTM A123 after fabrication. Apply zinc-rich paint complying with SSPC-Paint 20 to repair damaged or cut surfaces, field welds, and field-drilled holes in galvanized steel. Application shall comply with ASTM A780, including Annex A2. 15. All holes in steel members to facilitate galvanizing, including all vent holes and drain holes, shall be shown on shop drawings. Holes shall not be cut prior to approval of shop drawings. 16. All faying surfaces for friction-bolted connections of galvanized members shall be roughened by means of hand wire brushing after galvanizing and before erection. 17. No penetrations in structural steel members are allowed except as indicated on the structural drawings. 18. Camber: A. Provide upward camber to all members shown to have camber. Amount measured in field prior to installation shall not deviate more than allowed by the AISC specifications. Do not camber members located below elevator doors. B. Beams detailed without specified camber shall be fabricated so that after erection, any minor camber due to rolling or shop assembly shall be upward. Top of all members shall be clearly identified. 19. For fireproofing requirements, see architectural drawings and specifications 20. Furnish shop and erection drawings of all structural steel for the Architect/Engineer's review before fabrication. C A R P E N T R Y 1. Framing Lumber: All lumber shall meet the following minimum standards except where otherwise noted. All lumber shall be graded and stamped in accordance with the West Coast Lumber Inspection Bureau (WCLIB). Use Species Grade Remarks Horizontal Framing: 2x4 & 2x6 DF No. 2 2x8 & Wider DF No. 1 or better 3x & 4x Beams DF No. 1 6x Beams DF No. 1 Vertical Framing: 2x & 3x Studs DF No. 2 4x Posts DF No. 2 6x & Larger Posts DF No. 1 Mud Sills, Ledgers DF No. 2 Pressure treated Other U.O.N. DF Std. or better Maximum moisture content shall be 19% or less at the time of installation. Sawn ends of all lumber subject to deterioration shall be treated with wood preservative. 2. All wood members in contact with concrete or masonry shall be pressure-treated. 3. Plywood Sheathing: All plywood shall meet the following minimum standards except where otherwise noted. All plywood shall be graded and stamped in accordance with NIST Voluntary Product Standard PS 1-09. All plywood shall be APA Rated Sheathing, Exposure 1. Location Thickness Grade Span Rating Remarks Roofs: 15/32" C-D 24/0 1 ply clip per span Floors: 23/32" C-D 48/24 T&G Sturd-I-Floor Walls: 15/32" C-D Structural I 4. Nails: All nails shall be common wire nails, unless otherwise noted. 5. See plywood nailing schedules for nailing of plywood sheathing. Where nailing is not noted, use 10d @ 6" o.c. at panel edges and 10d @ 12" o.c. at intermediate bearings. 6. Predrill nail holes to 70% of nail shank diameter where nails tend to split the wood. 7. Typical Nailing: Per CBC Table 2304.10.2, unless otherwise noted. 8. Bolts: Bolts in wood framing shall be standard machine bolts unless otherwise noted. Bolt holes in woods shall be 1/32" larger than bolt diameter. Bolt heads and nuts shall bear on standard malleable iron (M.I.) washers or steel hardware. Carriage bolts require M.I. washers under the nuts only. All nuts shall be re-tightened at completion of job or just prior to finished construction. 9. Lag Screws: Lead holes shall be pre-bored as follows. The lead hole for the shank shall have the same diameter as the shank and the same depth as the length of unthreaded shank. The lead hole for the threaded portion shall have a diameter equal to 70 percent of the shank diameter and a length equal to at least the length of the threaded portion. Lag screws shall be screwed into place, not driven into place. Provide washers per note "8," above. 10. Wood Screws: Lead holes shall be pre-bored and shall have a diameter of 70% of the root diameter of the screw. Screws shall be screwed into place, not driven into place. 11. Metal Connectors: Metal connectors are referred to on the drawings by particular type as manufactured by Simpson Strong-Tie Company, Inc. of Hayward, California. Products of other manufacturers with equivalent load-carrying capacities may be used, provided that the products have current code approval. Contractor shall submit product catalog and a table indicating both the designated product and the substituted product along with their respective capacities for approval by the architect. Install all fasteners called for by the product manufacturer unless otherwise noted on the drawings. Use manufacturer-supplied nails where thickness of timber precludes the use of common nails. 12. All metal fasteners, nuts, washers and connectors in contact with pressure-treated wood, fire-retardant treated wood, or exposed to weather shall be AISI type 316L stainless steel or hot-dip galvanized (G185 per ASTM A653 or ASTM A153). Blocking and Bridging: 1. Solid blocking shall not be less than 2x nominal in thickness and the full depth of the joist or stud. Joists shall be supported laterally at the ends and at each support by solid blocking except where the ends of joists are nailed to a header, band or rim joist or to an adjoining stud or when supported in a hanger. Floor joists shall be bridged every 8 feet and roof joists every 10 feet by solid blocking or by wood cross bridging of not less than 2x3 nominal or metal cross bridging of equal strength. Where cross bridging is used, the lower ends of such cross bridging shall be driven up and nailed after the floor, subfloor or roof has been nailed 2. Framing for Openings: Provide double trimmer and header joists at all openings that cut joists. Provide joist hangers where joists frame into header and headers frame into trimmers. 3. Double joists under all partitions parallel to the joists. Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 6 P M GE N E R A L N O T E S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.01 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 2 2 2 2 2024-10-25 2 RTU Anchorage Added 2 2 2 2 2 1327 S Grand Ave 12/12/2024 1a. Blocking between ceiling joists, rafters or trusses to top plate or other framing below (4) 8d box (2 1/2"x0.113") (3) 8d common (2 1/2"x0.131"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Each end, toenail 1b. Blocking between rafters or truss not at the wall top plate, to rafter or truss (2) 8d common (2 1/2"x0.131"); or (2) 3"x0.131" nails; or (2) 3" 14 gauge staples Each end, toenail (2) 16d common (3 1/2"x0.162"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples End nail 1c. Flat blocking to truss and web filler 16d common (3 1/2"x0.162") @ 6" o.c.; or 3"x0.131" nails @ 6" o.c.; or 3"x14 gauge staples @ 6" o.c (4) 8d box (2 1/2"x0.113") Face nail 2. Ceiling joists to top plate (4) 8d box (2 1/2"x0.113") (3) 8d common (2 1/2"x0.131"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Each joist, toenail 3. Ceiling joist not attached to parallel rafter, laps over partitions (no thrust) (see CBC Section 2308.7.3.1, Table 2308.7.3.1) (3) 16d common (3 1/2"x0.162"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Face nail 4. Ceiling joist attached to parallel rafter (heel joint) (see CBC Section 2308.7.3.1, Table 2308.7.3.1) Per CBC Table 2308.7.3.1 Face nail 5. Collar tie to rafter (3) 10d common (3"x0.148"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Face nail 6. Rafter or roof truss to top plate (see Section 2308.7.5, Table 2308.7.5) (3) 10 common (3"x0.148"); or (3) 16d box (3 1/2"x0.135"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131 nails; or (4) 3" 14 gauge staples, 7/16" crown Two toenails on one side and one toenail on the opposite side of rafter or truss c 7. Roof rafters to ridge valley or hip rafters; or roof rafter to (2) inch ridge beam (2) 16d common (31/2"x0.162"); or (3) 16d box (31/2"x0.135") (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown End nail (3) 10d common (3 1/2"x0.148"); or (4) 16d box (3 1/2"x0.135"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Toenail 8. Stud to stud (not at braced wall panels) 16d common (3 1/2"x0.162"); or 24" o.c. face nail 10d box (3"x0.128"); or 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown 16" o.c. face nail 9. Stud to stud and abutting studs at intersecting wall corners (at braced wall panels) 16d common (3 1/2"x0.162"); or 16" o.c. face nail 16d box (3 1/2"x0.135"); or 12" o.c. face nail 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown 12" o.c. face nail 10. Built-up header (2" to 2" header) 16d common (3 1/2"x0.162"); or 16" o.c. each edge, face nail 16d box (3 1/2"x0.135") 12" o.c. each edge, face nail 11. Continuous header to stud (4) 8d common (2 1/2"x0.131"); or (4) 10d box (3"x0.128") (5) 8d box (2 1/2"x0.113") Toenail 12. Top plate to top plate 16d common (3 1/2"x0.162"); or 16" o.c. face nail 10d box (3"x0.128"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 12" o.c. face nail 13. Top plate to top plate, at end joints (8) 16d common (3 1/2"x0.162"); or (12) 16d box (3 1/2"x0.135") (12) 10d box (3"x0.128"); or (12) 3"x0.131" nails; or (12) 3" 14 gauge staples, 7/16" crown Each side of end joint, face nail (minimum 24" lap splice length each side of end joint) 14. Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) 16d common (3 1/2"x0.162"); or 16" o.c. face nail 16d box (3 1/2"x0.135"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 12" o.c. face nail 21. Joist to sill, top plate, or girder (4) 8d box (21/2"x0.113") (3) 8d common (21/2"x0.131"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Toenail 22. Rim joist, band joist, or blocking to top plate, sill or other framing below 8d common (2 1/2"x0.131"); or 10d box (3"x0.128"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 6" o.c., toenail 23. 1"x6" subfloor or less to each joist (3) 8d box (21/2"x0.113") (2) 8d common (21/2"x0.131"); or (3) 10d box (3"x0.128") (2) 13/4" 16 gauge staples, 1" crown Face nail 24. 2" subfloor to joist or girder (3) 16d box (31/2"x0.135") (2) 16d common (31/2"x0.162") Blind and Face nail 25. 2" planks (plank & beam-floor & roof) (3) 16d box (31/2"x0.135") (2) 16d common (31/2"x0.162") Each bearing, face nail 26. Built-up girders and beams, 2" lumber layers 20d common (4"x0.192"); or 32" o.c., face nail at top and bottom staggered on opposite sides 10d box (3"x0.128"); or 3"x0.131" nails; or 3" 14 gauge staples, 7/16" crown 24" o.c. face nail at top and bottom staggered on opposite sides And: (2) 20d common (4"x0.192"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Ends and at each splice, face nail 27. Ledger strip supporting joists or rafters (3) 16d common (3 1/2"x0.162"); or (4) 16d box (3 1/2" x0.135") (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown Each joist or rafter, face nail 28. Joist to band joist or rim joist (3) 16d common (3 1/2"x0.162"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown End nail 29. Bridging or blocking to joist, rafter or truss (2) 8d common (2 1/2"x0.131"); or (2) 10d box (3"x0.128"); or (2) 3"x0.131" nails; or (2) 3" 14 gauge staples, 7/16" crown Each end, toenail CBC Table 2304.10.2 - FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NOTES Roof Wall DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NOTES Floor CBC Table 2304.10.2 - FASTENING SCHEDULE 15. Bottom plate to joist, rim joist, band joist or blocking at braced wall panels (2) 16d common (3 1/2"x0.162"); or (3) 16d box (3 1/2"x0.135"); or (4) 3"x0.131" nails; or (4) 3" 14 gauge staples, 7/16" crown 16" o.c. face nail 8d box 2 1/2"x 0.113" 4" o.c., toenail DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NOTES CBC Table 2304.10.2 - FASTENING SCHEDULE 16. Stud to top or bottom plate (3) 16d box 3 1/2"x0.135") (4) 8d common (2 1/2"x0.131"); or (4) 10d box (3"x0.128"); or (4) 3"x0.131" nails; or (4) 8d box (2 1/2"x0.113") (4) 3" 14 gauge staples, 7/16" crown Toenail (2) 16d common (3 1/2"x0.162"); or (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown End nail 17. Top plates, laps at corners and intersections (2) 16d common (31/2"x0.162"); or (3) 16d box (31/2"x0.135") (3) 10d box (3"x0.128"); or (3) 3"x0.131" nails; or (3) 3" 14 gauge staples, 7/16" crown Face nail 18. 1" brace to each stud and plate (3) 8d box (2 1/2"x0.113") (2) 8d common (2 1/2"x0.131"); or (2) 10d box (3"x0.128"); or (2) 3"x0.131" nails; or (2) 3" 14 gauge staples, 7/16" crown Face nail 19. 1"x6" sheathing to each bearing (3) 8d box (2 1/2"x0.113") (2) 8d common (2 1/2"x0.131"); or (2) 10d box (3"x0.128") (2) 1 3/4" 16 gauge staples, 1" crown Face nail (3) 8d common (2 1/2"x0.131"); or (3) 8d box (2 1/2"x0.113"); or (3) 10d box (3"x0.128") or (3) 1 3/4" 16 gauge staples, 1" crown Wider than 1"x8": (3) 8d common (2 1/2"x0.131"); or (4) 8d box (2 1/2"x0.113"); or (4) 1 3/4" 16 gauge staples, 1" crown 20. 1"x8" and wider sheathing to each bearing Face nail 30. 3/8"- 1/2" 6d common or deformed (2"x0.113") (subfloor and wall) 6 12 8d common or deformed (2 1/2"x0.131"x0.281" head) (roof); or RSRS-01 (2 3/8"x0.113") nail (roof) 6 6 e 2 3/8"x0.113" nail (subfloor and wall)6 12 1 3/4" 16 gauge staple, 7/16" crown (subfloor and wall) 4 8 2 3/8"x0.113"x0.266" head nail (roof)3 3 1 3/4" 16 gauge staple, 7/16" crown (roof)3 3 31. 19/32"- 3/4" 8d common (2 1/2"x0.131"); or 6d deformed (2"x0.113") (subfloor and wall) 6 12 8d common or deformed (2 1/2"x0.131"x0.281" head) (roof); or RSRS-01 (2 3/8"x0.113") nail (roof) 6 6 e 2 3/8"x0.113"x0.266" head nail; or 2" 16 gauge staple, 7/16" crown 4 8 32. 7/8"-1 1/4" 10d common (3"x0.148"); or 8d deformed (2 1/2"x0.131"x0.281" head) 6 12 33. 1/2" fiberboard sheathing 1 1/2"x0.120" galvanized roofing nail (7/16" head diameter); or 1 1/4" 16 gauge staple with 7/16" or 1" crown 3 6 b 34. 25/32" fiberboard sheathing 1 3/4" galvanized roofing nail (7/16" head diameter); or 1 1/2" 16 gauge staple with 7/16" or 1" crown 3 6 b 35. 3/4" and less 8d common (2 1/2"x0.131"); or 6d deformed (2"x0.113"); or deformed (21/2"x0.120") 6 12 36. 7/8"-1" 8d common (2 1/2"x0.131"); or 8d deformed (2 1/2"x0.113"); or deformed (21/2"x0.120") 6 12 37. 1 1/8"-1 1/4" 10d common (3"x0.148"); or 8d deformed (2 1/2"x0.131"); or deformed (21/2"x0.120") 6 12 38. 1/2" or less 6d corrosion-resistant siding (1 7/8"x0.106"); or 6d corrosion-resistant casing (2"x0.099") 6 12 39. 5/8" 8d corrosion-resistant siding (2 3/8"x0.128"); or 8d corrosion-resistant casing (2 1/2"x0.113") 6 12 40. 1/4"4d casing (1 1/2"x0.080"); or 4d finish (1 1/2"x0.072")6 12 41. 3/8" 6d casing (2"x0.099"); or 6d finish (2"x0.192") (Panel supports at 24 inches) 6 12 a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particle board diaphragms and shear walls, refer to CBC Section 2305. Nails for wall sheathing are permitted to be common, box or casing. b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail. d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. e. Tabulated fastener requirements apply where the ultimate design winds speed is less that 140 mph. For wood structural panel roof sheathing attached to gable-end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4 inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Spacing exceeding 6 inches on center at intermediate supports shall be permitted where the fastening is designed per the AWC NDS. f. Fastening is only permitted where the ultimate design wind speed is less than or equal to 110 mph. g. Nails and staples are carbon steel meeting the specifications of ASTM F1667. Connections using nails and staples of other materials, such as stainless steel, shall be designed by acceptable engineering practice or approved under Section 104.11. Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing a Edges (inches) Intermediate supports (inches) Other exterior wall sheathing Wood structural panels, combination subfloor underlayment to framing Panel siding to framing Interior paneling f f A B B R E V I A T I O N S & And @ At A.B. Anchor Bolt ACI American Concrete Institute ADD'L Additional AESS Architectural Exposed Structural Steel AISC American Institute of Steel Construction ALT. Alternate APPROX. Approximate ARCH. Architect ASD Allowable Strength Design ASTM American Society for Testing and Materials AWPA American Wood Preservers Assoc. AWS American Welding Society BLK'G Blocking BM. Beam B.N. Boundary Nail BOCA Building Officials and Code Administrators International, Inc. BOT. Bottom BRG. Bearing B.S. Both Sides BTWN. Between C Camber CBC California Building Code C.C. Center to Center CCR California Code of Regulations C.J. Control Joint C.I.P. Cast-in-place C.L., CL Center Line CLG. Ceiling CLR. Clear CMU Concrete Masonry Unit COL. Column CONC. Concrete CONN. Connection CONT. Continuous CJP Complete Joint Penetration CSK. Countersink CTBR. Counterbore CTR. Center DBA Deformed Bar Anchor DBL. Double DC Demand Critical (Weld) DET., DTL. Detail DF Douglas Fir DIA., ∅Diameter DIAG. Diagonal DL Dead Load DN. Down DO. Ditto DSA Division of the State Architect DWG(S). Drawing(s) (E) Existing EA. Each E.F. Each Face E.J. Expansion Joint ELEV.,EL. Elevation EMB.,EMBED. Embedment E.N. Edge Nail EQ. Equal EQUIP. Equipment E.S. Each Side E.W. Each Way FDN. Foundation F.F. Finish Floor F.G. Finish Grade FIN. Finish FLR. Floor F.O.C. Face of Concrete F.O.M. Face of Masonry F.O.S. Face of Stud FRMG. Framing FRP Fiber Reinforced Polymer F.S. Far Side FT. Foot, Feet FTG. Footing GA. Gauge GALV. Galvanized G.L. Grid Line GLB Glued Laminated Beam GR. Grade HDG Hot-dip Galvanized HGR. Hanger HK. Hook HORIZ. Horizontal HSB High Strength Bolt HSS Hollow Structural Section HT. Height IBC International Building Code ICC International Code Council IN. Inch, Inches INT. Interior INV. Inverted JST. Joist K Kips KSI Kips per Square Inch LABC Los Angeles Building Code LBS. Pounds LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LONG. Longitudinal LTWT. Lightweight LVL Laminated Veneer Lumber MAX. Maximum M.B. Machine Bolt MECH. Mechanical MFR. Manufacturer M.I. Malleable Iron MIL. 0.001 Inch MIN. Minimum MISC. Miscellaneous (N) New NO., # Number N.S. Near Side N.T.S. Not to Scale NWT. Normal Weight O.C. On Center O.D. Outside Diameter O.H. Opposite Hand OPNG. Opening OPP. Opposite OSHPD Office of Statewide Health Planning and Development PAF Powder-Actuated Fasteners PART. Partial PCF Pounds per Cubic Foot PL Plate PLY. Plywood PP Partial Penetration PSF Pounds per Square Foot PSI Pounds per Square Inch P.T. Pressure Treated PW Puddle Weld PWJ Plywood Web Joists RAD. Radius R.D. Roof Drain REINF. Reinforcing REQ. Required RF. Roof R.O. Rough Opening RND. Round R.R. Remove & Replace S.A.D. See Architectural Drawings SCHED. Schedule SFBC San Francisco Building Code SFRS Seismic Force Resisting System SHT. Sheet SHTG. Sheathing SIM. Similar SLRS Seismic Load Resisting System S.M.D. See Mechanical Drawings S.O.G. Slab on Grade S.P. Southern Pine S.S. Stainless Steel STAGG'D.,STG. Staggered STD. Standard STIFF. Stiffener STL. Steel STRUCT. Structural SYMM.,SYM. Symmetrical T&B Top and Bottom T&G Tongue & Groove T.N. Toe Nail T.O.C. Top of Concrete T.O.S. Top of Steel T.O.W. Top of Wall TS Tube Steel (Hollow Structural Section) TYP. Typical U.O.N. Unless Otherwise Noted VERT. Vertical V.I.F., ± Verify in Field W/ With W/O Without WCLIB West Coast Lumber Inspection Bureau W.P. Work Point WHS Welded Headed Stud WTS Welded Threaded Stud WWR Welded Wire Reinforcing WWPA Western Wood Products Association N G E N E R A L S Y M B O L S A N D L E G E N D REVISION GRIDLINE BUILDING SECTION OR ELEVATION WORK POINT, DATUM OR CONTROL POINT, FIN. FLR. ELEVATION, S.A.D. DETAIL REFERENCE PROJECT NORTH, S.A.D. FOR TRUE NORTH 2 S602 14 S301 1 M Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 7 P M GE N E R A L N O T E S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.02 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 California Building Code 2022 S T A T E M E N T O F S P E C I A L I N S P E C T I O N S Tests and inspections indicated on the drawings are required for this project. The tests and inspections indicated here are the responsibilities of the Owner's Special Inspector, as required by Chapter 17 of the Building Code. The Special Inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 1. Special inspections and associated testing shall be performed by an approved qualified testing and inspecting agency meeting the requirements of ASTM E329 (materials), ASTM D3740 (soils), ASTM C1077 (concrete), and ASTM E543 (non-destructive testing). The testing and inspecting agency shall furnish to the architect/engineer a copy of their scope of accreditation. Special inspectors shall be certified by the building official. Welding inspectors shall be qualified per Section 6.1.4 of AWS D1.1. 2. The Special Inspector shall furnish inspection reports to the building official, the Architect/Engineer and other designated persons. All discrepancies shall be brought to the immediate attention of the Contractor for correction, then, if uncorrected, to the proper design authority and to the Building Official. 3. The Special Inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and applicable standards of quality and workmanship of the Building Code. 4. The Contractor shall hold a pre-construction meeting involving the Architect, Structural Engineer and the Special Inspector in order to discuss the specific requirements of this project. 5. Terminology: a. Continuous: Special inspection by the special inspector who is present when and where the work to be inspected is being performed. b. Periodic: Special inspection by the special inspector who is intermittently present where the work to be inspected has been performed or is being performed. c. Observe: Observe these items on a random basis. Operations need not be delayed pending these inspections. d. Perform: Perform these tasks for each element. 6. Indicated testing meets minimum requirements for structural testing to be provided by the approved qualified testing and inspecting agency. Additional tests for construction considerations are not indicated. The need for such additional tests shall be determined by the Contractor and provided at the Contractor's expense. 7. See project specifications for additional requirements. ACI 318 2019* ACI 440.2R 2008* 2012 ACI 506.2 2013* ANSI/AISC 341 2016* ANSI/SDI QA/QC 2017 ASTM C31 2018b* 2021 2020 2017* 2020 2020 2016* 2017 2017 2023 2012-e1* ACI 440.3R ANSI/AISC 360 2016* ASTM C39 ASTM C42 ASTM C94 ASTM C143 ASTM C780 ASTM C1019 ASTM C1064 ASTM C1077 ASTM C1314 ASTM D1557 2019ASTM D3740 2021ASTM D7522 2019ASTM E164 2021 2022 2021 2021 2015* 2018*AWS D1.4 2020RCSC Specification ASTM E329 ASTM E488 ASTM E543 ASTM E709 AWS D1.1 2020*SJI 100 2015*SJI 200 2016*TMS 602 * Reference standard cited by CBC 2022, Chapter 35 ACI 506R 2016* ACI 506.4R 1994* Reference Standard Editions: S T A T E M E N T O F S T R U C T U R A L O B S E R V A T I O N Structural Observation is required by Chapter 17 of the California Building Code. Types of work listed below shall be observed during periodic site visits by the Structural Engineer. Contractor is responsible for notifying Structural Engineer 3 business days before work is ready for observation. Structural Observation does not constitute Special Inspection. 1. Concrete & Reinforcing Steel: Reinforcing steel, anchor rods, and other embedments shall be observed prior to placement of cast-in-place concrete and/or shotcrete elements. 2. Concrete Unit Masonry: Reinforcing steel, anchor rods, and other embedments shall be observed prior to masonry unit placement and grouting of cells. 3. Structural Steel: Steel elements and welded/bolted connections shall be observed. 4. Light Cold-Formed Metal Framing: Floor/roof diaphragm fastening and hardware installation; cold-formed metal shear wall framing prior to the installation of sheathing; Shear wall screw fastening, welding, and hardware installation. 5. Structural Wood: Floor/roof diaphragm nailing and hardware installation, shear wall nailing and hardware installation, holdown installation, and bolted connection installation. Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Soil and Foundations 1 Verify materials below shallow foundations are adequate to achieve the design bearing capacity.X 2 Verify excavations are extended to proper depth and have reached proper material.X 3 Perform classification and testing of compacted fill materials. Table 1705.6 X 4 During fill placement verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify densities and lift thicknesses during placement and compaction of compacted fill. X 5 Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.X Performed by the Geotechnical Engineer Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Concrete Formwork 1 Inspect erected formwork, shoring, and bracing to verify the shape, location and dimensions, and to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure. Table 1705.3 ACI 318: 26.11.1.2(b)X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Concrete Reinforcement and Embedded Items 2 Cast-in-Place Anchors and other embedments: Verify the anchor diameter, length, type, grade, and depth of embedment into the concrete. Verify tie- wires and similar items have been properly installed to secure the embedded items in place during the placement of concrete. Table 1705.3 ACI 318: 17.8.2 1 Placement of Reinforcing Bars: Verify the reinforcing grade, size, number, location, and bend detailing are as shown on the drawings and are in acceptable condition. Verify tie-wires and similar items have been properly installed to secure the reinforcement in place during the placement of concrete. Table 1705.3 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3, ACI 506.4R, ACI 506.6T X 3 Clearances: Verify proper clearances exist between reinforcement or embedded items and forms or soil.X 4 Mechanical Couplers: Verify that the specific manufacturer and model of couplers have been approved for the application by the Architect/Engineer. Verify that the couplers are installed according to the manufacturer's recommendations. X 5 Headed Reinforcing Bars: Verify that the specific manufacturer and type of headed reinforcing bars (with applicable product labeling) have been approved for the application by the Architect/Engineer. Verify that the headed terminators are installed according to the manufacturer's recommendations. X 6 Welding of Reinforcing Steel: Verify that the appropriate approved welding procedure specification (WPS) is available at the site and that the welder has properly considered the process to be performed and the joint configuration. Verify that the welder follows the essential variables of the WPS, that the materials and process comply with the applicable provisions of AWS D1.1 and AWS D1.4, and the project specifications, and that each welder has satisfactorily passed appropriate AWS qualification tests for the procedure to be performed, and if pertinent, has undergone recertification. Table 1705.3 AWS D1.4, ACI 318 Section 26.6.4 Welds larger than 5/16" Welds 5/16" And Smaller X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic Remarks Frequency Cast in Place Concrete 2 Verify that the concrete is placed, consolidated, and finished as indicated on the drawings. Table 1705.3 ACI 318: 26.5 X 1 Verify that the concrete delivered to the job has been prepared with the approved mix design appropriate for the application and is transported and placed within the time and under the conditions permitted by ASTM C94 and the project specifications. Table 1705.3, 1904.1, 1904.2 ASTM C94, ACI 318: Ch. 19, 26.4.3, 26.4.4 X 4 Sampling of Fresh Concrete Table 1705.3 ACI 318: 26.5, 26.12, ASTM C172 X 3 Verify that strength test specimens are taken and cured as indicated in the project specifications. a Slump and air content: One test at point of placement for each set of compression test specimens; additional tests when concrete consistency seems to have changed. ASTM C143 b Concrete Temperature: One test hourly when air temperature is 40 degrees Fahrenheit and below or 80 degrees Fahrenheit and above, and one test for each set of compressive-strength specimens. ASTM C1064 c Compression Test Specimens: One set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required. ASTM C31 d Compressive-Strength Tests: One specimen shall be tested at 7 days, two specimens tested at 28 days, and one specimen retained for later testing if required. ASTM C39 Frequency of tests: A minimum of one set of cylinders shall be tested for any individual structure or each day's placement of a class of concrete exceeding 25 cubic yards. An additional set of cylinders shall be tested for each 100 cubic yards of each class of concrete. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used. 5 Verify maintenance of specified curing temperature and techniques. Table 1705.3 ACI 318: 26.5.3-26.5.5 X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic Remarks Frequency Post-Installed Anchors 1 Approved Products: Verify that the specific manufacturer and model of anchors have been approved for the application by the Architect/Engineer. X 2 Verification of drilled holes: Verify that holes are drilled at the angle required and of the diameter and depth required. Verify that holes are clean prior to installation of anchors. Table 1705.3 X 3 Adhesive Anchors: Verify that the adhesive packaging indicates an expiration date and that the expiration date has not passed. Verify that adhesive is mixed properly and that the initial portion of adhesive coming out of the nozzle is wasted, as required by the manufacturer. Verify that the anchors are installed according to the manufacturer's recommendations. X See General Notes for approved products Adhesive anchors include threaded rods and reinforcing bars set in holes filled with adhesive. 4 Mechanical Anchors: Verify that the anchors are installed according to the manufacturer's recommendations.X 5 Anchor Testing: Test ten percent of each application of anchors to the tensile or torque proof load as indicated in the General Notes. One application of anchors shall be defined as those anchors installed by a single crew in a single day. X Test locations are random at the discretion of the Special Inspector, unless otherwise directed by the Architect/Engineer. If any anchor fails the test, test all anchors in the same application not previously tested until 10 consecutive anchors pass a Tension Tests: Tension test loads shall be maintained for a minimum of one minute. Anchor displacement at the end of the loading period shall be limited to one-fifth of the nominal anchor diameter. Displacement following release of load shall return to zero. ASTM E488 X Applicable to adhesive anchors b Torque Tests: Required torque must be reached within a half turn of the nut from snug, except for 3/8" diameter anchors, for which the required torque must be reached within a quarter turn of the nut from snug. X Applicable to mechanical anchors ACI 318 Section 17.8.2 ACI 318 Section 17.8.2 Item No.System, Material or Element Building Code Reference Material Standard Reference Remarks Frequency Perform Observe Structural Steel - Bolting 1 Inspection Tasks Prior to Bolting a Verify that the manufacturer’s certifications are available for fastener materials X b Verify that fasteners marked in accordance with ASTM requirements X c Verify that the correct fasteners are selected for the joint detail (grade, type, diameter, bolt length if threads are to be excluded from shear plane)X d Verify that the correct bolting procedure is selected for joint detail X1705.2 AISC 360 Section N5.6 and Table N5.6-1Verify that connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements Xe Confirm that pre-installation verification testing by installation personnel are observed and documented for fastener assemblies and that verified methods are used X Documentation for seismic resistance is required per AISC 348 Section J7 and Table J7.2f Verify that protected storage is provided for bolts, nuts, washers and other fastener components Xg 2 Inspection Tasks During Bolting a Verify that fastener assemblies are placed in all holes and washers and nuts are positioned as required X b Verify that the joint is brought to the snug-tight condition prior to the pretensioning operation X c Verify that fastener component not turned by the wrench prevented from rotating X d Verify that fasteners are pretensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges X 1705.2 AISC 360 Section N5.6 and Table N5.6-2, RCSC Specification Section 9 3 Inspection Tasks After Bolting a Document acceptance or rejection of bolted connections X1705.2 AISC 360 Section N5.6 and Table N5.6-3 Documentation for seismic resistance is required per AISC 348 Section J7 and Table J7.3 4 Inspection of Fabricated or Erected Frame a Confirm compliance with the details shown on the drawings. Verify member sizes, member locations and proper application of joint details at each connection X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Structural Wood 1 Bolted Connections: Verify that bolt size, spacing, edge distance and end distance are consistent with information shown on the construction documents. 1704.2 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 8 P M GE N E R A L N O T E S S P E C I A L IN S P E C T I O N S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.03 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 2 2024-10-25 2 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI #3 22 19 17 17 15 13 29 25 23 23 20 17 #4 29 25 23 22 19 17 38 33 30 29 25 23 #5 36 31 28 28 24 22 47 41 37 37 32 29 #6 43 37 34 33 29 26 56 49 45 43 38 34 #7 63 54 49 48 42 38 82 71 64 63 55 50 #8 72 62 56 55 48 43 94 81 73 72 63 56 #9 81 70 63 62 54 48 106 91 82 81 71 63 #10 91 79 71 70 61 54 119 103 93 91 80 71 #11 101 87 78 78 67 60 132 114 102 102 88 78 BA R S I Z E DEVELOPMENT LENGTH INCHES (ld)LAP SPLICE LENGTH INCHES TOP BARS OTHER BARS TOP BARS OTHER BARS 3000 PSI 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI 3000 PSI NOTES: 1. REFER TO HOOKED REINFORCEMENT TENSION DEVELOPMENT LENGTH SCHEDULE IN CONCRETE WHEN THE STRAIGHT DEVELOPMENT LENGTH IN TENSION CANNOT BE ACCOMMODATED IN THE CONCRETE SECTION. 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH Fy=60 KSI AND NORMAL WEIGHT CONCRETE. 3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST IN THE MEMBER BELOW THE BARS TO BE DEVELOPED OR SPLICED. THE TOP BAR FACTOR DOES NOT APPLY TO BARS IN WALLS. 4. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED IN TENSION, SPLICE LENGTH SHALL BE THE LARGER OF ld OF THE LARGER BAR AND LAP SPLICE LENGTH OF THE SMALLER BAR. 5. ALL TABULATED VALUES ARE MINIMUM LENGTHS, IN CASE OF CONFLICT WITH PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 6. db = BAR DIAMETER. 7. ld = DEVELOPMENT LENGTH. 8. MULTIPLY TABULATED LENGTHS BY THE FOLLOWING FACTORS WHERE APPLICABLE. NOTE THAT FACTORS ARE CUMULATIVE: (E.G. 1.33x1.50 = 2.0) A. LIGHT WEIGHT CONCRETE: 1.33 B. 3 BUNDLED BARS: 1.20 C. 4 BUNDLED BARS: 1.33 D. CLEAR SPACING LESS THAN 2db AND CLEAR COVER LESS THAN db: 1.50 E. EPOXY COATED BARS: 1.50 9. USE MECHANICAL COUPLERS FOR #14 AND LARGER BARS. 10. FOR LAP SPLICES IN CONCRETE MASONRY, SEE MASONRY REINFORCEMENT DETAILS. FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT DEVELOPMENT LAP SPLICE db db db DEVELOPMENT LENGTH (ld) DEVELOPMENT LENGTH (ld) LAP SPLICE LENGTH 0" U. O . N . 16 21 26 31 45 51 57 64 71 6000 PSI 12 16 20 24 34 39 44 50 55 6000 PSI 20 27 33 40 58 66 74 84 93 6000 PSI 16 21 26 31 45 51 57 64 71 6000 PSI NOTES: 1. SEE TYPICAL REINFORCEMENT BEND DETAIL FOR ADDITIONAL INFORMATION. 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy=60 KSI) AND NORMAL WEIGHT CONCRETE. 3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 4. db=BAR DIAMETER 5. ldh =TENSION DEVELOPMENT LENGTH (HOOK BARS) 6. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE FACTORS ARE CUMULATIVE: (e.g. 1.33 x 1.20 = 1.60) A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) B. LIGHT WEIGHT CONCRETE: 1.33 C. EPOXY COATED BARS: 1.20 FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT, OR POTENTIAL CRACK LINE 90 DEGREE HOOK 180 DEGREE HOOK ldh ldh db dbBAR SIZE TENSION DEVELOPMENT LENGTH FOR HOOKED BARS (ldh) INCHES 3000 PSI 4000 PSI 5000 PSI #3 9 8 7 #4 11 10 9 #5 14 12 11 #6 17 15 13 #7 20 17 15 #8 22 19 17 #9 25 23 22 #10 29 27 26 #11 34 32 31 6000 PSI 6 8 10 12 15 18 22 26 30 BAR SIZE TENSION DEVELOPMENT LENGTH FOR HEADED BARS (ldt) INCHES 3000 PSI 4000 PSI 5000 PSI #3 7 6 6 #4 9 8 7 #5 11 10 9 #6 14 12 11 #7 16 14 12 #8 18 16 14 #9 20 18 16 #10 22 19 17 #11 25 21 19 FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT, OR POTENTIAL CRACK LINE HEADED TERMINATOR NOTES: 1. Abrg > 4Ab; s > 4db 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy = 60 KSI) AND NORMAL WEIGHT CONCRETE. 3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 4. Abrg = NET BEARING AREA OF THE HEAD. 5. Ab = BAR AREA 6. db = BAR DIAMETER 7. ldt = TENSION DEVELOPMENT LENGTH (HEADED BARS) 8. s = CLEAR SPACING BETWEEN BARS 9. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE FACTORS ARE CUMULATIVE: (e.g. 1.30 x 1.20 = 1.56) A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) B. EPOXY COATED BARS: 1.20 10. THE HEAD IS CONSIDERED PART OF THE BAR FOR THE PURPOSE OF SATISFYING COVER REQUIREMENTS. MINIMUM CLEAR COVER IS 2db. 11. HEADS MAY BE STAGGERED TO AVOID CONGESTION. db ldt 6000 PSI 6 6 8 9 11 12 14 16 17 5 6 7 8 10 11 15 17 19 BAR SIZE BEND DIAMETER (D) INCHES 180°HOOKS 90° HOOKS A OR G INCHES J INCHES A OR G INCHES #3 21/4 3 6 #4 3 4 8 #5 33/4 5 10 #6 41/2 6 12 #7 51/4 7 14 #8 6 8 16 #9 91/2 113/4 19 #10 103/4 131/4 22 #11 12 143/4 24 1 6 180 DEGREE HOOK OFFSET BEND 90 DEGREE HOOK NOTES: 1. ALL BENDS SHALL BE MADE COLD AND SHALL BE MADE PRIOR TO PARTIAL EMBEDMENT IN CONCRETE. 2. db = BAR DIAMETER. 3. D = BEND DIAMETER, MEASURED ON THE INSIDE OF BAR. A OR G HOOK DJ 4db (2 1/2" MIN.) D db db 12 d b A O R G BAR SIZE BEND DIAMETER (D) INCHES 90° HOOK 135° HOOKS A OR G INCHES A OR G INCHES H (APPROX.) INCHES #3 11/2 4 41/4 3 #4 2 41/2 41/2 3 #5 21/2 6 51/2 33/4 90 DEGREE HOOK 135 DEGREE HOOK NOTES: 1. ALL BENDS SHALL BE MADE COLD AND SHALL BE MADE PRIOR TO PARTIAL EMBEDMENT IN CONCRETE. 2. db = BAR DIAMETER. 3. D = BEND DIAMETER, MEASURED ON THE INSIDE OF BAR. A OR G A O R G D D H db db 6d (2 1/2" MIN.) D 6db(3" MIN.) "T " 3/4 " MIN. REINF. PER PLAN NOTES : 1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. 2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. SUBGRADE PER GEOTECH REPORT NO REINFORCEMENT THROUGH JOINT PERMANENT 24 GAUGE GALVANIZED PREFORMED JOINT STRIP (SCREED KEY JOINT) VAPOR RETARDER PER PLAN OR SPECIFICATIONS TOOLED EDGES, TYP. 6" 3/4" "T " SE E SC H E D . CL R . SE E SC H E D . TOOLED JOINT. FILLED WHERE REQUIRED NOTES: 1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. USE MINIMUM JOINT WIDTH OF 3/16" FOR JOINTS TO BE FILLED. 2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. 3. LOCATE CONTROL JOINTS ON A RECTANGULAR GRID, SPACED PER SCHEDULE. SUBMIT JOINT DETAIL AND LAYOUT TO ARCHITECT FOR REVIEW. 4. ALTERNATIVE: MAKE SAWCUT JOINTS WITHIN 4 TO 8 HOURS AFTER CONCRETE PLACEMENT. PROPER TIMING IS DICTATED BY THE RATE OF HARDENING OF THE CONCRETE. SLAB THICKNESS, "T" (IN.) JOINT DEPTH (IN.) CLEARANCE TO TOP OF REINF. (IN.) MAX. JOINT SPACING (FT.) 4" 1"11/2"12' 5"11/4"2"15' 6"11/2" 21/2"18' REINF. PER PLAN SUBGRADE PER GEOTECH REPORT VAPOR RETARDER PER PLAN OR SPECIFICATIONS 6" 1 1/ 2 " 2 5/ 8 " Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 2 9 P M TY P I C A L C O N C R E T E D E T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.10 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added NTS1STRAIGHT REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULE FOR CONCRETE NTS4HOOKED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE NTS9HEADED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE NTS14TYPICAL REINFORCEMENT BENDS FOR CONCRETE AND MASONRY NTS19TYPICAL TIE AND STIRRUP HOOKS FOR CONCRETE AND MASONRY NTS TYPICAL SLAB ON GRADE CONSTRUCTION JOINT18 NTS TYPICAL SLAB ON GRADE CONTROL JOINT13 2024-10-25 2 RTU Anchorage Added 2 2 1327 S Grand Ave 12/12/2024 L/3 MIN. 5/ 6 d L/3 MAX. d d/ 2 d d/2 d/3 MAX. d/4 MAX. 2" MI N . 2" MI N . NOTES: 1. BORED HOLES OR NOTCHES ARE NOT PERMITTED IN JOISTS WHERE d = 4" OR LESS. 2. NOTCHES ARE NOT PERMITTED IN STUDS OR BEAMS. 3. CUTS, NOTCHES, AND HOLES BORED IN TRUSSES, STRUCTURAL COMPOSITE LUMBER, STRUCTURAL GLUED-LAMINATED MEMBERS, OR I-JOISTS ARE NOT PERMITTED, EXCEPT WHERE PERMITTED BY THE MANUFACTURER'S RECOMMENDATIONS AND REVIEWED AND APPROVED BY THE ENGINEER. 4. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF JOISTS AS A CUT OR NOTCH. SPACING OF HOLES NOT LESS THAN d d/4 MAX. NOT MORE THAN 2" SPACING OF HOLES NOT LESS THAN d LEGEND: d = DEPTH OF JOIST OR STUD L = CLEAR SPAN OF JOIST BETWEEN SUPPORTS 62 A 1 0 1 LAP TOP PL 4'-0" MIN. @ SPLICES INTERNAIL W/ (16) 16d 8" E M B E D . MI N . U . O . N . CURB CONDITION WHERE OCCURS INFILL STUD WALL FRAMING OR SOLID BLKG. TO MATCH WIDTH OF WALL STUD MALLEABLE IRON WASHERS, TYP.NOTE: SILL ANCHOR BOLTS, WASHERS, AND NAILS IN CONTACT W/ PRESSURE- TREATED SILL PL SHALL BE S.S. OR HDG, TYP. SEE GENERAL NOTES. PROVIDE GROUT (1/2" MAX.) UNDER SILL PL AT ALL BEARING & SHEAR WALLS WHERE UNEVEN SURFACES DO NOT ALLOW FOR FULL BEARING FOR ANCHOR BOLTS IN SHEAR WALLS, SEE 5/8" HEADED A.B. @ 4'-0" O.C., TYP. U.O.N. FOR TYP. LAYOUT. NAIL EA. STUD W/ (2) 16d END NAILS OR (2) 10d T.N. E.S. 2x STUDS @ 16" O.C., TYP. U.O.N. DBL. STUDS AT OPENINGS WIDER THAN 4'-0" PROVIDE 2x BLKG. @ 8'-0" MAX. O.C. VERT. AT SHEAR WALLS. USE 2x OR 3x BLKG. AT ALL PLY. JOINTS. NAIL BLKG. W/ (2) 16d END NAILS OR (2) 10d T.N. BOTH ENDS OF EA. BLOCK (4) 16d AT CORNER & CROSS WALL LAPS 16d @ 16" O.C., TYP. (2) 16d EA. STUD, ADD (1) 10d T.N. E.S. FOR STUDS OVER 12'-0" LONG TREATED SILL PL 2x, TYP. @ NON-SHEAR WALLS 3x MIN., TYP. @ SHEAR WALLS DBL. SILL @ OPENINGS WIDER THAN 4'-0" 16d @ 12" O.C. STAGGERED, TYP. (4) 16d BOTH ENDS, TYP. A35 CLIP ANGLE T&B OF STUDS @ OPENINGS GREATER THAN 4'-0" @ EXTERIOR WALLS (2) 2x TOP PLATES ADD 2x STUDS TO MATCH KING STUDS TO PROVIDE CONTINUITY @ FLOOR TRUSSES ALIGN JOISTS W/ STUDS BELOW A35 CLIP ANGLE T&B EA. END OF HEADER AT OPENINGS GREATER THAN 4'-0" AT EXTERIOR WALLS HEADERHEADER SEE SCHED. 62 B 1 0 1 15 S0.11 9 S0.11 23 S0.11 TYP. WOOD HEADER SCHEDULE NOTES : 1. T = WALL STUD THICKNESS (E.G., FOR 2x4 STUDS, T=4.) 2. HEADERS SHALL BE DF #1. 3. FOR TYPICAL FRAMING DETAILS., SEE 62 B 1 0 2 OPENING AT BEARING WALLS AT NON-BEARING WALLS ≤ 4'-0" Tx6 Tx6 4'-1" TO 6'-0" Tx8 Tx6 6'-1" TO 8'-0"Tx10 Tx8 8'-1" TO 10'-0" Tx12 Tx8 10'-1" TO 12'-0" Tx12 Tx8 24 S0.11 0" 0" 6" MAX., TYP. (DO NOT NAIL IN THIS ZONE) 4 1/2" MIN. 9" MAX. 4 1 / 2 " M I N . 9" M A X . 4 1/2" MIN. 9" MAX. NOTES: 1. PROVIDE A MIN. OF (2) BOLTS PER PIECE. 2. FOR COORDINATION OF HOLDOWN RODS AND ANCHOR BOLTS AT SHEAR WALLS, SEE DET. PIPING, WHERE OCCURS PIPING, WHERE OCCURS 1 1/2" MIN. TYP. EDGE SPLICE 62 B 1 0 3 4 1 / 2 " M I N . 9" M A X . 4 1 / 2 " M I N . 9" M A X . 23 S0.11 5 S0.12 4 1/2" MIN. 9" MAX. 2"∅MAX. HOLE FOR 2x4 PL 4"∅MAX. HOLE FOR 2x6 PL CENTER HOLE IN PL SIMPSON "PSPN516Z" METAL TIE OR EQUAL BOTH SIDES OF TOP PL ACROSS NOTCH OR BORED HOLE. STAGGER PLATES TO OFFSET (12) 16d COMMON NAILS PER PL PIPE, STRAP ℄ NOTE: AT SHEAR WALLS: CAREFULLY LOCATE ALL PIPES, INSTALL SHEATHING, AND INSTALL METAL SPLICE PL ON TOP OF SHEATHING DBL. 2x TOP PL STUDS, TYP. 62 B 1 0 5 8" EM B E D . MI N . 8" EM B E D . MI N . SE E PL A N S WOOD STUD WALL SILL BOLT, SEE HDG. OR S.S. PL 1/4"x3" SQ. MIN. OR HDG. SIMPSON "BP 5/8-3" AT ALL SILL BOLTS. SEE NOTE BELOW FOR ALT. PL WASHER OPTION P.T. SILL @ FDN., SEE HOLE IN SILL PL MAY BE NO MORE THAN 1/16" OVERSIZED NOTE: ALT. PL. WASHER OPTION: THE HOLE IN THE PL. WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIA. AND A SLOT LENGTH OF 1 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PL WASHER AND NUT. 62 B 1 0 7 9 S0.11 9 S0.11 NOTE: THIS DETAIL APPLIES TO ALL EXTERIOR WALLS AND BEARING WALLS. FOR SHEAR WALL LOCATIONS, SEE PLAN. AT NON-SHEAR LOCATIONS, 16d STUD INTERNAILING MAY BE SPACED AT 16" O.C. FOR ALL OTHER CONDITIONS, REFER TO THE CARPENTRY SECTION OF THE GENERAL NOTES. SHEATHING, WHERE OCCURS, SEE PLANS SHEATHING, WHERE OCCURS, SEE PLANS 16d @ 6" O.C., 2 ROWS, STAGGERED E.N. 16d @ 6" O.C. EDGE NAILING 16d @ 6" O.C. WOOD STUD WALL SHEATHING, WHERE OCCURS, SEE PLANS EDGE NAILING, SEE SHEAR WALL SCHED. WOOD STUD WALL CORNER CONDITION INTERSECTION CONDITION 62 B 1 0 8 9 S0.11 2'-6" MIN. U.O.N.4'-0" MIN. U.O.N. 4x BLOCKING, TYP. @ STRAP (2) 2x TOP PLATES SEE WOOD STUD, TYP. CS16 STRAP WITH 16d NAILS @ 4" O.C., INSTALL STRAP OVER SHEATHING 62 B 1 1 2 24 S0.11 2 DIAPHRAGM B.N. DIAPHRAGM B.N. SILL PL SOLE PL 3 3 5 1 2 4 1 2 2 SHEAR WALL MARK SHEAR WALL MARK NOTES: 1. FOR CIRCLED KEY NOTES SEE SHEAR WALL SCHEDULE 2. ALL SOLE PLATE NAILING MUST PENETRATE JOIST OR BLOCKING BELOW. 4 62 B 2 0 1 /9 S0.11 1 1 2 3 4 SHEAR WALL SCHEDULE NOTES: 1. ALL WALL SHEATHING SHALL BE NAILED PER U.O.N. 2. INTERMEDIATE (FIELD) NAILING SHALL BE 10d @ 12" O.C., U.O.N. 3. BLOCK ALL PANEL EDGES. 4. ALL NAILS SHALL BE COMMON WIRE GAUGE. 5. FOR EDGE NAILING AT ADJACENT SHEETS SEE PRE-DRILL WHERE NAILING TENDS TO SPLIT WOOD. 6. PRE-DRILL FOR ALL 20d NAILS WHERE SPACING IS 4" O.C. OR LESS TO PREVENT SPLITTING. 7. ALL BOLTS, NAILS, AND FASTENERS IN CONTACT WITH P.T. LUMBER SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION. 8. WHERE NAILS ARE SPACED 4" O.C. OR LESS, FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER & NAILS SHALL BE STAGGERED. 9. SHEAR WALLS WHICH ARE MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICE JOINTS. AT CONTINUOUS HORIZONTAL JOINTS, BLOCKING SHALL BE 3 INCH NOMINAL OR WIDER. 10. WHERE SHEATHING IS APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL OCCUR AT 3" NOMINAL OR WIDER STUDS OR BLOCKING AND NAILS SHALL BE STAGGERED. 11. FOR ADDITIONAL INFORMATION REGARDING SILL & ANCHOR BOLTS, SEE 12. NOTES SHOWN THUS: REFER TO KEY NOTES ON SHEAR WALL DETAILS AND SECTION, SEE FOR TYP. DETAILS, SEE THRU 1 2 43 5 # MARK CAPACITY (LBS. PER FT.) LRFD SHEATHING EDGE NAIL (E.N.) SHEAR CLIPS (NAILING ALT.) SOLE PL NAIL SILL PL ANCHOR BOLTS COMMENTS 310 P.L.F.15/32 " C-D 10d @ 6" O.C. LS50 @ 24" O.C. 20d @ 6" O.C.5/8"∅@ 3'-4" O.C.SILL PL SHALL BE 3x MEMBER, U.O.N.10d T.N. @ 4" O.C. 460 P.L.F." 10d @ 4" O.C. LS50 @ 16" O.C. 20d @ 4" O.C.5/8"∅@ 2'-8" O.C." 600 P.L.F. " 10d @ 3" O.C. LS70 @ 16" O.C. 20d @ 3" O.C.5/8"∅@ 2'-0" O.C." 870 P.L.F.15/32 " STRUCT I 10d @ 2" O.C. LS70 @ 12" O.C.2 ROWS 20d @ 4" O.C. STAGGD'5/8"∅@ 1'-4" O.C." 1 S0.11 24 S0.11 13 Z0.12 8 S0.11 23 S0.11 1' - 4 " MI N . 2x SOLID BLKG. @ STAGG'D HORIZ. JOINTS 3x SOLID BLKG. @ CONT. HORIZ. JOINTS OR AS REQ. PER MIN. PANEL AREA 4 SQ. FEET E.N. E.N. DOUBLE TOP PL PROVIDE E.N. @ ALL PANEL EDGES & @ ALL HOLDOWN POSTS HOLDOWN POST WHERE OCCURS INTERMEDIATE NAILING SILL OR SOLE PL FOR SHEAR WALL SCHEDULE, SEE HOLDOWN WHERE OCCURS, SEE PLANS STUDS PROVIDE E.N. AT ALL POSTS, BUILT-UP STUDS AND NAILERS ON STEEL FRAMING NOTE : PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 62 B 2 0 3 9 S0.11 9 S0.11 SHEATHING , WHERE OCCURS, SEE PLAN WOOD POST, SEE PLAN E.N., TYP. SHEATHING , SEE PLAN NOTE: ANY WOOD POST, BUILT-UP WOOD STUDS, OR NAILERS ON STEEL POSTS, IN A PLY. SHEAR WALL SHALL RECEIVE E.N. PER PLAN BUILT-UP STUDS, SEE PLAN E.N., TYP. PLAN VIEW 5/8"∅THREADED STUD W/ PLAIN CUT WASHER AND NUT @ 24" O.C. & 6" FROM END OF BOARDS 62 B 2 0 4 3/16 2'-0" MIN. 2 ROWS 10d @ 4" O.C. STAGG'D. 2'-8" MAX. 2 ROWS 10d @ 4" O.C. STAGG'D. 2'-0" MIN. 2 ROWS 10d @ 4" O.C. STAGG'D. SHEATHING HEADER 2x (STUD WIDTH) BLKG. @ STRAP, TYP. FOR E.N. @ HEADER, SILL & FULL HEIGHT OF KING STUD, SEE CS16x1 1/4 STRAP @ TOP & BOTTOM OF OPENING BEND AROUND CORNER WHERE OCCURS * 2'-8" MAX. OPENING DIMENSIONS, SEE ARCH. & MECH. DRAWINGS FOR SIZES AND LOCATIONS. OPEN 62 B 2 0 5 9 S0.11 9 S0.11 WOOD JOISTS, SEE PLAN WOOD HEADER, SEE PLAN "ST6236" STRAP EA. SIDE TRIMMER/KING STUDS DBL. TOP PL 4x BLKG. PLY., SEE PLAN 62 B 2 0 6 FOR KEY NOTES, SEE SHEAR WALL SCHEDULE SHEAR WALL MARK 25 1 1/2" MIN. 62 B 2 0 9 9 S0.11 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 0 P M TY P I C A L W O O D D E T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.11 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added NTS TYPICAL HOLES OR NOTCHES IN JOISTS AND STUDS22 NTS24TYPICAL WOOD STUD WALL FRAMING ELEVATION NTS TYPICAL WOOD HEADER SCHEDULE15 NTS TYPICAL SILL PLATE BOLT LAYOUT21 NTS TYP. PLATE SPLICE - PENETRATION IS GREATER THAN 1/3 STUD WIDTH12 NTS TYPICAL ANCHOR BOLT AT SHEAR WALL23 NTS TYPICAL WALL INTERSECTIONS6 NTS STRAP AT STEP IN SHEAR WALL TOP PLATE17 NTS TYPICAL SCHEMATIC SHEAR WALL SECTION8 NTS9TYPICAL SHEAR WALL SCHEDULE NTS TYPICAL SHEAR WALL NAILING ELEVATION14 NTS TYPICAL SHEAR WALL NAILING DETAIL1 NTS TYPICAL OPENING IN SHEAR WALL13NTS STRAP AT HEADER11 NTS TYPICAL SHEAR WALL AT CONCRETE18 1 1 1 1 1 1 2024-06-11 1 Re-Issue for Plan Check 1327 S Grand Ave 12/12/2024 SYMBOL HOLDOWN SIZE POST SIZE (MIN.xSTUD WIDTH) ATTACHMENT TO HOLDOWN POST ANCHOR BOLT DIA. ANCHOR BOLTS EMBEDMENT L e HD3B 2x (2) 5/8"∅M.B.5/8" HD9B 6x (3) 7/8"∅M.B.7/8" HD12 6x (4) 1"∅M.B.1 1/8" HD3B 4x (2) 5/8"∅M.B.5/8" HOLDOWN SCHEDULE 67 A 1 0 1 NOTE: HOLDOWN DESIGNATIONS & CONNECTORS ARE FOR HOLDOWNS MANUFACTURED BY SIMPSON. FOR TYP. DETAILS, SEE THRU . H1 H2 H3 H4 1 S0.12 3 S0.12 12" AND 6 S0.12 12" 12" 12" 67 A 1 0 8 TYP. CONDITIONS AT WINDOWS & DOORS 2x STUD @ END OF WALL, DAP STUD FOR BOLTS HD POST, SEE SCHED. COUNTER-SINK @ DOORS HEADER CRIPPLE(S) SHEATHING E.N.* HOLDOWN POST, SEE SCHED. 16d SPACING TO MATCH E.N.* AT CORNERS & TEES SHEATHING E.N.* * FOR E.N. REQUIREMENTS SEE SHEAR WALL SCHED. 5 S0.12 8 S0.11 5 S0.12 SHEATHING E.N.* EDGE OF (E) SHEAR WALL HOLDOWN PER SCHEDULE W/ POST INSTALLED ADHESIVE ANCHOR INTO (E) FOUNDATION (N) POST PER SCHEDULE, FULL HEIGHT OF SHEAR WALL, CAN BE PLACED EITHER SIDE OF HOLDOWN ANCHOR (E) 2x6 STUDS (E) SILL PLATE (E) CONC. FOOTING S0.12 3 1' - 0 1 / 2 " DAP FOR BOLTS 1' - 0 " M I N . VA R I E S 1 ' - 6 " M I N . MI N . VA R I E S 6" (E) E.N. (E) F.G.(E) CONC. SLAB (E) FOOTING (E) SHEAR PANEL SEE PLAN 8" (E) 2x6 STUD WALL EQ.EQ. 1 1/2" CLR. HOLDOWN POST, SEE SCHED. HOLDOWN, SEE PLAN FOR SIZE & LOCATIONE.N. FULL HT., TYP. 2x END STUD DAP FOR BOLTS 7d MIN. @ BOLTED HOLDOWN TYPE, TYP. TOP OF CONC. SLAB OR CURB TOP OF FTG. A.B., SEE SCHED. (1) #4x2'-0" B.S. OF BOLT, CENTER ON BOLT2 1/2"x2 1/2"x3/8" WASHER PL, TYP. EMBED. LENGTH L e , SEE SCHED. 67 A 1 0 3 5 S0.12 5 S0.12 5 S0.12 1 S0.12 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 1 P M TY P I C A L W O O D H O L D O W N DE T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S0.12 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added NTS TYPICAL HOLDOWN SCHEDULE5NTS TYPICAL BOLTED HOLDOWN POST DETAILS1 1" = 1'-0" TYPICAL POST-INSTALLED HOLDOWN SECTION31" = 1'-0" TYPICAL POST-INSTALLED HOLDOWN2 3/4" = 1'-0" TYPICAL BOLTED HOLDOWN AT (N) FOUNDATION6 1327 S Grand Ave 12/12/2024 A 123645 C D E B (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6x6 (E) Pipe 3 S T D (E) Pipe 4 S T D (E) Pipe 4 S T D (E) Pipe 4 S T D (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T (E) 6 x 6 POS T 36 ' - 6 " 2 6 ' - 2 " 8 ' - 1 " 2 9 ' - 9 " (E) 4" CONC. SLAB ON GRADE DEPRESSED 18" IN HATCHED AREA (E) 4" CONC. SLAB ON GRADE, TYP. (E) 6 x 6 POS T 1' - 6 " 1'-0" 2'-6" 1' - 6 " 1'-0" 1' - 6 " 1' - 6 " 1'-0" 1' - 6 " 1'-0" 1' - 6 " 1'-0" 1'-0" 1'-0" 1' - 6 " 3 11 (E) SIMPSON HD-2 (E) SIMPSON HD-2 2x6 P OST 2x6 P OST 2x6 P OST 2x6 P OST 2x6 P OST 2x6 P OST (E) CUSTOM HOLDOWN (E) CUSTOM HOLDOWN 3 1 4x6 P OST (E) SIMPSON HD-6 (E) SIMPSON HD-6 4 4 (E) 6 x 6 POS T (E) 6 x 6 POS T 33 CF 3 6 x 2 4 3.5 20'-0" 8'-0" 14'-9 1/2" 17'-8 1/2" 59'-6" 60'-6" 180'-6" 10 0 ' - 6 " 1'-3 1/2" 3'-0" H1 LIGHT FRAMED WALL LEGEND SHEAR WALL PER HOLDOWN PER PLAN NOTES: 1. SEE SHEET S3.1 FOR FOOTING SCHEDULES. 2. SEE SHEETS S0.11 AND S0.12 FOR SHEAR WALL AND HOLDOWN SCHEDULES. 1 /9 S0.11 /5 S0.12 2x6 P OST H1 2x6 P OST H1 H1 H3 H3 H1 H1 H2 H2 H1 H1 H1 H1 DEMO (E) WALLS AND SLAB TO INSTALL NEW SHEAR WALL AND FOOTING. H1 7' - 6 1 3 / 1 6 " 8' - 6 " H3 H3 4' - 0 " 1' - 1 " 44 S3.1 1 8' - 7 3 / 1 6 " 1'-0" CF 3 2 x 2 4 DOWEL LONG. BARS INTO (E) FOUNDATIONS DRILL THROUGH (E) FOOTING TO PASS LONG. BARS THROUGH, EPOXY TO (E) FOOTINGS 5' - 0 " CF 4 4 x 2 4 C F 4 4 x 2 4 3'-8" (E) 2'-0" DEEP FOOTING, CONTRACTOR TO V.I.F. (E) 2'-0" DEEP FOOTING, CONTRACTOR TO V.I.F. (E) 2'-0" DEEP FOOTING, CONTRACTOR TO V.I.F. Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 2 P M FI R S T F L O O R P L A N 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S1.0 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added1/8" = 1'-0" PLAN - LEVEL 11 11 1 2024-06-11 1 Re-Issue for Plan Check 1327 S Grand Ave 12/12/2024 A 123645 C D E B (E) 5 1/8"x12 GLB(E) 5 1/8"x18 GLB (E) 5 1/8"x18 GLB (E) 6x12 (E) 5 1/8"x16 1/2"(E) 5 1/8"x24" (E) 5 1/8"x18 GLB(E) 5 1/8"x18 GLB (E ) 4 x 6 F L A T D R A G (E ) T J L 3 0 ' ' ( 2 ) (E ) T J L 3 0 ' ' ( 2 ) (E ) 4 x 6 F L A T ( E ) 4 x 6 F L A T ( E ) 4 x 6 F L A T D R A G ( E ) 4 x 6 F L AT D R A G V. I . F . 3' - 0 " V. I . F . 3' - 0 " (E ) T J L 3 4 ' ' ( 3 ) (E ) T J L 3 4 ' ' ( 3 ) (E ) 2 x 4 @ 1 6 " O . C . (E) 5 1/8"x22 1/2 GLB (E ) T J L 2 4 ' ' @ 4 8 " O . C . (E ) T J L 3 0 ' ' @ 4 8 " O . C . ( E ) T J L 3 4 ' ' @ 4 8 " O . C . (E ) T J L 2 4 ' ' @ 4 8 " O . C . WOOD SHEAR WALL BELOW (E ) 4 x 6 F L A T ( E ) 4 x 6 F L A T (2) FLAT 4x6 COLLECTORS OVER TOP OF GLB, SPLICE AS NEEDED 8' - 0 " V. I . F . 3' - 0 " S3.2 2 S3.2 1 S3.2 1 S3.2 1 S3.2 1 S3.2 3 TYP. ALONG COLLECTOR LENGTH S3.2 1 S3.2 6 FLAT 4x6 COLLECTOR OVER TOP OF GLB, SPLICED AS NEEDED MI N . 3' - 0 " MI N . 3' - 0 " S3.2 3 TYP. ALONG COLLECTOR LENGTH 3.5 20'-0" 8'-0" 14'-9 1/2" 17'-8 1/2" 59'-6" 60'-6" 180'-6" 36 ' - 6 " 2 6 ' - 2 " 8 ' - 1 " 2 9 ' - 9 " 10 0 ' - 6 " 1'-9 1/2" 13 ' - 0 " S3.2 1 S3.2 1 S3.2 7 4x6 (FLAT) COLLECTOR 4x6 (FLAT) COLLECTOR (E) WALL BELOW 10 ' - 0 " EXT. WALL TO GL D (E) HP-6 (E) HP-7 (E) HP-8 (E) HP-5 (E) HP-4 (E) HP-10 (E) HP-9 (E) HP-12 (E) HP-3 (E) HP-2(E) CU-3 (E) CU-1 (E) HP-11 (E) HP-1 /5 S3.3 PLAN NOTE: FOR ROOFTOP EQUIPMENT ANCHORAGE SCHEDULE SEE Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 2 P M RO O F F R A M I N G P L A N 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S1.1 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added1/8" = 1'-0" PLAN - ROOF FRAMING1 1 1 2 22 2 2 2 2 2 2 2 2 2024-06-11 1 Re-Issue for Plan Check 2024-10-25 2 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 CONTINUOUS FOOTING SCHEDULE TYPE WIDTH LONG. BARS BOTTOM CF32x24 2'-8" LONG. BARS TOP TRANS. BARS THICKNESS 2'-0" NOTE: 1. FOR CONTINUOUS FOOTING DETAIL SEE 2. BARS NOTED ON PLAN ARE IN ADDITION TO REINFORCING NOTED IN THE SCHEDULE 3. TRANSVERSE BAR QUANTITIES SHOWN ARE NUMBER OF VERTICAL BARS. PROVIDE CROSS TIES AS REQUIRED TO ACHIEVE QUANTITIES ABOVE (2). /4 S3.1 CF36x24 3'-0" 2'-0" 3'-8" 2'-0"CF44x24 (6) #8 (8) #8 (8) #8 (6) #8 (8) #8 (8) #8 COMMENTS (2) #5 @ 6" (2) #5 @ 6" (3) #5 @ 6" WIDTH PER SCHED. SHEAR WALL ABOVE #4 TO MATCH (E) S.O.G. BAR SPACING DEMO (E) S.O.G. AND PRESERVE LAP LENGTH OF (E) REBAR LAP LENGTH (E) S.O.G. WHERE OCCURS PER PLAN LONG. REINF. PER PLAN & SCHED. TRANS. REINF. PER PLAN & SCHED. NOTES: 1. FOOTING LONG. ADD BARS PER PLAN SHALL BE DISTRIBUTED EVENLY OVER FOOTING WIDTH 2. FOOTING TRANS. ADD BARS PER PLAN SHALL PLACED BETWEEN SCHEDULED REINF. AT A SPACING OF 3" O.C., U.O.N. TH I C K N E S S P E R S C H E D . EQ. EQ. 0" FLOOR LEVEL 2 1'-1 3/4"5 1/2" 1'-0"2'-8" V. I . F . 2' - 0 " SHEAR WALLS PER PLAN, SHEATH ONE WALL BOTH SIDES AND THE OTHER ONE SIDE ONLY #4 ADHESIVE ANCHORS @ 12" O.C. NOTE: FOR INFORMATION SHOWN BUT NOT NOTED, SEE /4 S3.1 3/8"x4"x0'-11" PLATE 1 1/2" 5 1/2" Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 3 P M FO U N D A T I O N D E T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S3.1 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added CONTINUOUS FOOTING SCHEDULE53/4" = 1'-0" TYPICAL FOOTING SECTION43/4" = 1'-0" SECTION - GL 2 FOUNDATION1 1327 S Grand Ave 12/12/2024 TYP. 6 1/2" TYP. 3 1/2"TYP. 2" EQ . EQ . 7/8" THRU-BOLT, TYP. 1/2"x3" SPLICE PL EA. SIDE (E) PLYWOOD SHEATHING(E) OR (N) 4x6 FLAT COLLECTOR PER PLAN, TYP. (E) GLULAM GIRDER PER PLAN AS OCCURS DEMO (E) BLOCKING ABOVE GIRDER AS REQ'D TO INSTALL COLLECTOR, REINSTALL BLOCKING AROUND COLLECTOR A35 E.S. @ 6" O.C. W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD, TYP. (N) 4x6 FLAT COLLECTOR, GLUED TO (E) SHEATHING, ALIGNED W/ (E) COLLECTOR TO THE EAST, PER PLAN (E) PLY. SHEATHING 15/32" STRUC 1 PLY. SHEATHING ORIENTED EAST-WEST W/ 10d 2-1/2" B.N. AND E.N., PROVIDE 4x4 BLKG AT PLYWOOD EDGES AND AT CENTER OF COLLECTOR OVERLAP 2'-8" V.I.F. (N) 4x6 FLAT COLLECTOR, GLUED TO (E) SHEATHING, ALIGNED W/ EDGE OF (E) SHEAR WALL TO THE WEST, PER PLAN NOTE: PROVIDE UNDERSIDE SHEATHING FULL LENGTH OF COLLECTOR OVERLAP, 7'-8" MIN. A35 E.S. @ 6" O.C. W/ # 6 x 1/2" LONG SCREWS INTO PLYWOOD, TYP. (N) 4x6 FLAT COLLECTOR, GLUE TO (E) PLYWOOD SHEATHING (E) PLY. SHEATHING (E) TJL JOIST SHEAR WALL PER PLAN (E) STUD WALL TOP PLATES, V.I.F. (2) HDU8-SDS2.5 W/ 7/8" ROD 4'-0" V.I.F. 4x8 BLOCKING, RIPPED TO MATCH (E) DOUBLE TOP PLATE EL., GLUED TO (E) SHEATHING (5) A35 EA. SIDE W/ #6 x 1/2" SCREWS INTO PLYWOOD, TYP. (E) PLY. SHEATHING 4x6 FLAT COLLECTOR PER PLAN 1" PLY WHERE COLLECTOR IS ADJACENT TO (E) SHEAR WALL. FASTEN TO COLLECTOR W/ 2 ROWS OF SDS SCREWS @ 6" (21) A35 @ 6" O.C. W/ 10d NAILS (E) 2x6 SHEAR WALL TOP PLATES, V.I.F. (E) 2x4 JOISTS @ 16" O.C., V.I.F. DEMO (E) STUD AS REQ'D TO INSTALL HOLD DOWN AND INSTALL (N) STUD @ END OF HOLD DOWN 3x6 BLOCKING AT COLLECTOR CONNECTION, SEE PLAN FOR EXTENT SHEAR WALL E.N., SEE /9 S0.11 2 15'-2 1/2" PLAN -ROOF FRAMING SHEAR WALLS PER PLAN FLAT 4x6 PER PLAN, TYP. 4x8 BLOCKING RIPPED TO MATCH (E) DOUBLE TOP PLATE EL., GLUED TO (E) SHEATHING (5) A35 EA. SIDE W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD (3) A35 EA. SIDE W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD NOTE: FOR INFORMATION SHOWN BUT NOT NOTED, SEE DETAIL /6 S3.2 A35 E.S. @ 6" O.C. W/ #6 x 1/2" LONG SCREWS INTO PLYWOOD, TYP. SHEAR WALL EDGE NAILING, TYP. SEE /9 S0.11 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 4 P M DE T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S3.2 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 1" = 1'-0" COLLECTOR SPLICE STRENGTHENING1 1" = 1'-0" DIAPHRAGM SPLICE2 1" = 1'-0" COLLECTOR TO DIAPHRAGM CONNECTION3 1" = 1'-0" SOUTH RE-ENTRANT CORNER CHORD EXTENSION6 1" = 1'-0" NORTH RE-ENTRANT CORNER CHORD EXTENSION7 1 1 1 1 1 1 1 2024-06-11 1 Re-Issue for Plan Check 1327 S Grand Ave 12/12/2024 EQUIPMENT PER EQUIPMENT SCHEDULE (E) CURB FOR CU-1 PROVIDE MANUFACTURER RECOMMENDED ROOF MOUNT W/ MINIMUM (4) 3/8" LAG SCREWS LOCATED PER MOUNT ATTACHMENT POINTS. FOR CU-3 V.I.F. POSITIVE ATTACHMENT OF UNIT TO SUPPORTS AND CURB L OR W H1 H2 2x4 SPANNING 2 PANEL POINTS MINIMUM, E.S. OF TRUSS CHORDS. PROVIDE 1/2"∅THROUGH BOLTS CENTERED ON 2x4 ABOVE EA. TJL BOTTOM CHORD PIN (E) PLY. SHEATHING Z4 WITH (2) 0.148"x1 1/2" NAILS, TYP. E.S. (E) GYP. BOARD SHEATHING ROOFTOP EQUIPMENT CURB OR PLATFORM, SEE SCHEDULE S3.3 11 EQUIPMENT PER EQUIPMENT SCHEDULE (E) CURB ADAPTER, WHERE OCCURS, V.I.F. SEE EQUIPMENT SCHEDULE (E) CURB FOR HP-1, PROVIDE (6) SIMPSON XE METAL SCREW #10x3/4 EQUALLY SPACED EA. SIDE TYP. (24 TOTAL). FOR ALL OTHERS, PROVIDE (3) SIMPSON XE METAL SCREW #10x3/4 EQUALLY SPACED EA. SIDE TYP. (12 TOTAL) WHERE CURB ADAPTER OCCURS. 1 1/ 2 " 1 1 / 2 " 1 1/2" MIN. SIMPSON XE METAL SCREW #10X3/4 CENTERED ON VERT. LEG, TYP. FOR HP-1, PROVIDE L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) CURB MAX. 1'-0" SPACING BETWEEN ANGLES (MIN. (5) EA. SHORT SIDE AND (7) EA. LONG SIDE). FOR ALL OTHERS, PROVIDE L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) CURB MAX 2'-0" SPACING BETWEEN ANGLES, MIN. 3 PER SIDE. SIMPSON SDS25600 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE FOR HP-2 and HP-3, PROVIDE 4x10 CONT. CENTERED UNDER SHARED EQUIPMENT PLATFORM ANCHORAGE ALONG ALL 4 SIDES, PROVIDE SIMPSON HU410 W/ MAX. FASTENERS AT EA. END, TYP. FOR ALL OTHERS, PROVIDE 4x8 CONT. CENTERED UNDER EQUIPMENT CURB/PLATFORM ANCHORAGE ALONG ALL 4 SIDES, PROVIDE SIMPSON HU48 W/ MAX. FASTENERS AT EA. END, TYP. _______ S3.3 11 TYP. _______ S3.3 11 SIM. H2 H1 L OR W V.I.F. ANCHORAGE BETWEEN EQUIPMENT AND CURB/CURB ADAPTER WITH MIN. (2) CLIPS PER SIDE WITH MIN. (2) SIMPSON XE METAL SCREW #10X3/4 ANCHORS INTO BOTH LEGS OF CLIP (MIN. 4 TOTAL PER CLIP) (E) GYP. BOARD SHEATHING, REMOVE AS REQ'D TO VERIFY EXISTING FRAMING AND INSTALL NEW FRAMING WHERE NEEDED, REPLACE IN KIND S3.3 13 _______ S3.3 11 O.H. V.I.F. (E) PLATFORM COMPRISES MIN. 1/2" PLY. SHEATHING, 4x JOISTS UNDER EQUIPMENT ANCHORAGE AND PLATFORM PERIMETER, AND 2x @ 16" MIN. ELSEWHERE H2 H1 (E) CURB ADAPTER WHERE OCCURS, V.I.F. SEE EQUIPMENT SCHEDULE L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) PLATFORM, MAX. 7'-0" SPACING BETWEEN ANGLES, MIN. 2 PER SIDE SIMPSON SDS25600 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE NOTES: 1. FOR INFORMATION SHOWN BUT NOT NOTED SEE 2. FOR SUPPLEMENTAL ROOF FRAMING UNDER RTU, SEE /1 S3.3 /1 S3.3 SIMPSON XE METAL SCREW #10X3/4 CENTERED ON VERT. LEG, TYP. L3x3x1/4 x 3" LONG ANGLES ALONG ALL 4 SIDES OF (E) CURB MAX. 2'-0" SPACING BETWEEN ANGLES, MIN. 3 PER SIDE SIMPSON SDS25212 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG AND PLATFORM JOIST BELOW, TYP. EA. ANGLE L OR W EQUIPMENT PER EQUIPMENT SCHEDULE 8'-0" MAXIMUM LENGTH OF NEW FRAMING MEMBERS PARALLEL TO (E) TJLS SIMPSON SDS25212 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN VERT. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE 2x8 SPANNING FULL HEIGHT OF (E) TJL CENTERED ON (N) 4x (E) TJI JOIST (E) PLY. SHEATHING S3.3 13 (6) #10x21/2" WOOD SCREWS W/ 1" MIN. SPACING AND END DISTANCE (6) #10x21/2" WOOD SCREWS W/ 1" MIN. SPACING AND END DISTANCE EQ . E Q . EQ . E Q . H2 H1 L OR W NOTE: 1. FOR INFORMATION SHOWN BUT NOT NOTED SEE 2. FOR SUPPLEMENTAL ROOF FRAMING UNDER RTU, SEE /1 S3.3 (E) 3/8"∅LAG SCREWS W/ 2 1/2" MIN. EMBED., 2 MIN. PER EA. SIDE V.I.F. (E) BASE ISOLATION CURB, V.I.F. (E) STRAPS, MIN (2) STRAPS PER SIDE, WITH MIN. (4) ANCHORS TOTAL PER STRAP, V.I.F. EQUIPMENT PER EQUIPMENT SCHEDULE /1 S3.3 EQUIPMENT PER EQUIPMENT SCHEDULE (2) L2x2x1/4 x 3" LONG ANGLE EACH SIDE OF (E) HSS 1" FROM EACH END (4 TOTAL) TYP. SIMPSON SDS25212 SCREWS W/ WASHERS IN PRE-DRILLED HOLES IN HORIZ. LEG, CENTERED ON ANGLE LEG, TYP. EA. ANGLE H2 H1 NOTES: 1. FOR INFORMATION SHOWN BUT NOT NOTED SEE 2. FOR SUPPLEMENTAL ROOF FRAMING UNDER RTU SEE /1 S3.3 /3 S3.3 (E) SIMPSON CLIP @ EACH END OF HSS, W/ MIN. (1) SIMPSON XE METAL SCREW #10X3/4 IN EACH LEG OF CLIP, V.I.F. V.I.F. MIN. HSS 4x4x3/16" L OR W SIMPSON XE METAL SCREW #10X3/4 CENTERED ON VERT. LEG, TYP. NOTES: 1. MAXIMUM WEIGHT INCLUDES WEIGHT OF EQUIPMENT, (E) CURB AND CURB ADAPTORS, IF APPLICABLE 2. REMOVE AND REPLACE IN KIND (E) ROOFING, FLASHING AND UNIT ANCHORAGE FOR VERIFICATION . 3. THE CONTRACTOR SHALL VERIFY (E) STRUCTURAL ATTACHMENTS OF EQUIPMENT, CURB ADAPTORS, PREMANUFACTURED CURBS, WOOD PLATFORMS, AND ROOF FRAMING TO ENSURE A COMPLETE LOAD PATH FROM THE EQUIPMENT TO THE ROOF FRAMING. WHERE SOUND STRUCTURAL ATTACHMENTS ARE MISSING, THE CONTRACTOR SHALL USE THE REFERENCED DETAILS AS NEEDED TO PROVIDE A COMPLETE CONNECTION. WHERE (E) STRUCTURAL CONNECTIONS DIFFERENT THAN THOSE SHOWN IN THE REFERENCED DETAILS ARE PROVIDED, THE CONTRACTOR SHALL NOTIFY THE SEOR AND PROVIDE SUFFICIENT INFORMATION TO EVALUATE THE ADEQUACY OF THE EXISTING CONNECTION. 4. FOR MINIMUM SUPPLEMENTAL ROOF FRAMING BELOW ROOFTOP EQUIPMENT/CURBS SEE DETAIL /1 S3.3 Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com C: \ U s e r s \ g v o s s \ D o c u m e n t s \ B L D C s g h _ S E R E V I T C E N T R A L _ V2 0 2 3 _ g v o s s @ s g h . c o m . r v t 10 / 2 5 / 2 0 2 4 4 : 1 8 : 3 5 P M DE T A I L S 238143.00-BLDC 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S . G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 S3.3 2024-01-24 Issue for Plan Check 2024-06-11 Re-Issue for Plan Check 2024-10-25 RTU Anchorage Added 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL141 1/2" = 1'-0" EQUIPMENT ANCHORAGE DETAIL13 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL1 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL3 1 1/2" = 1'-0" EQUIPMENT ANCHORAGE DETAIL11 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL6 2 1" = 1'-0" EQUIPMENT ANCHORAGE DETAIL8 EQUIPMENT SCHEDULE5 CU-3 22 9 12 32 150 No 14/S3.3 CU-1 40 8 31 42 340 No 14/S3.3 HP-12 51 24 59 89 1870 No 6/S3.3 HP-11 33 32 47 74 900 Yes 3/S3.3 HP-10 52 27 33 48 640 Yes 1/S3.3 HP-9 49 31 60 88 1370 Yes 3/S3.3 HP-8 41 12 47 74 800 No 1/S3.3 HP-7 41 12 47 74 800 No 1/S3.3 HP-6 44 17 44 48 700 Yes 1/S3.3 HP-5 44 16 44 48 570 No 8/S3.3 HP-4 50 24 58 88 1430 Yes 3/S3.3 HP-3 41 32 47 74 1020 Yes 3/S3.3 HP-2 49 16 60 88 1150 No 3/S3.3 HP-1 57 46 63 116 2040 Yes 1/S3.3 H1 H2 W L EQUIPMENT MARK OVERALL EQUIPMENT DIMENSIONS (IN.) MAX WEIGHT (LBS.) UNIT ADAPTER ANCHORAGE DETAIL EQUIPMENT SCHEDULE 2024-10-25 2 RTU Anchorage Added 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 2 P M CA L G R E E N C H E C K L I S T 2 0 2 2 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T4.0 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check 2022 CALIFORNIA GREEN BUILDING STANDARD CODE NON-RESIDENTIAL MANDATORY MEASURES PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.5 – ENVIRONMENTAL QUALITY CONTINUED 5.504.4.1 ADHESIVES, SEALANTS AND CAULKS ADHESIVES, SEALANTS AND CAULKS USED ON THE PROJECT SHALL MEET THE REQUIREMENTS OF THE FOLLOWING STANDARDS: 1. ADHESIVES, ADHESIVE BONDING PRIMERS, ADHESIVE PRIMERS, SEALANTS, SEALANT PRIMERS AND CAULKS SHALL COMPLY WITH LOCAL OR REGIONAL AIR POLLUTION CONTROL OR AIR QUALITY MANAGEMENT DISTRICT RULES WHERE APPLICABLE, OR SCAQMD RULE 1168 VOC LIMITS, AS SHOWN IN TABLES 5.504.4.1 AND 5.504.4.2. SUCH PRODUCTS ALSO SHALL COMPLY WITH THE RULE 1168 PROHIBITION ON THE USE OF CERTAIN TOXIC COMPOUNDS (CHLOROFORM, ETHYLENE DICHLORIDE, METHYLENE CHLORIDE, PERCHLOROETHYLENE AND TRICHLOROETHYLENE), EXCEPT FOR AEROSOL PRODUCTS AS SPECIFIED IN SUBSECTION 2, BELOW. 2. AEROSOL ADHESIVES, AND SMALLER UNIT SIZES OF ADHESIVES, AND SEALANT OR CAULKING COMPOUNDS (IN UNITS OF PRODUCT, LESS PACKAGING, WHICH DO NOT WEIGH MORE THAN ONE POUND AND DO NOT CONSIST OF MORE THAN 16 FLUID OUNCES) SHALL COMPLY WITH STATEWIDE VOC STANDARDS AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS, OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94507. 5.504.4.3 PAINTS AND COATINGS ARCHITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS IN TABLE 1 OF THE ARB ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, AS SHOWN IN TABLE 5.504.4.3, UNLESS MORE STRINGENT LOCAL LIMITS APPLY. THE VOC CONTENT LIMIT FOR COATINGS THAT DO NOT MEET THE DEFINITIONS FOR THE SPECIALTY COATINGS CATEGORIES LISTED IN TABLE 5.504.4.3 SHALL BE DETERMINED BY CLASSIFYING THE COATING AS A FLAT, NONFLAT OR NONFLAT-HIGH GLOSS COATING, BASED ON ITS GLOSS, AS DEFINED IN SUBSECTIONS 4.21, 4.36 AND 4.37 OF THE 2007 CALIFORNIA AIR RESOURCES BOARD SUGGESTED CONTROL MEASURE, AND THE CORRESPONDING FLAT, NONFLAT OR NONFLAT-HIGH GLOSS VOC LIMIT IN TABLE 5.504.4.3 SHALL APPLY. 5.504.4.3.1 AEROSOL PAINTS AND COATINGS: AEROSOL PAINTS AND COATINGS SHALL MEET THE PWMIR LIMITS FOR ROC IN SECTION 94522(A)(3) AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS AND OZONE DEPLETING SUBSTANCES, IN SECTIONS 94522(C)(2) AND (D)(2) OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94520; AND IN AREAS UNDER THE JURISDICTION OF THE BAY AREA AIR QUALITY MANAGEMENT DISTRICT ADDITIONALLY COMPLY WITH THE PERCENT VOC BY WEIGHT OF PRODUCT LIMITS OF REGULATION 8 RULE 49. 5.504.4.3.2 VERIFICATION: VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AT THE REQUEST OF THE ENFORCING AGENCY. DOCUMENTATION MAY INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING: 1. MANUFACTURER'S PRODUCT SPECIFICATION 2. FIELD VERIFICATION OF ON-SITE PRODUCT CONTAINERS SEALANTS VOC LIMIT ARCHITECTURAL 250 MARINE DECK NONMEMBRANE ROOF ROADWAY SINGLE-PLY ROOF MEMBRANE OTHER SEALANT PRIMERS ARCHITECTURAL NONPOROUS POROUS MODIFIED BITUMINOUS MARINE DECK OTHER NOTE: FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THESE TABLES, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168. TABLE 5.504.4.3 VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS 2, 3 GRAMS OF VOC PER LITER OF COATING, LESS WATER AND LESS EXEMPT COMPOUNDS COATING CATEGORY CURRENT LIMIT FLAT COATINGS 50 NONFLAT COATINGS 100 NONFLAT-HIGH GLOSS COATINGS 150 SPECIALTY COATINGS ALUMINUM ROOF COATINGS 400 BASEMENT SPECIALTY COATINGS 400 BITUMINOUS ROOF COATINGS 50 BITUMINOUS ROOF PRIMERS 350 BOND BREAKERS 350 CONCRETE CURING COMPOUNDS 350 CONCRETE/MASONRY SEALERS 100 DRIVEWAY SEALERS 50 DRY FOG COATINGS 150 FAUX FINISHING COATINGS 350 FIRE RESISTIVE COATINGS 350 FLOOR COATINGS 100 FORM-RELEASE COMPOUNDS 250 GRAPHIC ARTS COATINGS (SIGN PAINTS) 500 HIGH TEMPERATURE COATINGS 420 INDUSTRIAL MAINTENANCE COATINGS 250 LOW SOLIDS COATINGS1 120 MAGNESITE CEMENT COATINGS 450 MASTIC TEXTURE COATINGS 100 METALLIC PIGMENTED COATINGS 500 MULTICOLOR COATINGS 250 PRETREATMENT WASH PRIMERS 420 PRIMERS, SEALERS, AND UNDERCOATERS 100 REACTIVE PENETRATING SEALERS 350 RECYCLED COATINGS 250 ROOF COATINGS 50 RUST PREVENTATIVE COATINGS 250 SHELLACS CLEAR 730 OPAQUE 550 SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100 STAINS 250 STONE CONSOLIDANTS 450 SWIMMING POOL COATINGS 340 TRAFFIC MARKING COATINGS 100 TUB AND TILE REFINISH COATINGS 420 WATERPROOFING MEMBRANES 250 WOOD COATINGS 275 WOOD PRESERVATIVES 350 ZINC-RICH PRIMERS 340 1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER AND INCLUDING EXEMPT COMPOUNDS. 2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE. 3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEBRUARY 1, 2008. MORE INFORMATION IS AVAILABLE FROM THE AIR RESOURCES BOARD. PRODUCT HARDWOOD PLYWOOD VENEER CORE HARDWOOD PLYWOOD COMPOSITE CORE PARTICLEBOARD MEDIUM DENSITY FIBERBOARD THIN MEDIUM DENSITY FIBERBOARD 2 5.504.4.4 CARPET SYSTEMS ALL CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.4.1 CARPET CUSHION: ALL CARPET CUSHION INST ALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350).SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.4.2 CARPET ADHESIVE: ALL CARPET ADHESIVE SHALL MEET THE REQUIREMENTS OF TABLE 5.504.4.1. 5.504.4.5 COMPOSITE WOOD PRODUCTS HARDWOOD PLYWOOD, PARTICLEBOARD AND MEDIUM DENSITY FIBERBOARD COMPOSITE WOOD PRODUCTS USED ON THE INTERIOR OR EXTERIOR OF THE BUILDING SHALL MEET THE REQUIREMENTS FOR FORMALDEHYDE AS SPECIFIED IN ARB'S AIR TOXICS CONTROL MEASURE (ATCM) FOR COMPOSITE WOOD (17 CCR 93120 ET SEQ.) THOSE MATERIALS NOT EXEMPTED UNDER THE ATCM MUST MEET THE SPECIFIED EMISSION LIMITS, AS SHOWN IN TABLE 5.504.4.5. 5.504.4.5.3 DOCUMENTATION: VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AS REQUESTED BY THE ENFORCING AGENCY. DOCUMENTATION SHALL INCLUDE AT LEAST ONE OF THE FOLLOWING: 1. PRODUCT CERTIFICATIONS AND SPECIFICATIONS. 2. CHAIN OF CUSTODY CERTIFICATIONS. 3. PRODUCT LABELED AND INVOICED AS MEETING THE COMPOSITE WOOD PRODUCTS REGULATION 4. EXTERIOR GRADE PRODUCTS MARKED AS MEETING THE PS-1 OR PS-2 STANDARDS OF THE ENGINEERED WOOD ASSOCIATION, THE AUSTRALIAN AS/NZS 2269 OR EUROPEAN 636 3S STANDARDS. 5. OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY. 5.504.4.6 RESILIENT FLOORING SYSTEMS WHERE RESILIENT FLOORING IS INSTALLED, AT LEAST 80 PERCENT OF FLOOR AREA RECEIVING RESILIENT FLOORING SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.6.1 VERIFICATION OF COMPLIANCE: DOCUMENTATION SHALL BE PROVIDED VERIFYING THAT RESILIENT FLOORING MATERIALS MEET THE POLLUTANT EMISSION LIMITS. 5.504.7 ENVIRONMENTAL TOBACCO SMOKE (ETS) CONTROL WHERE OUTDOOR AREAS ARE PROVIDED FOR SMOKING, PROHIBIT SMOKING WITHIN 25 FEET OF BUILDING ENTRIES, OUTDOOR AIR INTAKES AND OPERABLE WINDOWS AND WITHIN THE BUILDING AS ALREADY PROHIBITED BY OTHER LAWS OR REGULATIONS; OR AS ENFORCED BY ORDINANCES, REGULATIONS OR POLICIES OF ANY CITY, COUNTY, CITY AND COUNTY, CALIFORNIA COMMUNITY COLLEGE, CAMPUS OF THE CALIFORNIA STATE UNIVERSITY, OR CAMPUS OF THE UNIVERSITY OF CALIFORNIA, WHICHEVER ARE MORE STRINGENT. WHEN ORDINANCES, REGULATIONS OR POLICIES ARE NOT IN PLACE, POST SIGNAGE TO INFORM BUILDING OCCUPANTS OF THE PROHIBITIONS. 5.505.1 INDOOR MOISTURE CONTROL: BUILDINGS SHALL MEET OR EXCEED THE PROVISIONS OF CALIFORNIA BUILDING CODE, CCR, TITLE 24, PART 2, SECTIONS 1202 (VENTILATION) AND CHAPTER 14 (EXTERIOR WALLS). FOR ADDITIONAL MEASURES NOT APPLICABLE TO LOW-RISE RESIDENTIAL OCCUPANCIES, SEE SECTION 5.407.2 OF THIS CODE. 5.506.2 CARBON DIOXIDE (CO2) MONITORING FOR BUILDINGS OR ADDITIONS EQUIPPED WITH DEMAND CONTROL VENTILATION, CO2 SENSORS AND VENTILATION CONTROLS SHALL BE SPECIFIED AND INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE CALIFORNIA ENERGY CODE, SECTION 120.1(C)(4). 5.507.4.3 INTERIOR SOUND TRANSMISSION: WALL AND FLOOR-CEILING ASSEMBLIES SEPARATING TENANT SPACES AND TENANT SPACES AND PUBLIC PLACES SHALL HAVE AN STC OF AT LEAST 40. NOTE: EXAMPLES OF ASSEMBLIES AND THEIR VARIOUS STC RATINGS MAY BE FOUND AT THE CALIFORNIA OFFICE OF NOISE CONTROL PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE ARCHITECTURAL APPLICATIONS VOC LIMIT INDOOR CARPET ADHESIVES CARPET PAD ADHESIVES OUTDOOR CARPET ADHESIVES WOOD FLOORING ADHESIVE RUBBER FLOOR ADHESIVES SUBFLOOR ADHESIVES CERAMIC TILE ADHESIVES VCT AND ASPHALT TILE ADHESIVES DRYWALL AND PANEL ADHESIVES COVE BASE ADHESIVES MULTIPURPOSE CONSTRUCTION ADHESIVES STRUCTURAL GLAZING ADHESIVES SINGLE-PLY ROOF MEMBRANE ADHESIVES OTHER ADHESIVE NOT SPECIFICALLY LISTED SPECIALTY APPLICATIONS PVC WELDING CPVC WELDING ABS WELDING PLASTIC CEMENT WELDING ADHESIVE PRIMER FOR PLASTIC CONTACT ADHESIVE SPECIAL PURPOSE CONTACT ADHESIVE STRUCTURAL WOOD MEMBER ADHESIVE TOP AND TRIM ADHESIVE SUBSTRATE SPECIFIC APPLICATIONS METAL TO METAL PLASTIC FOAMS POROUS MATERIAL (EXCEPT WOOD) WOOD FIBERGLASS 1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED. 2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168, . 50 50 150 100 60 50 65 50 50 50 70 100 250 50 510 490 325 250 550 80 250 140 250 30 50 50 30 80 TABLE 5.504.4.1 ADHESIVE VOC LIMIT 1,2 LESS WATER & LESS EXEMPT COMPOUNDS IN GRAMS PER LITER 760 300 250 450 420 250 775 500 760 750 TABLE 5.504.4.2 SEALANT VOC LIMIT LESS WATER AND LESS EXEMPT COMPOUNDS IN GRAMS PER LITER 5.508 OUTDOOR AIR QUALITY 5.508.1.1 CHLOROFLUOROCARBONS (CFCS): INSTALL HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT THAT DO NOT CONTAIN CFCS. 5.508.1.2 HALONS: INSTALL HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT THAT DO NOT CONTAIN HALONS. 5.508.2 SUPERMARKET REFRIGERANT LEAK REDUCTION NEW COMMERCIAL REFRIGERATION SYSTEMS SHALL COMPLY WITH THE PROVISIONS OF THIS SECTION WHEN INSTALLED IN RETAIL FOOD STORES 8,000 SQUARE FEET OR MORE CONDITIONED AREA, AND THAT UTILIZE EITHER REFRIGERATED DISPLAY CASES, OR WALK-IN COOLERS OR FREEZERS CONNECTED TO REMOTE COMPRESSOR UNITS OR CONDENSING UNITS. THE LEAK REDUCTION MEASURES APPLY TO REFRIGERATION SYSTEMS CONTAINING HIGH-GLOBAL-WARMING POTENTIAL (HIGH-GWP) REFRIGERANTS WITH A GWP OF 150 OR GREATER. NEW REFRIGERATION SYSTEMS INCLUDE BOTH NEW FACILITIES AND THE REPLACEMENT OF EXISTING REFRIGERATION SYSTEMS IN EXISTING FACILITIES. EXCEPTION: REFRIGERATION SYSTEMS CONTAINING LOW-GLOBAL WARMING POTENTIAL (LOW-GWP) REFRIGERANT WITH A GWP VALUE LESS THAN 150 ARE NOT SUBJECT TO THIS SECTION. LOW-GWP REFRIGERANTS ARE NONOZONE-DEPLETING REFRIGERANTS THAT INCLUDE AMMONIA, CARBON DIOXIDE (CO2), AND POTENTIALLY OTHER REFRIGERANTS. 5.508.2.1 REFRIGERANT PIPING: PIPING COMPLIANT WITH THE CALIFORNIA MECHANICAL CODE SHALL BE INSTALLED TO BE ACCESSIBLE FOR LEAK PROTECTION AND REPAIRS. PIPING RUNS USING THREADED PIPE, COPPER TUBING WITH AN OUTSIDE DIAMETER (OD) LESS THAN 1/4 INCH, FLARED TUBING CONNECTIONS AND SHORT RADIUS ELBOWS SHALL NOT BE USED IN REFRIGERANT SYSTEMS EXCEPT AS NOTED BELOW. 5.508.2.1.1 THREADED PIPE: THREADED CONNECTIONS ARE PERMITTED AT THE COMPRESSOR RACK. 5.508.2.1.2 COPPER PIPE: COPPER TUBING WITH AN OD LESS THAN 1/4 INCH MAY BE USED IN SYSTEMS WITH A REFRIGERANT CHARGE OF 5 POUNDS OR LESS. 5.508.2.1.2.1 ANCHORAGE: ONE-FOURTH-INCH OD TUBING SHALL BE SECURELY CLAMPED TO A RIGID BASE TO KEEP VIBRATION LEVELS BELOW 8 MILS. 5.508.2.1.3 FLARED TUBING CONNECTIONS: DOUBLE-FLARED TUBING CONNECTIONS MAY BE USED FOR PRESSURE CONTROLS, VALVE PILOT LINES AND OIL. EXCEPTION: SINGLE-FLARED TUBING CONNECTIONS MAY BE USED WITH A MULTIRING SEAL COATED WITH INDUSTRIAL SEALANT SUITABLE FOR USE WITH REFRIGERANTS AND TIGHTENED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 5.508.2.1.4 ELBOWS: SHORT RADIUS ELBOWS ARE ONLY PERMITTED WHERE SPACE LIMITATIONS PROHIBIT USE OF LONG RADIUS ELBOWS. 5.508.2.2 VALVES VALVES AND FITTINGS SHALL COMPLY WITH THE CALIFORNIA MECHANICAL CODE AND AS FOLLOWS. 5.508.2.2.1 PRESSURE RELIEF VALVES: FOR VESSELS CONTAINING HIGH-GWP REFRIGERANT, A RUPTURE DISC SHALL BE INSTALLED BETWEEN THE OUTLET OF THE VESSEL AND THE INLET OF THE PRESSURE RELIEF VALVE. 5.508.2.2.1.1 PRESSURE DETECTION: A PRESSURE GAUGE, PRESSURE TRANSDUCER OR OTHER DEVICE SHALL BE INSTALLED IN THE SPACE BETWEEN THE RUPTURE DISC AND THE RELIEF VALVE INLET TO INDICATE A DISC RUPTURE OR DISCHARGE OF THE RELIEF VALVE. 5.508.2.2.2 ACCESS VALVES: ONLY SCHRADER ACCESS VALVES WITH A BRASS OR STEEL BODY ARE PERMITTED FOR USE. 5.508.2.2.2.1 VALVE CAPS: FOR SYSTEMS WITH A REFRIGERANT CHARGE OF 5 POUNDS OR MORE, VALVE CAPS SHALL BE BRASS OR STEEL AND NOT PLASTIC. 5.508.2.2.2.2 SEAL CAPS: IF DESIGNED FOR IT, THE CAP SHALL HAVE A NEOPRENE O-RING IN PLACE. 5.508.2.2.2.2.1 CHAIN TETHERS: CHAIN TETHERS TO FIT OVER THE STEM ARE REQUIRED FOR VALVES DESIGNED TO HAVE SEAL CAPS. EXCEPTION:VALVES WITH SEAL CAPS THAT ARE NOT REMOVED FROM THE VALVE DURING STEM OPERATION. 5.508.2.3 REFRIGERATED SERVICE CASES: REFRIGERATED SERVICE CASES HOLDING FOOD PRODUCTS CONTAINING VINEGAR AND SALT SHALL HAVE EVAPORATOR COILS OF CORROSION-RESISTANT MATERIAL, SUCH AS STAINLESS STEEL; OR BE COATED TO PREVENT CORROSION FROM THESE SUBSTANCES. 5.508.2.3.1 COIL COATING: CONSIDERATION SHALL BE GIVEN TO THE HEAT TRANSFER EFFICIENCY OF COIL COATING TO MAXIMIZE ENERGY EFFICIENCY. 5.508.2.4 REFRIGERANT RECEIVERS: REFRIGERANT RECEIVERS WITH CAPACITIES GREATER THAN 200 POUNDS SHALL BE FITTED WITH A DEVICE THAT INDICATES THE LEVEL OF REFRIGERANT IN THE RECEIVER. 5.508.2.5 PRESSURE TESTING: THE SYSTEM SHALL BE PRESSURE TESTED DURING INSTALLATION PRIOR TO EVACUATION AND CHARGING. 5.508.2.5.1 MINIMUM PRESSURE: THE SYSTEM SHALL BE CHARGED WITH REGULATED DRY NITROGEN AND APPROPRIATE TRACER GAS TO BRING SYSTEM PRESSURE UP TO 300 PSIG MINIMUM. 5.508.2.5.2 LEAKS: CHECK THE SYSTEM FOR LEAKS, REPAIR ANY LEAKS AND RETEST FOR PRESSURE USING THE SAME GAUGE. 5.508.2.5.3 ALLOWABLE PRESSURE CHANGE: THE SYSTEM SHALL STAND, UNALTERED, FOR 24 HOURS WITH NO MORE THAN A +/- ONE POUND PRESSURE CHANGE FROM 300 PSIG, MEASURED WITH THE SAME GAUGE. 5.508.2.6 EVACUATION: THE SYSTEM SHALL BE EVACUATED AFTER PRESSURE TESTING AND PRIOR TO CHARGING. 5.508.2.6.1 FIRST VACUUM: PULL A SYSTEM VACUUM DOWN TO AT LEAST 1000 MICRONS (+/- 50 MICRONS), AND HOLD FOR 30 MINUTES. 5.508.2.6.2 SECOND VACUUM: PULL A SECOND SYSTEM VACUUM TO A MINIMUM OF 500 MICRONS AND HOLD FOR 30 MINUTES. 5.508.2.6.3 THIRD VACUUM: PULL A THIRD VACUUM DOWN TO A MINIMUM OF 300 MICRONS, AND HOLD FOR 24 HOURS WITH A MAXIMUM DRIFT OF 100 MICRONS OVER A 24-HOUR PERIOD. PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.4 – BUILDING MAINTENANCE AND OPERATION 5.410.2 COMMISSIONING BUILDINGS GRATER THAN 10,000 SQUARE FEET NEW BUILDINGS 10,000 SQUARE FEET AND OVER. FOR NEW BUILDINGS 10,000 SQUARE FEET AND OVER, BUILDING COMMISSIONING SHALL BE INCLUDED IN THE DESIGN AND CONSTRUCTION PROCESSES OF THE BUILDING PROJECT TO VERIFY THAT THE BUILDING SYSTEMS AND COMPONENTS MEET THE OWNER'S OR OWNER REPRESENTATIVE'S PROJECT REQUIREMENTS. COMMISSIONING SHALL BE PERFORMED IN ACCORDANCE WITH THIS SECTION BY TRAINED PERSONNEL WITH EXPERIENCE ON PROJECTS OF COMPARABLE SIZE AND COMPLEXITY. 5.410.2.1 OWNER'S OR OWNER REPRESENTATIVE'S PROJECT REQUIREMENTS (OPR) THE EXPECTATIONS AND REQUIREMENTS OF THE BUILDING APPROPRIATE TO ITS PHASE SHALL BE DOCUMENTED BEFORE THE DESIGN PHASE OF THE PROJECT BEGINS. THIS DOCUMENTATION SHALL INCLUDE THE FOLLOWING: 1. ENVIRONMENTAL AND SUSTAINABILITY GOALS. 2. BUILDING SUSTAINABLE GOALS. 3. INDOOR ENVIRONMENTAL QUALITY REQUIREMENTS. 4. PROJECT PROGRAM, INCLUDING FACILITY FUNCTIONS AND HOURS OF OPERATION, AND NEED FOR AFTER HOURS OPERATION. 5. EQUIPMENT AND SYSTEMS EXPECTATIONS. 6. BUILDING OCCUPANT AND OPERATION AND MAINTENANCE (O&M) PERSONNEL EXPECTATIONS. 5.410.4 TESTING AND ADJUSTING. NEW BUILDINGS LESS THAN 10,000 SQUARE FEET TESTING AND ADJUSTING OF SYSTEMS SHALL BE REQUIRED FOR NEW BUILDINGS LESS THAN 10,000 SQUARE FEET OR NEW SYSTEMS TO SERVE AN ADDITION OR ALTERATION THAT CONSIST OF BUILDING ADDITIONS OF 1,000 SQUARE FEET OR GREATER, NONCOMPLIANT PLUMBING FIXTURES REPLACEMENT WITH APPROPRIATE WATER-CONSERVING PLUMBING FIXTURES, AND/OR BUILDING ALTERATIONS WITH A PERMIT VALUATION OF $200,000 OR ABOVE . DIVISION 5.5 – ENVIRONMENTAL QUALITY 1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E1333. FOR ADDITIONAL INFORMATION, SEE CALIFORNIA CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12. 2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5 /16 INCH (8 MM). CURRENT LIMIT 0.05 0.05 0.09 0.11 0.13 TABLE 5.504.4.5 FORMALDEHYDE LIMITS1 MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION 5.506 INDOOR AIR QUALITY 5.506.1 OUTSIDE AIR DELIVERY FOR MECHANICALLY OR NATURALLY VENTILATED SPACES IN BUILDINGS, MEET THE MINIMUM REQUIREMENTS OF SECTION 120.1 (REQUIREMENTS FOR VENTILATION) OF THE CALIFORNIA ENERGY CODE, OR THE APPLICABLE LOCAL CODE, WHICHEVER IS MORE STRINGENT, AND DIVISION 1, CHAPTER 4 OF CCR, TITLE 8. 5.504.1 TEMPORARY VENTILATION THE PERMANENT HVAC SYSTEM SHALL ONLY BE USED DURING CONSTRUCTION IF NECESSARY TO CONDITION THE BUILDING OR AREAS OF ADDITION OR ALTERATION WITHIN THE REQUIRED TEMPERATURE RANGE FOR MATERIAL AND EQUIPMENT INSTALLATION. IF THE HVAC SYSTEM IS USED DURING CONSTRUCTION, USE RETURN AIR FILTERS WITH A MINIMUM EFFICIENCY REPORTING VALUE (MERV) OF 8, BASED ON ASHRAE 52.2-1999, OR AN AVERAGE EFFICIENCY OF 30 PERCENT BASED ON ASHRAE 52.1-1992. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY, OR, IF THE BUILDING IS OCCUPIED DURING ALTERATION, AT THE CONCLUSION OF CONSTRUCTION. 5.503.1 FIREPLACES 5.503.1 FIREPLACES: INSTALL ONLY A DIRECT-VENT SEALED-COMBUSTION GAS OR SEALED WOOD-BURNING FIREPLACE, OR A SEALED WOOD-STOVE OR PELLET STOVE, AND REFER TO RESIDENTIAL REQUIREMENTS IN THE CALIFORNIA ENERGY CODE, TITLE 24, PART 6, SUBCHAPTER 7, SECTION 150. WOODSTOVES, PELLET STOVES AND FIREPLACES SHALL COMPLY WITH APPLICABLE LOCAL ORDINANCES. 5.503.1.1 WOODSTOVES: WOODSTOVE AND PELLET STOVES SHALL COMPLY WITH US EPA NEW SOURCE PERFORMANCE STANDARDS (NSPS) EMISSION LIMITS AS APPLICABLE, AND SHALL HAVE A PERMANENT LABEL INDICATING THEY ARE CERTIFIED TO MEET THE EMISSION LIMITS. 5.504.3 COVERING OF DUCT OPENINGS AND PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION AT THE TIME OF ROUGH INSTALLATION AND DURING STORAGE ON THE CONSTRUCTION SITE UNTIL FINAL STARTUP OF THE HEATING, COOLING AND VENTILATING EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, SHEETMETAL OR OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT OF DUST, WATER AND DEBRIS WHICH MAY ENTER THE SYSTEM. PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.5 – ENVIRONMENTAL QUALITY FOR I-OCCUPANCIES THAT ARE NOT REGULATED BY OSHPD OR FOR I-OCCUPANCIES AND L-OCCUPANCIES THAT ARE NOT REGULATED BY THE CALIFORNIA ENERGY CODE SECTION 100.0 SCOPE, ALL REQUIREMENTS IN SECTIONS 5.410.2 THROUGH 5.410.2.6 SHALL APPLY. NOTE: FOR ENERGY-RELATED SYSTEMS UNDER THE SCOPE (SECTION 100) OF THE CALIFORNIA ENERGY CODE, INCLUDING HEATING, VENTILATION, AIR CONDITIONING (HVAC) SYSTEMS AND CONTROLS, INDOOR LIGHTING SYSTEMS AND CONTROLS, AS WELL AS WATER HEATING SYSTEMS AND CONTROLS, REFER TO CALIFORNIA ENERGY CODE SECTION 120.8 FOR COMMISSIONING REQUIREMENTS. A REPORT OF COMMISSIONING PROCESS ACTIVITIES UNDERTAKEN THROUGH THE DESIGN AND CONSTRUCTION PHASES OF THE BUILDING PROJECT SHALL BE COMPLETED AND PROVIDED TO THE OWNER OR REPRESENTATIVE. COMMISSIONING REQUIREMENTS SHALL INCLUDE: 1. OWNER'S OR OWNER REPRESENTATIVE'S PROJECT REQUIREMENTS. 2. BASIS OF DESIGN. 3. COMMISSIONING MEASURES SHOWN IN THE CONSTRUCTION DOCUMENTS. 4. COMMISSIONING PLAN. 5. FUNCTIONAL PERFORMANCE TESTING. 6. DOCUMENTATION AND TRAINING. 7. COMMISSIONING REPORT. EXCEPTIONS: 1. UNCONDITIONED WAREHOUSES OF ANY SIZE. 2. AREAS LESS THAN 10,000 SQUARE FEET USED FOR OFFICES OR OTHER CONDITIONED ACCESSORY SPACES WITHIN UNCONDITIONED WAREHOUSES. 3. TENANT IMPROVEMENTS LESS THAN 10,000 SQUARE FEET 4. OPEN PARKING GARAGES OF ANY SIZE, OR OPEN PARKING GARAGE AREAS, OF ANY SIZE, WITHIN A STRUCTURE. NOTE: FOR THE PURPOSES OF THIS SECTION, UNCONDITIONED SHALL MEAN A BUILDING, AREA OR ROOM WHICH DOES NOT PROVIDE HEATING AND OR AIR CONDITIONING. 5.410.2.2 BASIS OF DESIGN (BOD) A WRITTEN EXPLANATION OF HOW THE DESIGN OF THE BUILDING SYSTEMS MEETS THE OPR SHALL BE COMPLETED AT THE DESIGN PHASE OF THE BUILDING PROJECT. THE BASIS OF DESIGN DOCUMENT SHALL COVER THE FOLLOWING SYSTEMS: 1. RENEWABLE ENERGY SYSTEMS. 2. LANDSCAPE IRRIGATION SYSTEMS. 3. WATER REUSE SYSTEMS. 5.410.2.3 COMMISSIONING PLAN PRIOR TO PERMIT ISSUANCE A COMMISSIONING PLAN SHALL BE COMPLETED TO DOCUMENT HOW THE PROJECT WILL BE COMMISSIONED. THE COMMISSIONING PLAN SHALL INCLUDE THE FOLLOWING: 1. GENERAL PROJECT INFORMATION. 2. COMMISSIONING GOALS. 3. SYSTEMS TO BE COMMISSIONED. PLANS TO TEST SYSTEMS AND COMPONENTS SHALL INCLUDE: a. AN EXPLANATION OF THE ORIGINAL DESIGN INTENT. b. EQUIPMENT AND SYSTEMS TO BE TESTED, INCLUDING THE EXTENT OF TESTS. c. FUNCTIONS TO BE TESTED. d. CONDITIONS UNDER WHICH THE TEST SHALL BE PERFORMED. 4. MEASURABLE CRITERIA FOR ACCEPTABLE PERFORMANCE. 5. COMMISSIONING TEAM INFORMATION. 6. COMMISSIONING PROCESS ACTIVITIES, SCHEDULES AND RESPONSIBILITIES. PLANS FOR THE COMPLETION OF COMMISSIONING SHALL BE INCLUDED. 5.410.2.4 FUNCTIONAL PERFORMANCE TESTING FUNCTIONAL PERFORMANCE TESTS SHALL DEMONSTRATE THE CORRECT INSTALLATION AND OPERATION OF EACH COMPONENT, SYSTEM AND SYSTEM- TO-SYSTEM INTERFACE IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. FUNCTIONAL PERFORMANCE TESTING REPORTS SHALL CONTAIN INFORMATION ADDRESSING EACH OF THE BUILDING COMPONENTS TESTED, THE TESTING METHODS UTILIZED, AND INCLUDE ANY READINGS AND ADJUSTMENTS MADE. 5.410.2.5 DOCUMENTATION AND TRAINING A SYSTEMS MANUAL AND SYSTEMS OPERATIONS TRAINING ARE REQUIRED, INCLUDING OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA) REQUIREMENTS IN CALIFORNIA CODE OF REGULATIONS (CCR), TITLE 8, SECTION 5142, AND OTHER RELATED REGULATIONS. 5.410.2.5.1 SYSTEMS MANUAL: DOCUMENTATION OF THE OPERATIONAL ASPECTS OF THE BUILDING SHALL BE COMPLETED WITHIN THE SYSTEMS MANUAL AND DELIVERED TO THE BUILDING OWNER OR REPRESENTATIVE. THE SYSTEMS MANUAL SHALL INCLUDE THE FOLLOWING: 1. SITE INFORMATION, INCLUDING FACILITY DESCRIPTION, HISTORY AND CURRENT REQUIREMENTS. 2. SITE CONTACT INFORMATION. 3. BASIC OPERATIONS AND MAINTENANCE, INCLUDING GENERAL SITE OPERATING PROCEDURES, BASIC TROUBLESHOOTING, RECOMMENDED MAINTENANCE REQUIREMENTS, SITE EVENTS LOG. 4. MAJOR SYSTEMS. 5. SITE EQUIPMENT INVENTORY AND MAINTENANCE NOTES. 6. A COPY OF VERIFICATIONS REQUIRED BY THE ENFORCING AGENCY OR THIS CODE. 7. OTHER RESOURCES AND DOCUMENTATION, IF APPLICABLE. 5.410.2.5.2 SYSTEMS OPERATIONS TRAINING: A PROGRAM FOR TRAINING OF THE APPROPRIATE MAINTENANCE STAFF FOR EACH EQUIPMENT TYPE AND/OR SYSTEM SHALL BE DEVELOPED AND DOCUMENTED IN THE COMMISSIONING REPORT AND SHALL INCLUDE THE FOLLOWING: 1. SYSTEM/EQUIPMENT OVERVIEW (WHAT IT IS, WHAT IT DOES AND WITH WHAT OTHER SYSTEMS AND/OR EQUIPMENT IT INTERFACES). 2. REVIEW AND DEMONSTRATION OF SERVICING/PREVENTIVE MAINTENANCE. 3. REVIEW OF THE INFORMATION IN THE SYSTEMS MANUAL. 4. REVIEW OF THE RECORD DRAWINGS ON THE SYSTEM/EQUIPMENT. 5.504.4.3 PAINTS AND COATINGS ARCHITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS IN TABLE 1 OF THE ARB ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, AS SHOWN IN TABLE 5.504.4.3, UNLESS MORE STRINGENT LOCAL LIMITS APPLY. THE VOC CONTENT LIMIT FOR COATINGS THAT DO NOT MEET THE DEFINITIONS FOR THE SPECIALTY COATINGS CATEGORIES LISTED IN TABLE 5.504.4.3 SHALL BE DETERMINED BY CLASSIFYING THE COATING AS A FLAT, NONFLAT OR NONFLAT-HIGH GLOSS COATING, BASED ON ITS GLOSS, AS DEFINED IN SUBSECTIONS 4.21, 4.36 AND 4.37 OF THE 2007 CALIFORNIA AIR RESOURCES BOARD SUGGESTED CONTROL MEASURE, AND THE CORRESPONDING FLAT, NONFLAT OR NONFLAT-HIGH GLOSS VOC LIMIT IN TABLE 5.504.4.3 SHALL APPLY. 5.504.4.3.1 AEROSOL PAINTS AND COATINGS: AEROSOL PAINTS AND COATINGS SHALL MEET THE PWMIR LIMITS FOR ROC IN SECTION 94522(A)(3) AND OTHER REQUIREMENTS, INCLUDING PROHIBITIONS ON USE OF CERTAIN TOXIC COMPOUNDS AND OZONE DEPLETING SUBSTANCES, IN SECTIONS 94522(C)(2) AND (D)(2) OF CALIFORNIA CODE OF REGULATIONS, TITLE 17, COMMENCING WITH SECTION 94520; AND IN AREAS UNDER THE JURISDICTION OF THE BAY AREA AIR QUALITY MANAGEMENT DISTRICT ADDITIONALLY COMPLY WITH THE PERCENT VOC BY WEIGHT OF PRODUCT LIMITS OF REGULATION 8 RULE 49. 5.504.4.3.2 VERIFICATION: VERIFICATION OF COMPLIANCE WITH THIS SECTION SHALL BE PROVIDED AT THE REQUEST OF THE ENFORCING AGENCY. DOCUMENTATION MAY INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING: 1. MANUFACTURER'S PRODUCT SPECIFICATION 2. FIELD VERIFICATION OF ON-SITE PRODUCT CONTAINERS NOTE:FOR ENERGY-RELATED SYSTEMS UNDER THE SCOPE (SECTION 100) OF THE CALIFORNIA ENERGY CODE, INCLUDING HEATING, VENTILATION, AIR CONDITIONING (HVAC) SYSTEMS AND CONTROLS, INDOOR LIGHTING SYSTEM AND CONTROLS, AS WELL AS WATER HEATING SYSTEMS AND CONTROLS, REFER TO CALIFORNIA ENERGY CODE SECTION 120.8 FOR COMMISSIONING REQUIREMENTS AND SECTIONS 120.5, 120.6, 130.4 AND 140.9(B)3 FOR ADDITIONAL TESTING REQUIREMENTS OF SPECIFIC SYSTEMS. 5.410.4.2 SYSTEMS DEVELOP A WRITTEN PLAN OF PROCEDURES FOR TESTING AND ADJUSTING SYSTEMS. SYSTEMS TO BE INCLUDED FOR TESTING AND ADJUSTING SHALL INCLUDE, AS APPLICABLE TO THE PROJECT: 1. RENEWABLE ENERGY SYSTEMS. 2. LANDSCAPE IRRIGATION SYSTEMS. 3. WATER REUSE SYSTEMS. 5.410.4.3 PROCEDURES PERFORM TESTING AND ADJUSTING PROCEDURES IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND APPLICABLE STANDARDS ON EACH SYSTEM. 5.410.4.4 REPORTING AFTER COMPLETION OF TESTING, ADJUSTING AND BALANCING, PROVIDE A FINAL REPORT OF TESTING SIGNED BY THE INDIVIDUAL RESPONSIBLE FOR PERFORMING THESE SERVICES. 5.410.4.5 OPERATION AND MAINTENANCE (O & M) MANUAL PROVIDE THE BUILDING OWNER OR REPRESENTATIVE WITH DETAILED OPERATING AND MAINTENANCE INSTRUCTIONS AND COPIES OF GUARANTIES/WARRANTIES FOR EACH SYSTEM. O & M INSTRUCTIONS SHALL BE CONSISTENT WITH OSHA REQUIREMENTS IN CCR, TITLE 8, SECTION 5142, AND OTHER RELATED REGULATIONS. 5.504.5.3 FILTERS IN MECHANICALLY VENTILATED BUILDINGS, PROVIDE REGULARLY OCCUPIED AREAS OF THE BUILDING WITH AIR FILTRATION MEDIA FOR OUTSIDE AND RETURN AIR THAT PROVIDES AT LEAST A MINIMUM EFFICIENCY REPORTING VALUE (MERV) OF 13. MERV 13 FILTERS SHALL BE INSTALLED PRIOR TO OCCUPANCY, AND RECOMMENDATIONS FOR MAINTENANCE WITH FILTERS OF THE SAME VALUE SHALL BE INCLUDED IN THE OPERATION AND MAINTENANCE MANUAL. EXCEPTION:EXISTING MECHANICAL EQUIPMENT. 5.504.5.3.1 LABELING: INSTALLED FILTERS SHALL BE CLEARLY LABELED BY THE MANUFACTURER INDICATING THE MERV RATING. 5.504.4.7 THERMAL INSULATION COMPLY WITH THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.7.1 VERIFICATION OF COMPLIANCE: DOCUMENTATION SHALL BE PROVIDED VERIFYING THAT THERMAL INSULATION MATERIALS MEET THE POLLUTANT EMISSION LIMITS. 5.504.4.8 ACOUSTICAL CEILINGS AND WALL PANELS COMPLY WITH THE REQUIREMENTS OF THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH, "STANDARD METHOD FOR THE TESTING AND EVALUATION OF VOLATILE ORGANIC CHEMICAL EMISSIONS FROM INDOOR SOURCES USING ENVIRONMENTAL CHAMBERS," VERSION 1.2, JANUARY 2017 (EMISSION TESTING METHOD FOR CALIFORNIA SPECIFICATION 01350). SEE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH'S WEBSITE FOR CERTIFICATION PROGRAMS AND TESTING LABS. 5.504.4.8.1 VERIFICATION OF COMPLIANCE: DOCUMENTATION SHALL BE PROVIDED VERIFYING THAT ACOUSTICAL FINISH MATERIALS MEET THE POLLUTANT EMISSION LIMITS. 5.507.4 ACOUSTICAL CONTROL EMPLOY BUILDING ASSEMBLIES AND COMPONENTS WITH SOUND TRANSMISSION CLASS (STC) VALUES DETERMINED IN ACCORDANCE WITH ASTM E90 AND ASTM E413 OR OUTDOOR-INDOOR SOUND TRANSMISSION CLASS (OITC) DETERMINED IN ACCORDANCE WITH ASTM E1332, USING EITHER THE PRESCRIPTIVE OR PERFORMANCE METHOD EXCEPTION: BUILDINGS WITH FEW OR NO OCCUPANTS OR WHERE OCCUPANTS ARE NOT LIKELY TO BE AFFECTED BY EXTERIOR NOISE, AS DETERMINED BY THE ENFORCEMENT AUTHORITY, SUCH AS FACTORIES, STADIUMS, STORAGE, ENCLOSED PARKING STRUCTURES AND UTILITY BUILDINGS. 5.507.4.1 EXTERIOR NOISE TRANSMISSION, PRESCRIPTIVE METHOD WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MAKING UP THE BUILDING OR ADDITION ENVELOPE OR ALTERED ENVELOPE SHALL MEET A COMPOSITE STC RATING OF AT LEAST 50 OR A COMPOSITE OITC RATING OF NO LESS THAN 40, WITH EXTERIOR WINDOWS OF A MINIMUM STC OF 40 OR OITC OF 30 IN THE FOLLOWING LO CATIONS: 1. WITHIN THE 65 CNEL NOISE CONTOUR OF AN AIRPORT. EXCEPTIONS: a. LDN OR CNEL FOR MILITARY AIRPORTS SHALL BE DETERMINED BY THE FACILITY AIR INSTALLATION COMPATIBLE LAND USE ZONE (AICUZ) PLAN. b. LDN OR CNEL FOR OTHER AIRPORTS AND HELIPORTS FOR WHICH A LAND USE PLAN HAS NOT BEEN DEVELOPED SHALL BE DETERMINED BY THE LOCAL GENERAL PLAN NOISE ELEMENT. 2. WITHIN THE 65 CNEL OR LDN NOISE CONTOUR OF A FREEWAY OR EXPRESSWAY, RAILROAD, INDUSTRIAL SOURCE OR FIXED- GUIDEWAY SOURCE AS DETERMINED BY THE NOISE ELEMENT OF THE GENERAL PLAN. 5.507.4.1.1 NOISE EXPOSURE WHERE NOISE CONTOURS ARE NOT READILY AVAILABLE BUILDINGS EXPOSED TO A NOISE LEVEL OF 65 DB LEQ-1-HR DURING ANY HOUR OF OPERATION SHALL HAVE BUILDING, ADDITION OR ALTERATION EXTERIOR WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MEETING A COMPOSITE STC RATING OF AT LEAST 45 (OR OITC 35), WITH EXTERIOR WINDOWS OF A MINIMUM STC OF 40 (OR OITC 30). 5.507.4.2 PERFORMANCE METHOD FOR BUILDINGS LOCATED AS DEFINED IN SECTION 5.507.4.1 OR 5.507.4.1.1, WALL AND ROOF-CEILING ASSEMBLIES EXPOSED TO THE NOISE SOURCE MAKING UP THE BUILDING OR ADDITION ENVELOPE OR ALTERED ENVELOPE SHALL BE CONSTRUCTED TO PROVIDE AN INTERIOR NOISE ENVIRONMENT ATTRIBUTABLE TO EXTERIOR SOURCES THAT DOES NOT EXCEED AN HOURLY EQUIVALENT NOISE LEVEL (LEQ-1HR) OF 50 DBA IN OCCUPIED AREAS DURING ANY HOUR OF OPERATION. 5.507.4.2.1 SITE FEATURES: EXTERIOR FEATURES SUCH AS SOUND WALLS OR EARTH BERMS MAY BE UTILIZED AS APPROPRIATE TO THE BUILDING, ADDITION OR ALTERATION PROJECT TO MITIGATE SOUND MIGRATION TO THE INTERIOR. 5.507.4.2.2 DOCUMENTATION OF COMPLIANCE: AN ACOUSTICAL ANALYSIS DOCUMENTING COMPLYING INTERIOR SOUND LEVELS SHALL BE PREPARED BY PERSONNEL APPROVED BY THE ARCHITECT OR ENGINEER OF RECORD. PROJ. REQUIREMENT MANDATORY FEATURE OR MEASURE COMPLIANCE DIVISION 5.4 – MATERIAL CONSERVATION AND RESOURCE EFFICIENCY 5.407.1 WEATHER PROTECTION PROVIDE A WEATHER-RESISTANT EXTERIOR WALL AND FOUNDATION ENVELOPE AS REQUIRED BY CALIFORNIA BUILDING CODE SECTION 1402.2 (WEATHER PROTECTION), MANUFACTURER'S INSTALLATION INSTRUCTIONS OR LOCAL ORDINANCE, WHICHEVER IS MORE STRINGENT. 5.407.2 MOISTURE CONTROL: EMPLOY MOISTURE CONTROL MEASURES BY THE FOLLOWING METHODS. 5.407.2.1 SPRINKLERS: DESIGN AND MAINTAIN LANDSCAPE IRRIGATION SYSTEMS TO PREVENT SPRAY ON STRUCTURES. 5.407.2.2 ENTRIES AND OPENINGS: DESIGN EXTERIOR ENTRIES AND/OR OPENINGS SUBJECT TO FOOT TRAFFIC OR WIND-DRIVEN RAIN TO PREVENT WATER INTRUSION INTO BUILDINGS AS FOLLOWS: 5.407.2.2.1 EXTERIOR DOOR PROTECTION: PRIMARY EXTERIOR ENTRIES SHALL BE COVERED TO PREVENT WATER INTRUSION BY USING NONABSORBENT FLOOR AND WALL FINISHES WITHIN AT LEAST 2 FEET AROUND AND PERPENDICULAR TO SUCH OPENINGS PLUS AT LEAST ONE OF THE FOLLOWING: 1. AN INSTALLED AWNING AT LEAST 4 FEET IN DEPTH. 2. THE DOOR IS PROTECTED BY A ROOF OVERHANG AT LEAST 4 FEET IN DEPTH. 3. THE DOOR IS RECESSED AT LEAST 4 FEET. 4. OTHER METHODS WHICH PROVIDE EQUIVALENT PROTECTION. 5.407.2.2.2 FLASHING: INSTALL FLASHINGS INTEGRATED WITH A DRAINAGE PLANE. SECTION 5.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING 5.408.1 CONSTRUCTION WASTE MANAGEMENT: RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF 65 PERCENT OF THE NONHAZARDOUS CONSTRUCTION AND DEMOLITION WASTE ; OR MEET A LOCAL CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT ORDINANCE, WHICHEVER IS MORE STRINGENT. 5.408.1.1 CONSTRUCTION WASTE MANAGEMENT PLAN: WHERE A LOCAL JURISDICTION DOES NOT HAVE A CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT ORDINANCE THAT IS MORE STRINGENT, SUBMIT A CONSTRUCTION WASTE MANAGEMENT PLAN THAT 1. IDENTIFIES THE CONSTRUCTION AND DEMOLITION WASTE MATERIALS TO BE DIVERTED FROM DISPOSAL BY EFFICIENT USAGE, RECYCLING, REUSE ON THE PROJECT OR SALVAGE FOR FUTURE USE OR SALE. 2. DETERMINES IF CONSTRUCTION AND DEMOLITION WASTE MATERIALS WILL BE SORTED ON-SITE (SOURCE-SEPARATED) OR BULK MIXED (SINGLE STREAM). 3. IDENTIFIES DIVERSION FACILITIES WHERE CONSTRUCTION AND DEMOLITION WASTE MATERIAL COLLECTED WILL BE TAKEN. 4. SPECIFIES THAT THE AMOUNT OF CONSTRUCTION AND DEMOLITION WASTE MATERIALS DIVERTED SHALL BE CALCULATED BY WEIGHT OR VOLUME, BUT NOT BY BOTH. 5.408.1.2 WASTE MANAGEMENT COMPANY: UTILIZE A WASTE MANAGEMENT COMPANY THAT CAN PROVIDE VERIFIABLE DOCUMENTATION THAT THE PERCENTAGE OF CONSTRUCTION AND DEMOLITION WASTE MATERIAL DIVERTED FROM THE LANDFILL COMPLIES WITH THIS SECTION. NOTE: THE OWNER OR CONTRACTOR SHALL MAKE THE DETERMINATION IF THE CONSTRUCTION AND DEMOLITION WASTE MATERIAL WILL BE DIVERTED BY A WASTE MANAGEMENT COMPANY. 5.408.2 UNIVERSAL WASTE ADDITIONS AND ALTERATIONS ADDITIONS AND ALTERATIONS TO A BUILDING OR TENANT SPACE THAT CONSIST OF BUILDING ADDITIONS OF 1,000 SQ UARE FEET OR GREATER, NONCOMPLIANT PLUMBING FIXTURES REPLACEMENT WITH APPROPRIATE WATER-CONSERVING PLUMBING FIXTURES, AND/OR BUILDING ALTERATIONS WITH A PERMIT VALUATION OF $200,000 OR ABOVE SHALL REQUIRE VERIFICATION THAT UNIVERSAL WASTE ITEMS SUCH AS FLUORESCENT LAMPS AND BALLAST AND MERCURY CONTAINING THERMOSTATS AS WELL AS OTHER CALIFORNIA PROHIBITED UNIVERSAL WASTE MATERIALS ARE DISPOSED OF PROPERLY AND ARE DIVERTED FROM LANDFILLS. A LIST OF PROHIBITED UNIVERSAL WASTE MATERIALS SHALL BE INCLUDED IN THE CONSTRUCTION DOCUMENTS. EXCEPTIONS TO SECTIONS 5.408.1.1 AND 5.408.1.2: 1. EXCAVATED SOIL AND LAND-CLEARING DEBRIS. 2. ALTERNATE WASTE REDUCTION METHODS DEVELOPED BY WORKING WITH LOCAL AGENCIES IF DIVERSION OR RECYCLE FACILITIES CAPABLE OF COMPLIANCE WITH THIS ITEM DO NOT EXIST. 3. DEMOLITION WASTE MEETING LOCAL ORDINANCE OR CALCULATED IN CONSIDERATION OF LOCAL RECYCLING FACILITIES AND MARKETS. 5.408.1.3 WASTE STREAM REDUCTION ALTERNATIVE: THE COMBINED WEIGHT OF NEW CONSTRUCTION DISPOSAL THAT DOES NOT EXCEED TWO POUNDS PER SQUARE FOOT OF BUILDING AREA MAY BE DEEMED TO MEET THE 65 PERCENT MINIMUM REQUIREMENT AS APPROVED BY THE ENFORCING AGENCY. 5.408.1.4 DOCUMENTATION: DOCUMENTATION SHALL BE PROVIDED TO THE ENFORCING AGENCY WHICH DEMONSTRATES COMPLIANCE WITH SECTIONS 5.408.1.1 THROUGH 5.408.1.3. THE WASTE MANAGEMENT PLAN SHALL BE UPDATED AS NECESSARY AND SHALL BE ACCESSIBLE DURING CONSTRUCTION FOR EXAMINATION BY THE ENFORCING AGENCY. NOTES: 1. SAMPLE FORMS FOUND IN "A GUIDE TO THE CALIFORNIA GREEN BUILDING STANDARDS CODE (NONRESIDENTIAL) MAY BE USED TO ASSIST IN DOCUMENTING COMPLIANCE WITH THE WASTE MANAGEMENT PLAN. 2. MIXED CONSTRUCTION AND DEMOLITION DEBRIS (C&D) PROCESSORS CAN BE LOCATED AT THE CALIFORNIA DEPARTMENT OF RESOURCES RECYCLING AND RECOVERY (CALRECYCLE). NOTE:REFER TO THE UNIVERSAL WASTE RULE LINK AT THE DEPARTMENT OF TOXIC SUBSTANCE CONTROL WEB SITEHTTPS://DTSC.CA.GOV/ 5.408.3 EXCAVATED SOIL AND LAND CLEARING DEBRIS 100 PERCENT OF TREES, STUMPS, ROCKS AND ASSOCIATED VEGETATION AND SOILS RESULTING PRIMARILY FROM LAND CLEARING SHALL BE REUSED OR RECYCLED. FOR A PHASED PROJECT, SUCH MATERIAL MAY BE STOCKPILED ON SITE UNTIL THE STORAGE SITE IS DEVELOPED. EXCEPTION: REUSE, EITHER ON-OR OFF-SITE, OF VEGETATION OR SOIL CONTAMINATED BY DISEASE OR PEST INFESTATION. NOTES:IF CONTAMINATION BY DISEASE OR PEST INFESTATION IS SUSPECTED, CONTACT THE COUNTY AGRICULTURAL COMMISSIONER AND FOLLOW ITS DIRECTION FOR RECYCLING OR DISPOSAL OF THE MATERIAL. FOR A MAP OF KNOWN PEST AND/OR DISEASE QUARANTINE ZONES, CONSULT WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE. (WWW.CDFA.CA.GOV) REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 0 8 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.1 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 0 9 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.2 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Break Room #102 Break Room #102 Break Room #102 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 0 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.3 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Mapping #122 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 1 P M EX I S T I N G C O N D I T I O N S P H O T O S - F O R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.4 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check Corridor #131 Janitor #128 Office #126 Corridor #131 Engineering #124, 125Director #134 Men #129Men #129 Director's Conf #133 REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 731 South Highway 101, Suite 1M, Solana Beach, CA 92075 (714) 639-9860 ry-aoarchitects.com Plan Check Number: Project Number: 20 2 2 R Y + A O , L L P Th e s e p l a n s a r e c o p y r i g h t p r o t e c t e d . U n d e r s u c h p r ot e c t i o n u n a u t h o r i z e d u s e i s n o t p e r m i t t e d . T h e s e p la n s s h a l l n o t b e r e p r o d u c e d o r u s e d w i t h o u t w r i t t e n p e r m i s s i o n b y A r c h i t e c t s O r a n g e . c SEAL CONSULTANT Dr a w i n g F i l e N a m e : Sh e e t P l o t t e d : S H E E T -- C: \ U s e r s \ r o b e r t s \ O n e D r i v e - A O \ D o c u m e n t s \ 2 0 2 3 - 0 6 4 6 SC E S a n t a A n a B l d g C S e i s m i c R e t r o f i t _ a o _ c o m m _ r o b e r ts . r v t 6/ 1 1 / 2 0 2 4 5 : 4 0 : 1 1 P M ST U C C O R E P A I R G U I D A N C E - FO R R E F E R E N C E O N L Y 2023-0646 8631 RUSH STREET ROSEMEAD, CA 91770 626-302-3687 SOUTHERN CALIFORNIA EDISON SC E - S a n t a A n a B l d g C V o l u n t a r y Se i s m i c R e t r o f i t 13 2 7 S O U T H G R A N D A V E N U E SA N T A A N A , C A 9 2 7 0 5 101119260 T1.5 2024-01-24 Issue for Plan Check 2024-02-21 Issue for City Planning 2024-06-11 Re-Issue for Plan Check REN. 4/30/25 No. C-11043 RICHARD S.YEN STATE OF CALIFORNIA REGISTERED ARCHITEC T 2024-06-11 1327 S Grand Ave 12/12/2024 1327 S Grand Ave 12/12/2024 AC AC AC 04 19 2024619 887-6063 AJ Costa 1327 S Grand Ave 12/12/2024 1327 S Grand Ave 12/12/2024 SCE Building C Rooftop HVAC Equipment Anchorage 1327 S Grand Ave, Santa Ana, CA 92705 October 2024 SGH Project 238143.00-BLDC Page 1 of 43 1327 S Grand Ave 12/12/2024 | www.sgh.com PREPARED FOR: RY+AO 731 South Highway 101, Suite 1M Solana Beach, CA 92075 PREPARED BY: Simpson Gumpertz & Heger Inc. 4695 MacArthur Court, Suite 500 Newport Beach, CA 92660 Tel: 949.930.2500 Fax: 949.885.0456 Page 2 of 43 1327 S Grand Ave 12/12/2024 Table of Contents CONTENTS Page 1. BASIS OF DESIGN 4 2. SITE SEISMICITY 6 3. EQUIPMENT INFORMATION TABLE 9 4. LOADING DEMAND OF HVAC UNITS 11 5. EQUIPMENT ANCHORAGE DESIGN/CHECK 26 6. ROOF FRAMING MEMBERS DESIGN/CHECK 37 Page 3 of 43 1327 S Grand Ave 12/12/2024 BASIS OF DESIGN Page 4 of 43 1327 S Grand Ave 12/12/2024 Basis of Design The scope of this project is to design the seismic anchorage of twelve existing rooftop AC units weighing more than 400 lbs. and/or with a center-of-mass more than 4 feet above its base, and two existing rooftop AC units weighing not more than 400 lbs. and/or with a center-of-mass more than 4 feet above its base. The following calculations demonstrate the design of new anchorage and roof framing, where required, to adequately support the equipment. Page 5 of 43 1327 S Grand Ave 12/12/2024 SITE SEISMICITY Page 6 of 43 1327 S Grand Ave 12/12/2024 ASCE Hazards Report Address: 1327 S Grand Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-22 Latitude:33.730972 Risk Category:IV Longitude:-117.850358 Soil Class:E - Soft Clay Soil Elevation:92.71986199262604 ft (NAVD 88) Page 1 of 4https://ascehazardtool.org/Mon Oct 07 2024 Page 7 of 43 1327 S Grand Ave 12/12/2024 PGA M : 0.55 SMS : 1.59 SM1 : 1.78 SDS : 1.06 SD1 : 1.19 T L : 8 SS : 1.46 S1 : 0.48 VS30 : 150 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic E - Soft Clay SoilSite Soil Class: Results: Page 2 of 4https://ascehazardtool.org/Mon Oct 07 2024 Page 8 of 43 1327 S Grand Ave 12/12/2024 EQUIPMENT INFORMATION TABLE Page 9 of 43 1327 S Grand Ave 12/12/2024 MARK MANUFACTURER MODEL UNIT WEIGHT UNIT ACCESSORY* WEIGHT (NOT CURB) UNIT HEIGHT UNIT WIDTH UNIT LENGTH CURB HEIGHT CURB WIDTH CURB LENGTH CURB WEIGHT CURB ADAPTER WEIGHT MECH PLATFORM WIDTH MECH PLATFORM LENGTH MECH PLATFORM HEIGHT MECH PLATFORM WEIGHT TOTAL/DESI GN WEIGHT Z COG OF EQUIP Z COG TOTAL Seismic Anchorage Required? Existing Load Path COMMENTS - - - lbs. lbs. in. in. in. in. in. in. lbs. lbs. in. in. in. lbs. lbs. in. in. HP-1 Carrier 50TCQD14A2A6A0A0A0 1370 215 57.375 63.375 115.875 46 80 48 255 200 0 0 0 0 2040 24.0 59.5 YES A Overturns on 6x12 GLB supported by Posts HP-2 Carrier 50HCQD08A2A6A0A0G0 875 170 49.375 59.5 88.125 4 59.5 88.125 100 0 340 140 12 1100 1150 24.4 26.0 YES C Add. Accessory of VFD HP-3 Carrier 50GCQM06A2A6A0A0A0 596 99 41.375 46.625 74.375 20 52.625 80.375 123 200 340 140 12 1100 1020 16.5 28.0 YES B Shared Platfomr with HP 2 HP-4 Carrier 50HCQD08A2A6A0A0G0 875 200 49.5 57.5 87.5 8 86.25 87.5 147.6 200 101 195 16 600 1430 33.0 31.8 YES C No clear photo of information, based on dimensions most liekly SIM to HP-2 however with more duct work attached and different accessories. Information is assumed. Large curb supporting ducts. HP-5 Carrier 50VR-A36--60 413 0 44.374 44.375 48.25 4 4 48.25 50 0 63 99.5 12 147.6 470 17.6 19.2 YES E Supported on 4" tall steel beams on top of curb HP-6 Carrier 50VR-A36--30TP 413 0 44.374 44.375 48.25 17 32.375 48.25 86.1 200 0 0 0 0 700 17.6 23.9 YES A HP-7 Carrier 50KCQA06A2A5A0A0A0 610 77 41.275 46.75 74.325 12 40.75 68.325 104.55 0 0 0 0 0 800 20.8 28.9 YES F HP-8 Carrier 50KCQA06A2A5A0A0A0 610 77 41.275 46.75 74.325 12 40.75 68.325 104.55 0 0 0 0 0 800 20.8 28.9 YES F HP-9 Carrier 50HCQD08A2A6A0A0G0 875 170 49.375 59.5 88.125 24 88 46.5 123 200 57.5 148 7 350 1370 24.4 39.7 YES B HP-10 Carrier 50VR-C24--30TP 338 0 51.75 32.625 48.2 27 43.5 48.2 92.25 200 0 0 0 0 640 23.0 32.6 YES A HP-11 Carrier 50GCQM04A2A6A0A0A0 475 99 33.325 46.625 74.375 26 40.625 69.375 123 200 84 149 6 425 900 17.1 32.2 YES B HP-12 York XP090C00A4AZZ70011 1100 250 50.75 59 89 24 59 89 511 0 0 0 0 0 1870 33.8 45.0 YES D Added in 2015, Have Drawings with info CU-1 York YZT36B21S 285 0 39.5 31 41.5 8 31 41.5 50 0 0 0 0 0 340 26.3 29.4 NO Not currently there CU-3 Mitsubishi Muy-GE09NA2 75 25 21.625 12 31.5 8.5 15 35 50 0 0 0 0 0 150 14.4 16.7 NO Added in 2015, Have Drawings with info; however, the connection appears different than the drawings. Supported on metal rails welded on top of curb. Attached to frame holding additional box. EF-1 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total EF-2 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total EF-3 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total EF-4 100 NO Located below roof on drop ceiling, not visible during site visit, weight would be around 100lbs total *HP Unit Accessories: Horiz Power Exhaust, electric heater, EconoMi$er Existing Units Page 10 of 43 1327 S Grand Ave 12/12/2024 LOADING DEMAND OF HVAC UNITS Page 11 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50TCQD14A2A6A0A0A0 Mark: HP-1 Load Path: A Equipment Information Equip. Weight = 2040 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =63.375'' W x 115.875'' D x 57.375'' H Curb/Adapter Information Curb Dimensions = 80'' W x 48'' D Curb+Adapter Height = 46'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Roof Wp 1585 1785 2040 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Adapter Adapter to Curb Curb to Roof Fpmax 1.6SDSIpWp 4032 4541 5190 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 756 851 973 lbs Eq. 13.3-3 Fp 2520 2838 3244 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 336 378 432 lbs Fp 2520 2838 3244 lbs Equipment Photo Anchor Demands Unit to Adapter Adapter to Curb Curb to Roof Total Weight 1585 1785 2040 lbs Fp 2520 2838 3244 lbs Fv 336 378 432 lbs Zcm 24 57 60 in a 63.4 80.0 80.0 in b 115.9 48.0 48.0 in LRFD Factored Total Shear 2520 2838 3244 lbs Fp/No. of Anchors Short Side Compression 1641 3289 3853 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension -23 1415 1711 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 2073 4641 5462 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 409 2767 3320 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1764 1987 2271 lbs Fp/No. of Anchors Short Side Compression 1275 2445 2861 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 7 1017 1229 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1578 3392 3987 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 310 1964 2355 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter and curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 12 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50HCQD08A2A6A0A0G0 Mark: HP-2 Load Path: C Equipment Information Equip. Weight = 1150 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =59.5'' W x 88.125'' D x 49.375'' H Curb Information Platform Information Curb Dimensions = 59.5'' W x 88.125'' D Platform Dimensions = 340'' W x 140'' D Curb Height = 4'' H Platform Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Platform Platform to Roof Wp 1045 1145 1700 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 2658 2913 4325 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 498 546 811 lbs Eq. 13.3-3 Fp 1662 1821 2703 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 222 243 360 lbs Fp 1662 1821 2703 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Platform Platform to Roof Total Weight 1045 1145 1700 lbs Fp 1662 1821 2703 lbs Fv 222 243 360 lbs Zcm 24 26 28 in a 59.5 59.5 170.0 in b 88.1 88.1 140.0 in LRFD Factored Total Shear 1662 1821 2703 lbs Fp/No. of Anchors Short Side Compression 1197 1345 1638 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 100 142 -147 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1418 1603 1731 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 321 400 -54 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1163 1274 1892 lbs Fp/No. of Anchors Short Side Compression 922 1033 1282 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 86 117 -78 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1077 1213 1348 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 241 297 -12 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb and built-up platform. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 13 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50GCQM06A2A6A0A0A0 Mark: HP-3 Load Path: B Equipment Information Equip. Weight = 1020 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =46.625'' W x 74.375'' D x 41.375'' H Curb/Adapter Information Platform Information Curb Dimensions = 52.625'' W x 80.375'' D Platform Dimensions = 340'' W x 140'' D Curb+Adapter Height = 20'' H Platform Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Platform Platform to Roof Wp 695 895 1020 1570 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1768 2277 2595 3994 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 332 427 487 749 lbs Eq. 13.3-3 Fp 1105 1423 1622 2496 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 147 190 216 333 lbs Fp 1105 1423 1622 2496 lbs Equipment Photo Anchor Demands Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Total Weight 695 895 1020 1570 lbs Fp 1105 1423 1622 2496 lbs Fv 147 190 216 333 lbs Zcm 17 23 28 28 in a 46.6 52.6 52.6 170.0 in b 74.4 80.4 80.4 140.0 in LRFD Factored Total Shear 1105 1423 1622 2496 lbs Fp/No. of Anchors Short Side Compression 736 1047 1286 1521 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 6 108 215 -127 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 882 1267 1584 1610 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 152 327 513 -39 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 774 996 1135 1747 lbs Fp/No. of Anchors Short Side Compression 571 805 982 1190 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 15 89 166 -66 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 673 958 1191 1252 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 117 242 375 -4 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter, curb, and built-up platform. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 14 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50HCQD08A2A6A0A0G0 Mark: HP-4 Load Path: C Equipment Information Equip. Weight = 1430 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =57.5'' W x 87.5'' D x 49.5'' H Curb Information Platform Information Curb Dimensions = 86.25'' W x 87.5'' D Platform Dimensions = 101'' W x 195'' D Curb Height = 8'' H Platform Height = 16'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Platform Platform to Roof Wp 1075 1222.6 2030 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 2735 3110 5164 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 513 583 968 lbs Eq. 13.3-3 Fp 1709 1944 3228 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 228 259 430 lbs Fp 1709 1944 3228 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Platform Platform to Roof Total Weight 1075 1222.6 2030 lbs Fp 1709 1944 3228 lbs Fv 228 259 430 lbs Zcm 33 32 31 in a 57.5 86.3 101.0 in b 87.5 87.5 195.0 in LRFD Factored Total Shear 1709 1944 3228 lbs Fp/No. of Anchors Short Side Compression 1404 1570 1949 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 275 286 -183 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1740 1580 2429 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 611 296 297 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1196 1361 2259 lbs Fp/No. of Anchors Short Side Compression 1069 1196 1527 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 209 218 -97 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1304 1204 1862 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 444 226 238 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb and built-up platform. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 15 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50VR-A36--60 Mark: HP-5 Load Path: E Equipment Information Equip. Weight = 470 lbs. (Complete System Weight - Unit+Steel Blocks) Equip. Dimensions =44.375'' W x 48.25'' D x 44.374'' H Steel Block Information Platform Information Block Dimensions = 4'' W x 48.25'' D Platform Dimensions = 63'' W x 0'' D Block Height = 4'' H Platform Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Platform Platform to Roof Wp 413 470 618 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1051 1196 1571 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 197 224 295 lbs Eq. 13.3-3 Fp 657 747 982 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 88 100 131 lbs Fp 657 747 982 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Platform Platform to Roof Total Weight 413 470 617.6 lbs Fp 657 747 982 lbs Fv 88 100 131 lbs Zcm 18 19 25 in a 44.4 40.4 63.0 in b 48.3 48.3 99.5 in LRFD Factored Total Shear 657 747 982 lbs Fp/No. of Anchors Short Side Compression 531 629 685 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 98 136 36 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 552 687 829 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 119 194 180 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 460 523 687 lbs Fp/No. of Anchors Short Side Compression 405 478 529 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 75 102 35 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 420 519 629 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 89 143 135 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb, steel blocks, and built-up platform. . 1 2 ). 1 2 ). 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 16 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50VR-A36--30TP Mark: HP-6 Load Path: A Equipment Information Equip. Weight = 700 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =44.375'' W x 48.25'' D x 44.374'' H Curb/Adapter Information Curb Dimensions = 32.375'' W x 48.25'' D Curb+Adapter Height = 17'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Roof Wp 413 613 700 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Adapter Adapter to Curb Curb to Roof Fpmax 1.6SDSIpWp 1051 1559 1781 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 197 292 334 lbs Eq. 13.3-3 Fp 657 975 1113 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 88 130 148 lbs Fp 657 975 1113 lbs Equipment Photo Anchor Demands Unit to Adapter Adapter to Curb Curb to Roof Total Weight 413 613 700 lbs Fp 657 975 1113 lbs Fv 88 130 148 lbs Zcm 18 19 24 in a 44.4 32.4 32.4 in b 48.3 48.3 48.3 in LRFD Factored Total Shear 657 975 1113 lbs Fp/No. of Anchors Short Side Compression 531 825 1046 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 98 181 311 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 552 1017 1316 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 119 373 581 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 460 682 779 lbs Fp/No. of Anchors Short Side Compression 405 626 788 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 75 136 228 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 420 761 977 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 89 271 417 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter and curb. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 17 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50KCQA06A2A5A0A0A0 Mark: HP-7 Load Path: F Equipment Information Equip. Weight = 800 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =46.75'' W x 74.325'' D x 41.275'' H Curb Information Curb Dimensions = 40.75'' W x 68.325'' D Curb Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Roof Wp 687 800 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Roof Fpmax 1.6SDSIpWp 1748 2035 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 328 382 lbs Eq. 13.3-3 Fp 1092 1272 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 146 170 lbs Fp 1092 1272 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Roof Total Weight 687 800 lbs Fp 1092 1272 lbs Fv 146 170 lbs Zcm 21 29 in a 46.8 40.8 in b 74.3 68.3 in LRFD Factored Total Shear 1092 1272 lbs Fp/No. of Anchors Short Side Compression 790 1103 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 69 263 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 970 1467 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 249 627 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 765 890 lbs Fp/No. of Anchors Short Side Compression 608 836 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 58 196 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 734 1091 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 184 451 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 18 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50KCQA06A2A5A0A0A0 Mark: HP-8 Load Path: F Equipment Information Equip. Weight = 800 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =46.75'' W x 74.325'' D x 41.275'' H Curb Information Curb Dimensions = 40.75'' W x 68.325'' D Curb Height = 12'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Roof Wp 687 800 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Roof Fpmax 1.6SDSIpWp 1748 2035 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 328 382 lbs Eq. 13.3-3 Fp 1092 1272 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 146 170 lbs Fp 1092 1272 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Roof Total Weight 687 800 lbs Fp 1092 1272 lbs Fv 146 170 lbs Zcm 21 29 in a 46.8 40.8 in b 74.3 68.3 in LRFD Factored Total Shear 1092 1272 lbs Fp/No. of Anchors Short Side Compression 790 1103 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 69 263 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 970 1467 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 249 627 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 765 890 lbs Fp/No. of Anchors Short Side Compression 608 836 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 58 196 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 734 1091 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 184 451 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 19 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50HCQD08A2A6A0A0G0 Mark: HP-9 Load Path: B Equipment Information Equip. Weight = 1370 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =59.5'' W x 88.125'' D x 49.375'' H Curb/Adapter Information Platform Information Curb Dimensions = 88'' W x 46.5'' D Platform Dimensions = 57.5'' W x 148'' D Curb+Adapter Height = 24'' H Platform Height = 7'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Platform Platform to Roof Wp 695 895 1370 1920 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1768 2277 3485 4884 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 332 427 653 916 lbs Eq. 13.3-3 Fp 1105 1423 2178 3053 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 147 190 290 407 lbs Fp 1105 1423 2178 3053 lbs Equipment Photo Anchor Demands Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Total Weight 695 895 1370 1920 lbs Fp 1105 1423 2178 3053 lbs Fv 147 190 290 407 lbs Zcm 24 33 40 34 in a 59.5 88.0 88.0 57.5 in b 88.1 46.5 46.5 148.0 in LRFD Factored Total Shear 1105 1423 2178 3053 lbs Fp/No. of Anchors Short Side Compression 796 1168 1951 2056 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 67 228 512 40 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 943 1646 2828 3160 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 214 706 1390 1144 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 774 996 1525 2137 lbs Fp/No. of Anchors Short Side Compression 613 889 1475 1593 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 57 173 379 57 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 716 1224 2089 2365 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 160 508 993 829 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter, curb, and built-up platform. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 20 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50VR-C24--30TP Mark: HP-10 Load Path: A Equipment Information Equip. Weight = 640 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =32.625'' W x 48.2'' D x 51.75'' H Curb/Adapter Information Curb Dimensions = 43.5'' W x 48.2'' D Curb+Adapter Height = 27'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Roof Wp 338 538 640 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Adapter Adapter to Curb Curb to Roof Fpmax 1.6SDSIpWp 860 1369 1628 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 161 257 305 lbs Eq. 13.3-3 Fp 537 855 1018 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 72 114 136 lbs Fp 537 855 1018 lbs Equipment Photo Anchor Demands Unit to Adapter Adapter to Curb Curb to Roof Total Weight 338 538 640 lbs Fp 537 855 1018 lbs Fv 72 114 136 lbs Zcm 23 30 33 in a 32.6 43.5 43.5 in b 48.2 48.2 48.2 in LRFD Factored Total Shear 537 855 1018 lbs Fp/No. of Anchors Short Side Compression 495 911 1139 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 140 346 467 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 617 968 1214 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 263 403 542 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 376 599 712 lbs Fp/No. of Anchors Short Side Compression 374 681 849 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 103 250 337 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 459 721 901 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 189 290 389 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter and curb. . 1 2 ) SCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 21 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Carrier Unit Model: 50GCQM04A2A6A0A0A0 Mark: HP-11 Load Path: B Equipment Information Equip. Weight = 900 lbs. (Complete System Weight - Unit+Adapter+Curb) Equip. Dimensions =46.625'' W x 74.375'' D x 33.325'' H Curb/Adapter Information Platform Information Curb Dimensions = 40.625'' W x 69.375'' D Platform Dimensions = 84'' W x 149'' D Curb+Adapter Height = 26'' H Platform Height = 6'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Adapter Adapter to Curb Curb to Platform Platform to Roof Wp 574 774 900 1325 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Fpmax 1.6SDSIpWp 1460 1969 2290 3371 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 274 369 429 632 lbs Eq. 13.3-3 Fp 913 1231 1431 2107 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 122 164 191 281 lbs Fp 913 1231 1431 2107 lbs Equipment Photo Anchor Demands Unit to Curb Adapter to Curb Curb to Platform Platform to Roof Total Weight 574 774 900 1325 lbs Fp 913 1231 1431 2107 lbs Fv 122 164 191 281 lbs Zcm 17 28 32 27 in a 46.6 40.6 40.6 84.0 in b 74.4 69.4 69.4 149.0 in LRFD Factored Total Shear 913 1231 1431 2107 lbs Fp/No. of Anchors Short Side Compression 615 1050 1299 1316 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 13 237 354 -76 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 740 1406 1769 1610 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 138 593 824 219 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 639 861 1002 1475 lbs Fp/No. of Anchors Short Side Compression 477 797 981 1027 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 17 178 261 -33 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 564 1046 1310 1233 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 105 427 590 173 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on an adapter, curb, and built-up platform. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 22 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: York Unit Model: XP090C00A4AZZ70011 Mark: HP-12 Load Path: D Equipment Information Equip. Weight = 1870 lbs. (Complete System Weight - Unit+Iso Curb) Equip. Dimensions =59'' W x 89'' D x 50.75'' H Curb Information Curb Dimensions = 59'' W x 89'' D Curb Height = 24'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Unit to Curb Curb to Roof Wp 1350 1870 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps ASCE 7-16 Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Unit to Curb Curb to Roof Fpmax 1.6SDSIpWp 3434 4757 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 644 892 lbs Eq. 13.3-3 Fp 2147 2973 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 286 396 lbs Fp 2147 2973 lbs Equipment Photo Anchor Demands Unit to Curb Curb to Roof Total Weight 1350 1870 lbs Fp 2147 2973 lbs Fv 286 396 lbs Zcm 34 45 in a 59.0 59.0 in b 89.0 89.0 in LRFD Factored Total Shear 2147 2973 lbs Fp/No. of Anchors Short Side Compression 1769 2825 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 352 861 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 2184 3590 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 767 1626 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 1503 2081 lbs Fp/No. of Anchors Short Side Compression 1346 2127 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 266 631 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 1637 2662 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 557 1166 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system, connectors, and anchorage of the HVAC Unit system. The unit sits on a base isolated curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 23 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: York Unit Model: YZT36B21S Mark: CU-1 ASCE 7-16 13.1.4: Unit less than 400 lbs and center of mass is located below 4ft from roof. No seismic anchorage required by code. Equipment Information Equip. Weight = 340 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =31'' W x 41.5'' D x 39.5'' H Curb Information Curb Dimensions = 31'' W x 41.5'' D Curb Height = 8'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Wp 340 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Fpmax 1.6SDSIpWp 865 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 162 lbs Eq. 13.3-3 Fp 541 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 72 lbs Fp 541 lbs Equipment Photo Anchor Demands Total Weight 340 lbs Fp 541 lbs Fv 72 lbs Zcm 29 in a 31.0 in b 41.5 in LRFD Factored Total Shear 541 lbs Fp/No. of Anchors Short Side Compression 623 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 266 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 752 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 395 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 378 lbs Fp/No. of Anchors Short Side Compression 463 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 191 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 554 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 282 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system and anchorage of the HVAC Unit. The unit sits on a built-up curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 24 of 43 1327 S Grand Ave 12/12/2024 HVAC UNIT Manufacturer: Mitsubishi Unit Model: Muy-GE09NA2 Mark: CU-3 ASCE 7-16 13.1.4: Unit less than 400 lbs and center of mass is located below 4ft from roof. No seismic anchorage required by code. Equipment Information Equip. Weight = 150 lbs. (Complete System Weight - Unit+Curb) Equip. Dimensions =12'' W x 31.5'' D x 21.625'' H Curb Information Curb Dimensions = 15'' W x 35'' D Curb Height = 8.5'' H Seismic Design Force (FP) on Nonstructural Components ASCE 7-16 §13.3.1 Wp 150 lbs Classification:Mechanical Units Elevated on Structural Steel/Sheet Metal Supports ap 2.5 Table 13.6-1 Rp 3 Table 13.6-1 z 1 in §13.3.1 h 1 in §13.3.1 SDS 1.06 US Seismic Design Maps Ip 1.5 §13.1.3 Ω 1.5 Table 13.6-1 Fpmax 1.6SDSIpWp 382 lbs Eq. 13.3-2 Fpmin 0.3SDSIpWp 72 lbs Eq. 13.3-3 Fp 239 lbs Eq. 13.3-1 -Controls Fpv 0.2SDSWp 32 lbs Fp 239 lbs Equipment Photo Anchor Demands Total Weight 150 lbs Fp 239 lbs Fv 32 lbs Zcm 17 in a 15.0 in b 35.0 in LRFD Factored Total Shear 239 lbs Fp/No. of Anchors Short Side Compression 220 lbs [(Fp*Zcm + 1.2Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Tension 62 lbs [(Fp*Zcm - 0.9Wp*(max(a,b)/2) + Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 371 lbs [(Fp*Zcm + 1.2Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] Tension 214 lbs [(Fp*Zcm - 0.9Wp*(min(a,b)/2) + Fv*(min(a,b)/2)) / min(a,b)] ASD Factored Total Shear 167 lbs Fp/No. of Anchors Short Side Compression 166 lbs [(0.7Fp*Zcm + Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Tension 46 lbs [(0.7Fp*Zcm - 0.6Wp*(max(a,b)/2) + 0.7Fv*(max(a,b)/2)) / max(a,b)] Long Side Compression 272 lbs [(0.7Fp*Zcm + Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] Tension 152 lbs [(0.7Fp*Zcm - 0.6Wp*(min(a,b)/2) + 0.7Fv*(min(a,b)/2)) / min(a,b)] This spreadsheet calculates the demands on the (E) roof system and anchorage of the HVAC Unit. The unit sits on a built-up curb. . 1 2 ) CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 25 of 43 1327 S Grand Ave 12/12/2024 EQUIPMENT ANCHORAGE DESIGN/CHECK Page 26 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for HP-1 (E) Curb to Roof Max Anchor Loads (ASD) Side Lengths a 80 in long b 48 in short Max Anchor Spacing 12 in Vtotal 2271 lbs Vanchor 95 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 1229 2355 lbs Anchors Per Side 5 7 Side Length/Anchor Spacing + 1, Min of 2 Tensanchor 246 336 lbs Load Angle α =1.2 1.3 rad Combined Load 204 283 lbs Total No. of Anchors 24 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 14 Gage Curb w/ (E) Plywood Screw Type Simpson SDS 25600Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =560 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =896 lbs NDS Table 11.3.1 Zα' =859 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.14 OKAY Tension DCR =0.38 OKAY Combined DCR = 0.33 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 27 of 43 1327 S Grand Ave 12/12/2024 (E) Curb to (N) Steel Angle Short Side Long Side Anchors Per Side 5 7 Vtotal-1 2271 2271 lbs Shear from Fp (Horizontal) Vanchor-1 227 162 lbs V/No. of Anchors in Shear Vtotal-2 2861 3987 lbs Shear from OverTurning (Vert.) Vanchor-2 572 570 lbs V/No. of Anchors in Shear Total No. of Anchors 24 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 572 lbs 570 lbs Max Shear Demand From Horizontal= 227 lbs 162 lbs Shear DCR =0.98 OKAY 0.98 OKAY LRFD LOAD CHECK ON ANGLE Edge Breakout Check (Angle) Anchor Diameter =0.25 in MIN Edge Dis =0.75 in AISC 15 Table J3.4 ɸ =0.75 L3x3x1/4x3" Flange Thick, tf =0.25 in Flange Width, bf =3 in Fu =58 ksi *A36 Steel lc =1.5 in Bearing Rn =8.7 kip AISC 15 Eq J3-6a ɸRn =6.5 kip Tearout Rn =26.1 kip AISC 15 Eq J3-6c ɸRn =19.6 kip Bearing DCR =0.10 OKAY Tearout DCR =0.02 OKAY Page 28 of 43 1327 S Grand Ave 12/12/2024 (N) Curb Adapter to (E) Curb Short Side Long Side Anchors Per Side 6 6 Vtotal-1 1987 1987 lbs Shear from Fp (Horizontal) Vanchor-1 166 166 lbs V/No. of Anchors in Shear Vtotal-2 2445 3392 lbs Shear from OverTurning (Vert.) Vanchor-2 407 565 lbs V/No. of Anchors in Shear Total No. of Anchors 24 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 407 lbs 565 lbs Max Shear Demand From Horizontal= 166 lbs 166 lbs Shear DCR =0.70 OKAY 0.97 OKAY Page 29 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for HP-2 to 11 (HP-9 Governs) (E) Platform to Roof Max Anchor Loads (ASD) Side Lengths a 57.5 in short b 148 in long Max Anchor Spacing 84 in Vtotal 2137 lbs Vanchor 267 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 57 829 lbs Anchors Per Side 2 2 Side Length/Anchor Spacing + 1, Min of 2 Tensanchor 29 415 lbs Load Angle α =0.1 1.0 rad Combined Load 244 357 lbs Total No. of Anchors 8 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Angle Size 1/4" Thick Screw Type Simpson SDS 25600Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =560 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =896 lbs NDS Table 11.3.1 Zα' =674 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.40 OKAY Tension DCR =0.46 OKAY Combined DCR = 0.53 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 30 of 43 1327 S Grand Ave 12/12/2024 (E) Steel Angle to Platform Short Side Long Side Anchors Per Side 2 2 Vtotal-1 2137 2137 lbs Shear from Fp (Horizontal) Vanchor-1 534 534 lbs V/No. of Anchors in Shear Vtotal-2 57 829 lbs Shear from OverTurning (Vert.) Vanchor-2 29 415 lbs V/No. of Anchors in Shear Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Angle Size 1/4" Thick Screw Type Simpson SDS 25212Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =255 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =408 lbs NDS Table 11.3.1 Zα' =672 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.80 OKAY Page 31 of 43 1327 S Grand Ave 12/12/2024 (E) Curb to Roof, Curb to Platform Max Anchor Loads (ASD) Side Lengths a 88 in long b 46.5 in short Max Anchor Spacing 24 Vtotal 1525 lbs Vanchor 109 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 379 993 lbs Anchors Per Side 3 4 Side Length/Anchor Spacing + 1, Min of 3 Tensanchor 126 248 lbs Load Angle α =0.9 1.2 rad Combined Load 118 206 lbs Total No. of Anchors 14 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 14 Gage Curb w/ (E) Plywood Screw Type Simpson SDS 25212Screws Wood Capacity (ASD) G = 0.5 Shear (Z) =420 lbs NDS Table 12L/Simpson SDS Table Withdrawl (W) =255 lbs NDS Table 12.2B/Simpson SDS Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =672 lbs NDS Table 11.3.1 W' =408 lbs NDS Table 11.3.1 Zα' =490 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.16 OKAY Tension DCR =0.61 OKAY Combined DCR = 0.42 OKAY Page 32 of 43 1327 S Grand Ave 12/12/2024 (E) Curb to (N) Steel Angle Short Side Long Side Anchors Per Side 3 4 Vtotal-1 1525 1525 lbs Shear from Fp (Horizontal) Vanchor-1 254 191 lbs V/No. of Anchors in Shear Vtotal-2 1475 2089 lbs Shear from OverTurning (Vert.) Vanchor-2 492 522 lbs V/No. of Anchors in Shear Total No. of Anchors 14 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 492 lbs 522 lbs Max Shear Demand From Horizontal= 254 lbs 191 lbs Shear DCR =0.84 OKAY 0.89 OKAY LRFD LOAD CHECK ON ANGLE Edge Breakout Check (Angle) Anchor Diameter =0.25 in MIN Edge Dis =0.75 in AISC 15 Table J3.4 ɸ =0.75 L3x3x1/4x3" Flange Thick, tf =0.25 in Flange Width, bf =3 in Fu =58 ksi *A36 Steel lc =1.5 in Bearing Rn =8.7 kip AISC 15 Eq J3-6a ɸRn =6.5 kip Tearout Rn =26.1 kip AISC 15 Eq J3-6c ɸRn =19.6 kip Bearing DCR =0.07 OKAY Tearout DCR =0.02 OKAY Page 33 of 43 1327 S Grand Ave 12/12/2024 (N) Curb Adapter to (E) Curb Short Side Long Side Anchors Per Side 3 3 Vtotal-1 996 996 lbs Shear from Fp (Horizontal) Vanchor-1 166 166 lbs V/No. of Anchors in Shear Vtotal-2 889 1224 lbs Shear from OverTurning (Vert.) Vanchor-2 296 408 lbs V/No. of Anchors in Shear Total No. of Anchors 12 Anchor to Be Used: Simpson Strong Tie Strong-Drive Self-Drilling x Metal Screw #10-16 x 3/4 Curb is assumed 18 ga. Shear (Z) =365 lbs Simpson Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 584 lbs NDS Table 11.3.1 Short Side Long Side Max Shear Demand From Vertical= 296 lbs 408 lbs Max Shear Demand From Horizontal= 166 lbs 166 lbs Shear DCR =0.51 OKAY 0.70 OKAY Page 34 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for HP-12 (E) Curb to Roof Max Anchor Loads Vtotal 2081 lbs Vanchor 260 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 631 1166 lbs Anchors Per Side 2 2 Tensanchor 315 583 lbs Load Angle α =0.9 1.2 rad Combined Load 290 483 lbs Total No. of Anchors 8 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 10 Gage Curb w/ (E) Plywood Screw Type 3/8" Lag Screws Wood Capacity (LRFD) G = 0.5 Shear (Z) =220 lbs NDS Table 12K Withdrawl (W) =305 lbs/in NDS Table 12.2A Embed Length =2.5 in CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =352 lbs NDS Table 11.3.1 W' =1220 lbs NDS Table 11.3.1 Zα' =866 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.74 OKAY Tension DCR =0.48 OKAY Combined DCR = 0.56 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 35 of 43 1327 S Grand Ave 12/12/2024 Anchor Design for CU-1 and CU-3 (E) Curb to Roof Max Anchor Loads Vtotal 378 lbs Vanchor 95 lbs V/No. of Anchors in Shear Short Side Long Side TensTotal 191 282 lbs Anchors Per Side 2 2 Tensanchor 96 141 lbs Load Angle α =0.8 1.0 rad Combined Load 95 122 lbs Total No. of Anchors 4 Wood Joist Size (N) 4x8 Sister or (N) 4x10 Joist Steel Curb Size 14 Gage Curb w/ (E) Plywood Screw Type 3/8" Lag Screws Wood Capacity (LRFD) G = 0.5 Shear (Z) =220 lbs NDS Table 12K Withdrawl (W) =305 lbs/in NDS Table 12.2A Embed Length =0.5 in CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' =352 lbs NDS Table 11.3.1 W' =244 lbs NDS Table 11.3.1 Zα' =270 lbs NDS 12.4-1 DCR Check Curb to Roof Shear DCR =0.27 OKAY Tension DCR =0.58 OKAY Combined DCR = 0.45 OKAY CHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 36 of 43 1327 S Grand Ave 12/12/2024 ROOF FRAMING MEMBERS DESIGN/CHECK Page 37 of 43 1327 S Grand Ave 12/12/2024 (N) 4x8 or 4x10 Sister Joist Deflection and Strength Check Point Load Note: Worst Case, Longest Span, Smallest Member, Largest Load Load Case 8: 1.0D + 0.7Ev + 0.7Emh 4x8 4x10 Joist width, b =3.500 3.500 in Joist depth, d =7.25 9.25 in Joist Span, Ln =4.00 17.00 ft Section Modulus, Sx =30.66 49.91 in3 Moment of Inertia, Ix =111.15 230.84 in4 Allow. Bending stress, Fb + =1000 psi DF No. 1 Allow. Bending stress, Fb - =1000 psi Allow. Shear stress, Fv =180 psi Modulus of Elasticity, E =1700000 psi CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 CL =1.0 NDS 3.3.3 Cfu =1.0 NDS 4.3.7 Ci =1.0 NDS 4.3.8 Cr =1.0 NDS 4.3.9 4x8 4x10 CF =1.3 1.2 NDS 4.3.6 All other adjustment factors are 1.0 Hp-1 Hp-2/3 Max Load from Unit = 3987 1348 lbs ASD Compression Self Weight of Joist = 5.64 7.19 plf Line Load from Unit, wu =1002 86 plf Along Entire Joist Ultimate Pos Moment, Mu + =2005 3124 lb-ft Ultimate Shear, Vu = 2005 735 lb Ultimate bending stress, fb +785 751 psi Ultimate Shear Stress, fv 118 34 psi Allow. Bending stress, Fb +' =2080 1920 psi Allow. Bending stress, Fb -' =2080 1920 psi Allow. Shear stress, Fv' =374 374 psi Ultimate Def. Capacity, δ =0.20 0.85 in Live Load Only Def. Capacity, δL =0.13 0.57 in Ultimate deflection, Δ 0.03 0.41 in Positive Flexure DCR =0.38 0.39 Shear DCR =0.32 0.09 Ultimate Deflection DCR =0.15 0.49 6101 Centinela Ave. 248034.00-CENT 16 June 2024 TSW JTMCHECKED BY SHEET NO. PROJECT NO. CLIENT DATE SUBJECT BYSCE Building C Equipment Anchorage Calculations - HVAC UNIT 238143-BLDC 01 October 2024 TSW MEP - - Page 38 of 43 1327 S Grand Ave 12/12/2024 (N) Simpson HU48 Hanger Check Simpson HU48 Demand Loads Compression 1993 lbs ASD Tension 1177 lbs ASD Connection Capacity (ASD) Tension/Uplift Capacity =755 lbs Simpson Hanger Table Compression Capacity =1490 lbs Simpson Hanger Table CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Tension' = 1208 lbs NDS Table 11.3.1 Compression' = 2384 lbs NDS Table 11.3.1 Uplift DCR =0.97 OKAY Compression DCR =0.84 OKAY Page 39 of 43 1327 S Grand Ave 12/12/2024 (N) Wood Screw Check Wood Screw #10 Wood Capacity (ASD) G = 0.5 Shear (Z) =117 lbs NDS Table 12L Withdrawl (W) =135 lbs NDS Table 12.2B CD =1.6 NDS Table 2.3.2 CM =1.0 NDS Table 11.3.3 Ct =1.0 NDS Table 11.3.4 Cg =1.0 NDS 11.3-1 CΔ = 1.0 NDS Table 12.5.1A Ceg =1.0 Cdi =1.0 Ctn =1.0 Z' = 187 lbs NDS Table 11.3.1 W' = 216 lbs NDS Table 11.3.1 Load Angle α =0.9 Zα' =203 lbs NDS 12.4-1 DCR Check Shear Demand =1993.34 # of Screws 12 Shear DCR =0.89 OKAY Page 40 of 43 1327 S Grand Ave 12/12/2024 · Design Flexibility · Economical Truss Solutions · Limited Product Warranty Open-Web Trusses · Outstanding Strength-to-Weight Performance · Easy Installation · Custom Manufacturing Specify Open-Web trusses for your next project using RedSpec™ single-member sizing software. Download your free copy at RedBuilt.com. RedBuilt.com · 1.866.859.6757 Including Red-L™, Red-W™, Red-S™, Red-M™ and Red-H™ Trusses Page 41 of 43 1327 S Grand Ave 12/12/2024 6 Lo a d T a b l e s RED-L™ TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD General Notes · Values shown demonstrate maximum allowable load capacities based on the following assumptions: – Simple span, uniformly loaded conditions, with provisions for positive drainage (¼ :12 slope, minimum) in roof applications. – Span indicates distance from inside face to inside face of bearing. – Top chord no-notch bearing clips with 1¾" bearing. Higher values may be possible with other types of bearing clips. Trusses delivered to the jobsite are custom manufactured to resist only project speciﬁ c application loads provided by the design professional. Actual trusses may not be able to resist the maximum loads shown in the tables above. For questions regarding actual truss capacity contact your RedBuilt technical representative. · Straight line interpolations may be made between depths and spans. · Values in shaded areas may be increased 7% for repetitive-member use. · Bold italic values are controlled by minimum concentrated load analysis of 2,000 lbs. Higher loads are possible where minimum concentrated load analysis is not required by code. Contact your RedBuilt technical representative for assistance. Span Depth 14" 16" 18"20" 22" 24"26" 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 14'292 341 329 383 376 400 380 412 340 390 309 360 299 356 208 370 254 395 323 412 367 429 422 385 386 16' 265 306 306 340 341 361 342 366 335 369 338 351 305 350 143 311 190 361 232 370 270 376 318 380 375 380 18' 215 250 200 286 232 319 309 328 301 332 315 334 301 332 110 271 145 306 180 329 215 333 250 340 278 336 339 20' 184 208 171 245 184 275 203 295 227 297 283 299 291 297 84 229 109 260 139 292 167 298 197 303 226 305 255 310 22' 158 177 142 204 160 233 177 260 200 272 220 271 270 275 66 192 84 217 110 252 134 269 155 271 184 276 196 280 24' 133 150 133 174 143 199 157 223 173 239 185 247 202 249 52 164 68 189 88 215 106 241 126 251 146 252 167 254 26' 106 131 113 152 129 173 136 189 151 213 166 225 176 230 43 137 55 160 70 188 86 210 103 222 123 231 140 236 28' 86 111 109 129 118 148 125 163 136 181 151 199 163 212 34 111 45 142 57 158 69 181 86 200 102 214 117 213 30' 91 93 114 108 128 121 145 127 158 140 173 150 192 91 37 121 47 140 58 155 69 175 81 192 93 202 32' 76 76 100 95 113 107 125 118 142 127 155 136 169 76 31 102 39 124 48 140 58 155 68 170 78 184 34' 63 85 83 101 99 114 105 126 120 138 127 151 64 85 33 110 41 124 49 136 58 150 67 164 36' 55 73 87 86 98 97 108 107 117 114 129 55 73 94 35 102 42 117 50 128 58 140 38' 47 62 78 75 86 85 97 92 105 97 116 47 62 80 30 91 36 104 43 115 50 126 40' 40 53 69 79 79 87 81 96 94 103 41 53 69 86 31 94 37 100 43 114 42' 35 46 60 72 78 79 87 85 95 35 47 60 73 82 32 92 38 103 44'31 40 50 65 70 80 77 82 31 39 52 66 74 85 33 94 46'36 45 58 66 73 79 36 45 58 69 79 86 48'32 40 52 61 67 73 32 41 52 62 68 79 50'36 45 54 62 65 36 45 56 62 73 52'32 40 49 57 61 33 39 50 59 63 54'35 43 52 55 36 43 53 62 56'32 40 48 54 33 40 47 56 58'36 43 48 36 42 49 60'33 39 46 33 39 44 · See page 5 for available depths and profiles. For depths and profiles not shown, contact your RedBuilt technical representative for assistance. · Red numbers refer to 115% Total Load (TL). SEE PAGE 4 FOR ECONOMICAL TRUSS DESIGN General Notes continued on page 7 Page 42 of 43 1327 S Grand Ave 12/12/2024 7 Lo a d T a b l e s Span Depth 28"30"32"34"36"38"40" 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% TL 115% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 100% LL 125% TL 14'295 353 294 324 290 308 277 309 262 300 264 304 243 280 374 367 365 336 308 318 301 16' 303 347 266 306 264 288 265 305 255 271 256 273 240 275 380 359 331 332 288 282 283 18' 263 341 266 317 261 279 261 287 237 271 239 250 231 263 339 345 308 314 297 276 303 20' 270 303 285 298 239 287 242 281 221 259 219 264 221 250 250 311 267 309 307 327 284 289 274 22' 259 279 257 279 241 266 233 259 228 258 224 253 223 236 208 282 232 282 279 281 281 278 259 24' 219 255 252 255 242 259 237 258 227 259 218 246 213 246 185 257 190 260 211 263 228 264 263 264 252 26' 195 231 205 233 233 238 227 237 221 238 232 228 212 230 158 235 175 242 177 239 198 242 214 243 231 241 237 28' 175 216 214 215 216 220 216 218 218 222 198 222 210 215 132 220 137 221 152 221 169 224 184 224 195 221 218 30' 159 201 167 204 200 205 194 208 204 208 201 208 204 205 111 205 124 204 133 207 145 208 159 207 174 205 191 202 32' 149 184 158 191 170 191 181 191 190 195 192 192 189 191 89 191 99 191 113 193 123 192 137 194 152 190 163 191 34' 138 162 147 174 157 181 165 189 169 182 179 179 180 179 77 176 87 177 95 174 108 189 119 181 130 182 144 180 36' 123 138 132 146 140 160 151 166 161 170 169 170 170 166 66 151 75 162 84 171 94 178 103 170 113 169 125 166 38' 113 116 115 134 127 144 136 152 144 161 152 161 159 157 57 136 64 147 72 157 82 161 91 161 99 161 109 154 40' 102 110 110 122 117 130 125 139 129 147 140 153 148 151 49 122 55 132 63 142 71 150 79 151 87 151 95 149 42' 92 102 99 108 107 114 114 125 121 129 128 141 133 142 43 112 49 120 55 127 62 136 69 145 77 145 83 143 44'78 92 91 96 96 107 103 114 109 121 116 129 121 131 38 97 43 109 49 117 55 125 61 133 68 137 75 134 46'77 84 82 92 89 98 95 105 101 112 105 118 112 120 33 93 38 100 43 106 48 114 54 121 60 128 66 127 48'70 79 73 85 82 91 87 97 91 102 98 108 103 113 30 86 34 92 38 98 43 105 48 111 54 118 59 122 50'72 69 78 71 83 80 89 85 94 90 100 95 105 79 30 85 34 86 39 96 43 103 48 108 52 115 52'66 72 70 77 74 82 79 87 83 92 88 97 73 78 31 84 34 89 39 95 43 100 48 106 54'62 65 67 69 76 73 81 77 86 82 90 68 71 78 31 83 34 88 38 93 42 94 56'57 62 69 72 68 78 72 81 76 86 65 68 71 78 31 83 35 88 38 93 58'55 57 62 68 73 67 77 71 82 58 62 68 75 79 31 83 35 88 60'52 55 60 64 68 71 66 75 50 61 65 70 74 78 32 83 SEE PAGE 4 FOR ECONOMICAL TRUSS DESIGN To size ﬂ oor trusses: Check both total load (100% TL) and live load (100% LL). When live load is not shown, total load will control. Total load values limit deﬂ ection to L/240. Live load values are based on the Commercial Floor Deﬂ ection Limit shown on page 35, and assume a nailed ﬂ oor system. Live load (100% LL) values may be increased with a glue-nailed ﬂ oor system; contact your RedBuilt technical representative for assistance. Trusses delivered to the jobsite are custom manufactured to resist only project speciﬁ c application loads provided by the design professional. Actual trusses may not be able to resist the maximum loads shown in the tables above. For questions regarding actual truss capacity contact your RedBuilt technical representative. To size roof trusses: Check the appropriate snow load area (115% TL) or non-snow load area (125% TL) value to determine the maximum allowable total load. Total load (115% TL and 125% TL) values limit truss deﬂ ection to L/180. Consult local codes to verify deﬂ ection limits required for speciﬁ c applications. · See page 5 for available depths and profiles. For depths and profiles not shown, contact your RedBuilt technical representative for assistance. · Red numbers refer to 115% Total Load (TL). General Notes continued from page 6 RED-L™ TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD Continued from page 6 Page 43 of 43 1327 S Grand Ave 12/12/2024 Structural Calculations for Permit Submittal Seismic Retrofit 1325 S Grand Ave. Santa Ana, CA 92705 December 2023 SGH Project 238143.00 1327 S Grand Ave 12/12/2024 | www.sgh.com PREPARED FOR: RY+AO 731 South Highway 101, Suite 1M Solana Beach, CA 92075 PREPARED BY: Simpson Gumpertz & Heger Inc. 4695 MacArthur Court, Suite 500 Newport Beach, CA 92660 Tel: 949.930.2500 Fax: 949.885.0456 1327 S Grand Ave 12/12/2024 Table of Contents CONTENTS Page 1. DESIGN BASIS 1 2. ROOF DIAPHRAGM DESIGN 5 3. SHEAR WALL RETROFIT 11 4. GRADE BEAM DESIGN 37 5. GEOTECHNICAL REPORT 42 1327 S Grand Ave 12/12/2024 DESIGN BASIS 1 of 100 1327 S Grand Ave 12/12/2024 2 of 100 1327 S Grand Ave 12/12/2024 !"#$% &'()**)+ !&,'(*)'--+#& .## ##/##0 0## ##0/##1 2 # 0##0 ##3 4',50 6789:;<=>?@9A 8BC@> D@@9EC>8B7FG '()**),'(*)'-- HI7J8BC@>G ))/ KCA 7FB8A LG ,,*)'M N8O89E<KPL7G 3#$ Q7?797>:7<R@:SA 7>BG 3 4*,' 6CB7<DI8FFG 4 DSFB@A <T9@U8UCICBPG N@9CO@>B8I<Q7FL@>F7<6L7:B9SA <V<N8O89E<W7J7I<X6HVYZ N8O89E<W7J7I<X6HVYZ Z8A 7 [8IS7 R7F:9CLBC@> 3\-)5#/$,# # #]^ / #_####` a3 ) #//#/1]` 3a'' 1,!##!$]` 3b 5###$# #c #]` 33 '' 4a!$]#&` 53#$ // 3d3 --3#$/## ##]` 3\*)5#/$,# # #]^ / #_####` a)( #//#/1]` 3a*- 1,!##!$]` 3b -5###$# #c #]` 3*- 4a!$]#&` 5c *3#$ // 3d)'3#$/## ##]` N8O89E<W7J7I<X6HVeZ Z8A 7 [8IS7 R7F:9CLBC@> 3d3 '3#$/## ##]` 3d'(3#$/## ##]` N8O89E<W7J7I<X6HVYH Z8A 7 [8IS7 R7F:9CLBC@> 33 )-( 4a!$]#&` 53#$ // 3d3 (3#$/## ##]` ffghi j klmnkokmpqrqsmtuuvwx yxluzomkm{klmxzzuz *-(T79C@E<|F} 68|~} 3 of 100 1327 S Grand Ave 12/12/2024 4 of 100 1327 S Grand Ave 12/12/2024 ROOF DIAPHRAGM RETROFIT 5 of 100 1327 S Grand Ave 12/12/2024 Basic Structural Properties E-W Building Dimension 100.5 ft N-S Building Dimension 180.5 ft Re-Entrant Corners Depth 22 ft Building Height 16 ft Structure Weight Roof Weight (including MEP & partitions) wr =28 psf Wall Weight (assumed solid) w =18 psf Roof Area (approx) Ar =16891 sq. ft Roof Dead Weight Wr = wr * Ar =472.94 kips Wall Height H =16.00 ft Roof Height Hr =15.00 ft E-W Walls Total Length Lw.ew =245 ft, openings not subtracted N-S Walls Total Length Lw.ns =361 ft, openings not subtracted Building Seismic Weight, E-W W.ew = Wr + w*(Lw.ns*(Hr/2+(H-Hr))) =528.2 kips Building Seismic Weight, N-S W.ns = Wr + w*(Lw.ew*(Hr/2+(H-Hr))) =510.4 kips Basic Seismic Demands Structure Period (Section 7.4.1.2) Period Coefficient, Ct Ct =0.02 Building Height, hn hn =16.00 ft Period Exponent, β β =0.75 Period, T T = Ct * Hr^β =0.16 s Seismic Accelerations (Section 2.4) BSE-2E Sx1 Sx1 =1.44 g (Site Class E) Sxs (= 1.26, use Sx1 = 1.44) Sxs =1.44 g (Site Class E, using Sx1 since its larger) β β =0.05 B1 B1 = 4 / [5.6 - ln(100*β)] =1.002 Sa Sa = min(Sxs, Sx1/T) / B1 =1.44 g BSE-1E Sx1 Sx1 =0.74 g (Site Class E) Sxs Sxs =0.86 g (Site Class E) Sa Sa = min(Sxs, Sx1/T) / B1 =0.86 g Roof Diaphragm Elements Plywood-Sheathed Roof Diaphragm Diaphragm Forces (Section 7.4.1.3.4), E/W Direction Sum of Floor Level Forces (LS, E/W) Fx = V =1062.3 kips Sum of Floor Level Forces (IO, E/W) Fx = V =498.5 kips Sum of Floor Level Effective Seismic Weights (E/W) Wx =528.2 kips Portion of W Tributary to Roof Diaphragm Wpx =528.2 kips (excludes in-plane walls) Diaphragm Inertial Force (LS) Fpx = (Fx / Wx) * Wpx =1062.3 kips Diaphragm Inertial Force (IO) Fpx = (Fx / Wx) * Wpx =498.5 kips Diaphragm Total Length Ld =180.5 ft Distributed Force (LS)fpx = 5885 plf Distributed Force (IO)fpx = 2762 plf Diaphragm evaluated in SAP2000 to obtain diaphragm shears and moments. Diaphragm Moment at North Re-Entrant Corner (LS) - GL B.4 M.d =1053003 lb-ft Diaphragm Moment at North Re-Entrant Corner (IO) - GL B.4 M.d =494204 lb-ft Diaphragm Moment Max between Corners (LS) M.d =1457685 lb-ft Diaphragm Moment Max between Corners (IO) M.d =684133 lb-ft Diaphragm Moment at South Re-Entrant Corner (LS) - GL C M.d =1240221 lb-ft Diaphragm Moment at South Re-Entrant Corner (IO) - GL C M.d =582071 lb-ft Diaphragm Depth at Re-Entrant Corners dd =78.5 ft Chord Force, North, LS Fc = M.d / dd =13.4 kips Chord Force, North, IO Fc = M.d / dd =6.3 kips Chord Force, Middle, LS Fc = M.d / dd =18.6 kips Chord Force, Middle, IO Fc = M.d / dd =8.7 kips Chord Force, South, LS Fc = M.d / dd =15.8 kips Chord Force, South, IO Fc = M.d / dd =7.4 kips Maximum Diaphragm Shear (GL C, LS) Vmax =178225 lb Maximum Diaphragm Shear (GL C, IO) Vmax =83646 lb 6 of 100 1327 S Grand Ave 12/12/2024 Diaphragm Depth @ GL C dd =78.5 ft Maximum Diaphragm Shear (GL C, LS) vmax =2270 plf Maximum Diaphragm Shear (GL C, IO) vmax =1066 plf Diaphragm Shear Capacities 3/4" Structural I Plywood (blocked), 10d @ 6" E.N. Diaphragm Shear Capacity (Case 1) vs =720 plf (SPDWS Table 4.2C) How much capacity to add for double row of boundary nails at max shear locations? Wood Diaphragm M-Factors m, IO =1.5 (Table 12-3, blocked/chorded) m, LS =3.0 (Table 12-3, blocked/chorded) Nominal-to-Expected Strength F =1.5 Diaphragm Capacity (LS) V =3240 plf Diaphragm Capacity (IO) V =1620 plf Diaphragm DCR (LS) DCR =0.70 Diaphragm DCR (IO) DCR =0.66 Collectors/Drags and Splices Collector Splice Connections MST-48 Straps at splice connections (3/S5). MST-48 Catalog Capacity MST48 =5310 lb M-factors for metal to wood nails M (LS) =4.0 M (IO) =2.0 Nominal-to-Expected Strength F =1.5 E-W Collectors GL 1.4 GL 2 GL 3 GL 3.5 Diaphragm Shear from North (LS) Vn =88069 123817 174929 36583 lb Diaphragm Shear from North (IO) Vn =41333 58111 82099 17169 lb Diaphragm Shear from South (LS) Vs =90060 171932 67386 142966 lb Diaphragm Shear from South (IO) Vs =42268 80693 31626 67098 lb Diaphragm Depth, North Side dd =100.5 100.5 78.5 100.5 ft Diaphragm Depth, South Side dd =100.5 78.5 100.5 100.5 ft Wall Length, North Side Lwn =30.5 26.5 23.0 20.3 ft Wall Length, South Side Lws =30.5 4.5 45.0 20.3 ft Collector Length, East Side Lce =34.3 50.0 25.3 13.0 ft Collector Length, West Side Lcw =0.0 0.0 30.0 13.0 ft Collector Extension Into Control Area L.ca =N/A 8.0 N/A N/A ft Collector Splice Force, East Side (LS) Fc.e =94223 238662 73419 50468 lb Collector Splice Force, East Side (IO) Fc.e =44221 112011 34458 23686 lb Collector Splice Force, West Side (LS) Fc.w =0 0 43615 50468 lb Collector Splice Force, West Side (IO) Fc.w =0 0 20470 23686 lb Collector Splice Force (LS) Fc =94223 238662 73419 50468 lb Collector Splice Force (IO) Fc =44221 112011 34458 23686 lb Existing Splice Nails DCR (LS) DCR =2.96 N/A 2.30 N/A Existing Splice Nails DCR (IO) DCR =2.78 N/A 2.16 N/A Diaphragm Depth Req (North, LS)dd.req = 27.2 38.2 54.0 11.3 ft Diaphragm Depth Req (North, IO)dd.req = 25.5 35.9 50.7 10.6 ft Diaphragm Depth Req (South, LS)dd.req = 27.8 53.1 20.8 44.1 ft Diaphragm Depth Req (South, IO)dd.req = 26.1 49.8 19.5 41.4 ft Collector Length Req Lc.req = 0.0 48.6 31.0 23.9 ft Collector Length DCR Lc.DCR =0.00 0.97 0.56 0.92 < 1.00, OK Control Area Depth d.control =38.7 36.0 N/A N/A ft Collector Force at Control Area Boundary (LS)Fc = N/A 123200 N/A N/A lb Collector Force at Control Area Boundary (IO)Fc = N/A 57822 N/A N/A lb Check TJL Functionality as Collectors within Control Area TJL Top Chord Size (Judged) Aw = 2x4 =5.25 in^2 Tensile Strength (No. 1) Ft =800 psi (NDS Table 4A) Format Conversion Factor Kf =2.7 Resistance Factor Φ =1 Size Factor Cf =1.3 Other Factors Cm = Ct = Ci =1 Adjusted Tensile Strength Ft' =2808 psi Ft' =14742 lb Wood Diaphragm M-Factors m, IO =1.5 m, LS =3.0 Nominal-to-Expected Strength F =1.5 TJL Top Chords Used as Collectors n =2 Total Strength (LS) Pn.ls = Ft'*m*F =132678 lb Total Strength (IO) Pn.io = Ft'*m*F =66339 lb 7 of 100 1327 S Grand Ave 12/12/2024 GL B.4 TJL Collectors DCR (LS)DCR (LS) =0.93 (conservatively neglects compression from gravity loads) GL B.4 TJL Collectors DCR (IO)DCR (IO) =0.87 (conservatively neglects compression from gravity loads) Check Existing Collectors (4x6 Flat) on GL B & C Collector Size Aw = 4x6 =19.25 in^2 Tensile Strength (No. 1) Ft =800 psi (NDS Table 4A) Format Conversion Factor Kf =2.7 Resistance Factor Φ =1 Size Factor Cf =1.3 Other Factors Cm = Ct = Ci =1 Adjusted Tensile Strength Ft' =2808 psi Ft' =54054 lb Wood Diaphragm M-Factors m, IO =1.5 m, LS =3.0 Nominal-to-Expected Strength F =1.5 Total Strength (LS) Pn.ls = Ft'*m*F =243243 lb Total Strength (IO) Pn.io = Ft'*m*F =121622 lb GL 1.4 GL 2 GL 3 GL 3.5 Existing Collector DCR (LS)0.39 N/A 0.30 N/A Existing Collector DCR (IO)0.36 N/A 0.28 N/A Check New 4x6 Collectors (4x6 Flat, Select Structural Grade) on GL 2 & 3.5 GL 1.4 GL 2 GL 3 GL 3.5 Tensile Strength (No. 1) Ft =800 psi (NDS Table 4A) Total Strength (LS)Pn.ls = 243243 lb Total Strength (IO)Pn.io = 121622 lb GL B.4 Collector DCR (LS)DCR = N/A 0.98 N/A 0.21 GL B.4 Collector DCR (IO)DCR = N/A 0.92 N/A 0.19 Check Existing Collector Splice Straps Equation 7-35: J (LS) =2.0 (High Seismicity) J (IO) =1.0 (High Seismicity) X (LS or IO) =1.3 C1C2 (LS) =1.4 C1C2 (IO) =1.1 X/(C1C2*J) (LS) =0.46 X/(C1C2*J) (IO) =1.18 GL 1.4 GL 2 GL 3 GL 3.5 Existing Strap Demand (LS) Fs =43746 110807 34088 23431 lb Existing Strap Demand (IO) Fs =52262 132377 40723 27992 lb Existing Strap DCR (LS) DCR =8.24 N/A 6.42 N/A Existing Strap DCR (IO) DCR =9.84 N/A 7.67 N/A Check New Collector Splice Connections Side Plates New Plate Strength Fy =50 ksi Expected Strength Fye = 62.5 ksi Lower Bound Strength (85% of Expected per ASCE 41)Fylb = 53.125 ksi GL 1.4 GL 2 GL 3 GL 3.5 Steel Area Required Ea. Side As.min.LS = 0.41 1.04 0.32 0.22 in^2 As.min.IO = 0.49 1.25 0.38 0.26 in^2 Plate Width b.pl =3.0 in Plate Minimum Thickness t.pl.min.LS = 0.137 0.348 0.107 0.074 in t.pl.min.IO = 0.164 0.415 0.128 0.088 in Plate Thickness t.pl =0.5 in GL 1.4 GL 2 GL 3 GL 3.5 Plate DCR DCR =0.27 0.70 0.21 0.15 0.33 0.83 0.26 0.18 Splice Thru-Bolts Bolt Diameter db = 0.875 in Double Shear Lateral Design Value Z = 4440 lb (Table 12G) M-factors for metal to wood machine bolts M (LS) =2.8 M (IO) =1.4 Nominal-to-Expected Strength F =1.5 Format Conversion Factor Kf =3.32 Wet Service and Temperature Factors Cm = Ct =1.0 Area of Side Plate As = 1.5 in^2 Area of Main Member Am = 19.25 in^2 Ratio Am/As = 12.8 Group Action Factor Cg =0.88 (Table 11.3.6C for 7 bolts) Bolt Edge Distance edge =1.75 in 8 of 100 1327 S Grand Ave 12/12/2024 Bolt Edge Distance as Multiple of db edge = 2.0 D > 1.5D, OK Minimum End Distance end.min = 6.125 in = 7D Minimum Spacing s.min = 3.50 in = 4D Geometry Factor (NDS Section 12.5.1)CΔ =1.00 Bolt Count nb =5 Connection Capacity (LS)Z'.ls = 271249 lb Connection Capacity (IO)Z'.io = 135625 lb GL 1.4 GL 2 GL 3 GL 3.5 Bolts DCR DCR.LS =0.35 0.88 0.27 0.19 DCR.IO =0.33 0.83 0.25 0.17 Check New N/S Chord Elements at Re-Entrant Corners GL 1.4 GL 2 Diaphragm Moment (LS) Md = 1053003 1240221 lb*ft Diaphragm Moment (IO) Md = 494204 582071 lb*ft Diaphragm Depth @ Re-Entrant Corners D =78.5 78.5 ft Chord Force (LS) Fc = 13414 15799 lb Chord Force (IO) Fc = 6296 7415 lb Force-Controlled Action Factor (LS) F = 0.46 0.46 Force-Controlled Action Factor (IO) F = 1.18 1.18 Adjusted Chord Force (LS) Fc = 6228 7335 lb Adjusted Chord Force (IO) Fc = 7440 8763 lb Use (2) HDU8-SDS2.5 Allowable Capacity Pn =6765 lb Expected Capacity (without Safety Factor and Cd) Pe = 10570 lb Lower Bound Capacity PL = 8985 lb DCR =0.69 0.82 0.83 0.98 A35 Allowable Capacity F1 =420 lb Expected Capacity (without Safety Factor and Cd [Cd = 1]) Fe = 1050 lb Lower Bound Capacity FL = 893 lb Count Required n = 7 9 9 10 Angles Provided n =10 (5 per side) Angle Length L =4.5 in Minimum Blocking Length Lb = 22.5 in Chord Development Length GL 1.4 GL 2 Perpendicular Diaphragm Span Sd =30 30 ft Chord Distance from Span End a =8 8 ft Diaphragm Shear (LS) vu = 9837 11586 lb Diaphragm Shear (IO) vu = 4617 5438 lb Diaphragm Capacity (LS) C = 3240 3240 plf Diaphragm Capacity (IO) C = 1620 1620 plf Diaphragm Development Depth Required (LS) D.req = 3.04 3.58 ft Diaphragm Development Depth Required (IO) D.req = 2.85 3.36 ft Chord Element Length Provided D.prov =4 ft DCR =0.76 0.89 0.71 0.84 Check New Collector Splice on GL 3 at Offset Collector Line Offset e =2 ft Collector Splice Length Ls =8 ft Collector Splice Load (LS) Pu = 43615 lb 5452 plf Collector Splice Load (IO) Pu = 20470 lb 2559 plf Roof Diaphragm Shear Capacity (LS) V = 3240 plf Roof Diaphragm Shear Capacity (IO) V = 1620 plf Existing Diaphragm Nominal Strength (6" B.N., 6" E.N.) vs = 720 plf Add plywood sheathing to bottom of collectors New Lower Diaphragm Nominal Strength (6" B.N., 6" E.N.) vs =720 plf New Lower Diaphragm Expected Strength (LS) V = 3240 plf New Lower Diaphragm Expected Strength (IO) V = 1620 plf DCR (LS) DCR = Pu / Vtotal =0.84 DCR (IO) DCR = Pu / Vtotal =0.79 Typical Collector Connections to Diaphragm A35 Lower Bound Capacity FL = 893 lb Provide A35 angles to meet diaphragm shear demand.GL 1.4 GL 2 GL 3 GL 3.5 9 of 100 1327 S Grand Ave 12/12/2024 Diaphragm Shear from North @ Collector (LS) vc = 1360 1619 2236 791 plf Diaphragm Shear from North @ Collector (IO) 638 760 1049 371 plf Diaphragm Shear from South @ Collector (LS) 1391 3155 672 3091 plf Diaphragm Shear from South @ Collector (IO) 653 1481 315 1451 plf Force-Controlled Action Factor (LS) F = 0.46 0.46 0.46 0.46 Force-Controlled Action Factor (IO) 1.18 1.18 1.18 1.18 Adjusted Diaphragm Shear V.adj = 631 751 1038 367 plf 754 898 1240 439 plf 646 1465 312 1435 plf 771 1750 373 1715 plf A35s Required per foot, per side #A35 = 1 2 2 2 Effective Spacing s.a35 =12.0 6.0 6.0 6.0 in 10 of 100 1327 S Grand Ave 12/12/2024 SHEAR WALL RETROFIT 11 of 100 1327 S Grand Ave 12/12/2024 Shear Walls Walls with aspect ratio > 3.5 (L < 15 ft / 3.5 = 4.29 ft) are ignored per Table 12-3. Shear Wall Shear Checks GL Trib Area GL Trib Shear Load (LS)GL Trib Shear Load (IO)S.W. Length Capacity DCR Capacity DCR [ft2][kip][kip][ft][kip][plf][plf][-][kip][plf][plf][-] 1.A 1231 80.5 37.8 14.25 Type 1 Exterior 31.6 2215 3192 0.69 14.8 1039 1428 0.73 1.B 1231 80.5 37.8 22.08 Type 1 Exterior 48.9 2215 3192 0.69 22.9 1039 1428 0.73 1.5 3049 199.2 93.5 30.58 Type 3 Interior 199.2 6515 8823.6 0.74 93.5 3057 3947.4 0.77 2.1 4153 271.4 127.4 8.50 Type 10 Interior 184.6 21713 29754 0.73 86.6 10189 13311 0.77 2.2 4153 271.4 127.4 4.00 Type 10 Interior 86.9 21713 29754 0.73 40.8 10189 13311 0.77 3.A 4396 287.3 134.8 23.00 Type 2 Interior 181.8 7906 13132.8 0.60 85.3 3710 5875.2 0.63 3.B 4396 287.3 134.8 22.33 Type 6 Exterior 105.4 4721 6726 0.70 49.5 2215 3009 0.74 3.5 3124 204.2 95.8 20.25 Type 9 Interior 204.2 10083 13680 0.74 95.8 4731 6120 0.77 6.2 2037 133.1 62.5 12.42 Type 1 Exterior 27.3 2200 3192 0.69 12.8 1033 1428 0.72 6.3 2037 133.1 62.5 8.67 Type 1 Exterior 19.1 2200 3192 0.69 8.9 1033 1428 0.72 6.4 2037 133.1 62.5 17.58 Type 1 Exterior 38.7 2200 3192 0.69 18.2 1033 1428 0.72 6.5 2037 133.1 62.5 21.83 Type 1 Exterior 48.0 2200 3192 0.69 22.5 1033 1428 0.72 A.1 3294 222.5 104.4 20.67 Type 1 Exterior 56.1 2716 3192 0.85 26.3 1275 1428 0.89 A.2 3294 222.5 104.4 32.50 Type 1 Exterior 88.3 2716 3192 0.85 41.4 1275 1428 0.89 A.3 3294 222.5 104.4 28.75 Type 1 Exterior 78.1 2716 3192 0.85 36.6 1275 1428 0.89 B.1 6363 429.7 201.7 33.67 Type 8 Interior 267.1 7934 9747 0.81 125.3 3723 4360.5 0.85 B.2 6363 429.7 201.7 20.50 Type 8 Interior 162.6 7934 9747 0.81 76.3 3723 4360.5 0.85 D.1 5360 362.0 169.9 36.75 Type 7 Interior 191.0 5196 6156 0.84 89.6 2438 2754 0.89 D.2 5360 362.0 169.9 32.92 Type 7 Interior 171.0 5196 6156 0.84 80.3 2438 2754 0.89 E.1 1815 122.6 57.5 28.17 Type 1 Exterior 35.2 1250 3192 0.39 16.5 586 1428 0.41 E.2 1815 122.6 57.5 21.58 Type 1 Exterior 27.0 1250 3192 0.39 12.7 586 1428 0.41 E.4 1815 122.6 57.5 48.33 Type 1 Exterior 60.4 1250 3192 0.39 28.3 586 1428 0.41 Ga kw Wall self-weight S.W. Type Thickness 1 or 2 Sided?Nailing LS IO LS IO [kip/in] [plf]Type 1 3/8" PLY 1 8d @ 6"3.8 1.7 3192 1428 14 860 Interior 150 Type 2 3/8" PLY 2 8d @ 2.5"3.8 1.7 13132.8 5875 44 2749 Exterior 288 Type 3 3/8" PLY 2 8d @ 4"3.8 1.7 8823.6 3947 Type 4 3/8" PLY 1 8d @ 2.5"3.8 1.7 6566.4 2938 Type 5 1/2" GWB 2 5d @ 4"4.7 1.9 2350 950 Type 6 1/2" PLY 2 8d @ 6", 10d @ 6"3.8 1.7 6726 3009 28 1594 Type 7 1/2" PLY 1 10d @ 3"3.8 1.7 6156 2754 Type 8 1/2" PLY 2 8d @ 2.5", 10d @ 6"3.8 1.7 9747 4360.5 Type 9 1/2" PLY 2 10d@ 3"3.8 1.7 13680 6120 Type 10 1/2" PLY 3 10d @ 2 "3.8 1.7 29754 13311 *S.W.capacity multiplied by 0.9 per ASCE 41-17 § 12.4.3.6.2 E/W Direction Life Safety N/S Direction Immediate Occupancy Shear LoadShear Load New Drawing GL S.W. Type Wall Type CapacityM-factor 12 of 100 1327 S Grand Ave 12/12/2024 Roof Height 15 ft Overturning Checks Roof Max Trib Span Roof Dead Load Wall Self-Weight 0.9D LS MOT IO MOT Restoring Moment DCRLS DCRIO [ft][plf][plf][plf][kip-ft][kip-ft][kip-ft][-][-] 1.A 2 60 288 313 42 50.5 31.8 1.33 1.59 1.B 2 60 288 313 65 78.2 76.4 0.86 1.02 1.5 2 60 150 189 267 318.7 88.4 3.02 3.61 2.1 2 60 150 189 247 295.2 6.8 36.20 43.24 2.2 2 60 150 189 116 138.9 1.5 76.93 91.89 3 2 60 150 189 244 290.9 50.0 4.87 5.82 3 2 60 288 313 141 168.7 78.1 1.81 2.16 3.5 2 60 150 189 273 326.6 38.8 7.06 8.43 6.2 2 60 288 313 37 43.7 24.1 1.52 1.81 6.3 2 60 288 313 26 30.5 11.8 2.17 2.59 6.4 2 60 288 313 52 61.9 48.4 1.07 1.28 6.5 2 60 288 313 64 76.9 74.7 0.86 1.03 A.1 18.25 548 288 752 75 89.8 160.6 0.47 0.56 A.2 18.25 548 288 752 118 141.2 397.1 0.30 0.36 A.3 18.25 548 288 752 105 124.9 310.8 0.34 0.40 B.1 35.25 1058 150 1087 358 427.3 615.9 0.58 0.69 B.2 35.25 1058 150 1087 218 260.2 228.4 0.95 1.14 D.1 32 960 150 999 256 305.5 674.6 0.38 0.45 D.2 32 960 150 999 229 273.6 541.2 0.42 0.51 E.1 15 450 288 664 47 56.3 263.5 0.18 0.21 E.2 15 450 288 664 36 43.2 154.7 0.23 0.28 E.4 15 450 288 664 81 96.6 775.8 0.10 0.12 *DCR greater than 1.0 signifies that uplift force needs to be checked per 41-17 and holdowns may need to be added 41-17 Eq. 7-6 New Drawing GL N/S Direction E/W Direction 13 of 100 1327 S Grand Ave 12/12/2024 Holdown Design Force-controlled action Holdown Uplift Force, LS Holdown Uplift Force, IO Allowable HD Capacity LB HD Capacity Needed add Capacity Allowable HD Capacity LB HD Capacity DCRLS DCRIO [kip][kip][kip][kip][kip][kip][kip][-][-] 1.A 0.0 0.1 None 0.12 HD3B 2x6 1.895 2.52 0.00 0.05 1.B 0.0 0.0 None 0.00 0.00 0.00 1.5 0.0 4.0 (E) HD6 5.41 7.19 0.00 0.00 0.55 2.1 6.6 23.4 None 23.37 (2) HD12 6x6 14.22 37.77 0.17 0.62 2.2 7.1 23.8 None 23.85 (2) HD12 14.22 37.77 0.19 0.63 3 0.9 8.3 (E) Custom holddowns 35.76 0.00 0.02 0.23 3 0.0 1.6 None 1.60 HD3B 2x6 1.895 2.52 0.00 0.64 3.5 1.3 9.0 None 9.03 HD9B 4x6 9.92 13.18 0.10 0.69 6.2 0.0 0.4 None 0.44 HD3B 2x6 1.895 2.52 0.00 0.18 6.3 0.0 1.1 None 1.10 HD3B 2x6 1.895 2.52 0.00 0.44 6.4 0.0 0.0 None 0.00 0.00 0.00 6.5 0.0 0.0 None 0.00 0.00 0.00 A.1 0.0 0.0 None 0.00 0.00 0.00 A.2 0.0 0.0 None 0.00 0.00 0.00 A.3 0.0 0.0 None 0.00 0.00 0.00 B.1 0.0 0.0 None 0.00 0.00 0.00 B.2 0.0 0.0 (E) HD2 0.00 0.00 0.00 D.1 0.0 0.0 None 0.00 0.00 0.00 D.2 0.0 0.0 None 0.00 0.00 0.00 E.1 0.0 0.0 None 0.00 0.00 0.00 E.2 0.0 0.0 None 0.00 0.00 0.00 E.4 0.0 0.0 None 0.00 0.00 0.00 E/W Direction New Drawing GL N/S Direction Current Holddown What to add? Added Wood Member 14 of 100 1327 S Grand Ave 12/12/2024 Footing Properties Reference Detail in Original Drawings Footing Width Footing Depth Footing Length FTG. Stem Wall Width FTG. Stem Wall Depth Footing volume Footing Weight [-][in][in][ft][in][in][ft3][kip] 1.A 2/S3 12 12 16.25 8 12 27.1 4.06 1.B 1/S3 12 12 24.08 8 12 40.1 6.02 1.5 3/S3 12 24 31.58 0 0 63.2 11.31 2.1 New 54 30 31.00 8 12 369.4 55.41 2.2 New 54 30 31.00 8 12 369.4 55.41 3 G&H/S5 30 54 31.00 0 0 348.8 52.31 3 1/S3 12 12 24.33 8 12 40.6 6.08 3.5 New 36 24 23.25 6 12 151.1 22.67 6.2 B/S5 12 12 18.42 6 24 36.8 5.53 6.3 B/S5 & 2/S3 12 12 13.67 6 24 27.3 4.10 6.4 1/S3 12 12 21.58 8 12 36.0 5.40 6.5 1/S3 12 12 25.83 8 12 43.1 6.46 A.1 B/S5 & 2/S3 18 12 22.67 6 24 56.7 8.50 A.2 B/S5 18 12 34.50 6 24 86.3 12.94 A.3 B/S5 18 12 30.75 6 24 76.9 11.53 B.1 3B/S3 18 24 37.67 0 0 113.0 16.95 B.2 11B/S3 18 18 22.50 8 24 80.6 12.09 D.1 11A/S3 18 18 38.75 8 24 138.9 20.83 D.2 3A/S3 18 24 34.92 0 0 104.8 15.71 E.1 1A/S3 18 12 30.17 8 12 65.4 9.80 E.2 1A/S3 18 12 23.58 8 12 51.1 7.66 E.4 1/S3 18 12 50.33 8 12 109.1 16.36 New Drawing GL N/S Direction E/W Direction 15 of 100 1327 S Grand Ave 12/12/2024 C1C2 IO 1.1 Foundation Checks qc 7500 Overturning/Bearing Pressure MIO HIO PUD q mIO,bearing MCE,bearing DCRbearing mIO,uplift MCE,uplift DCRuplift [kip-ft][kip][kip][psf][-][kip-ft][-][-][kip-ft][-] 1.A 222 14.8 9.02 555 2 141 1.57 4 249.8 0.89 1.B 344 22.9 13.71 569 2 318 1.08 4 560.0 0.61 1.5 1402 93.5 17.74 562 2 539 2.60 4 952.5 1.47 2.1 1299 86.6 57.20 410 2 1725 0.75 4 3158.5 0.41 2.2 611 40.8 56.25 403 2 1697 0.36 4 3112.6 0.20 3 1280 85.3 57.14 737 2 1684 0.76 4 2846.2 0.45 3 742 49.5 13.86 569 2 324 2.29 4 571.9 1.30 3.5 1437 95.8 26.92 386 2 610 2.36 4 1123.0 1.28 6.2 192 12.8 9.85 535 2 175 1.10 4 311.0 0.62 6.3 134 8.9 7.12 521 2 94 1.43 4 167.5 0.80 6.4 272 18.2 11.51 534 2 240 1.14 4 426.3 0.64 6.5 338 22.5 14.06 544 2 350 0.97 4 620.9 0.54 A.1 395 26.3 25.77 758 2 555 0.71 4 932.0 0.42 A.2 621 41.4 40.09 775 2 1312 0.47 4 2194.8 0.28 A.3 550 36.6 35.55 771 2 1037 0.53 4 1737.0 0.32 B.1 1880 125.3 57.60 1020 2 2022 0.93 4 3159.6 0.60 B.2 1145 76.3 43.80 1298 2 900 1.27 4 1288.9 0.89 D.1 1344 89.6 61.62 1060 2 2219 0.61 4 3425.5 0.39 D.2 1204 80.3 52.25 998 2 1703 0.71 4 2678.1 0.45 E.1 248 16.5 30.59 676 2 881 0.28 4 1512.9 0.16 E.2 190 12.7 23.59 667 2 532 0.36 4 914.9 0.21 E.4 425 28.3 52.03 689 2 2498 0.17 4 4275.0 0.10 *where DCR for bearing and uplift are greater than 1.0, additional calculations are provided that reduce conservatism see sample calculations for additional information New Drawing GL N/S Direction E/W Direction 16 of 100 1327 S Grand Ave 12/12/2024 Foundation Checks Overturning/Bearing Pressure MLS HLS PUD q mLS, bearing MCE,bearing DCRbearing mLS, uplift MCE,uplift DCRuplift Padd d Mrestoring, add MCE,uplift DCRuplift [kip-ft][kip][kip][psf][-][kip-ft][-][-][kip-ft][-][kip][ft][kip-ft][kip-ft] 1.A 473.4 31.6 9.02 555 3 211.8 2.24 6 342.1 1.38 42.45 6 254.7 1529 0.31 1.B 733.6 48.9 13.71 569 3 476.3 1.54 6 764.8 0.96 1.5 2988.6 199.2 17.74 562 3 808.7 3.70 6 1303.0 2.29 2.1 2768.4 184.6 57.20 410 3 2587.0 1.07 6 4447.0 0.62 2.2 1302.8 86.9 56.25 403 3 2545.4 0.51 6 4387.7 0.30 3 2727.6 181.8 57.14 737 3 2526.5 1.08 6 3746.9 0.73 3 1581.6 105.4 13.86 569 3 486.5 3.25 6 781.1 2.02 8 22.6 180.8 1619 0.98 3.5 3062.6 204.2 26.92 386 3 914.7 3.35 6 1587.9 1.93 15 34 510 4175 0.73 6.2 409.8 27.3 9.85 535 3 262.3 1.56 6 427.7 0.96 6.3 286.1 19.1 7.12 521 3 140.8 2.03 6 231.0 1.24 6.4 580.4 38.7 11.51 534 3 359.5 1.61 6 586.5 0.99 6.5 720.6 48.0 14.06 544 3 524.9 1.37 6 852.3 0.85 A.1 842.0 56.1 25.77 758 3 831.8 1.01 6 1221.0 0.69 A.2 1324.1 88.3 40.09 775 3 1967.6 0.67 6 2863.6 0.46 A.3 1171.3 78.1 35.55 771 3 1555.6 0.75 6 2268.5 0.52 B.1 4006.6 267.1 57.60 1020 3 3033.3 1.32 6 3854.6 1.04 B.2 2439.6 162.6 43.80 1298 3 1350.4 1.81 6 1421.7 1.72 10 28 361.58 2464 0.99 D.1 2864.3 191.0 61.62 1060 3 3328.6 0.86 6 4125.7 0.69 D.2 2565.6 171.0 52.25 998 3 2554.6 1.00 6 3289.1 0.78 E.1 528.1 35.2 30.59 676 3 1321.9 0.40 6 2019.8 0.26 E.2 404.6 27.0 23.59 667 3 797.5 0.51 6 1223.9 0.33 E.4 906.1 60.4 52.03 689 3 3747.7 0.24 6 5690.7 0.16 3.9796875 New Drawing GL N/S Direction E/W Direction 17 of 100 1327 S Grand Ave 12/12/2024 f 0.25 Foundation Checks Sliding HLS PUD PuD*f*(Cv+ 1)mLS DCRslide HIO PUD PuD*f*(Cv +1)mIO DCRslide [kip][kip][kip][-][-][kip][kip][kip][-][-] 1.A 31.6 9.9 4.96 8 0.80 14.8 9.9 4.96 5 0.60 1.B 48.9 15.1 7.54 8 0.81 22.9 15.1 7.54 5 0.61 1.5 199.2 54.5 27.27 8 0.91 93.5 54.5 27.27 5 0.69 *PUD includes dead load of grade beam + 5 ft width of SOG 2.1 184.6 62.9 31.46 8 0.73 86.6 62.9 31.46 5 0.55 2.2 86.9 61.9 30.94 8 0.35 40.8 61.9 30.94 5 0.26 3 181.8 62.9 31.43 8 0.72 85.3 62.9 31.43 5 0.54 3 105.4 28.0 14.00 8 0.94 49.5 28.0 14.00 5 0.71 *PUD includes dead load of grade beam + 5 ft width of SOG 3.5 204.2 52.8 26.39 8 0.97 95.8 52.8 26.39 5 0.73 *PUD includes dead load of 3ft slab width each side of wall 6.2 27.3 10.8 5.42 8 0.63 12.8 10.8 5.42 5 0.47 6.3 19.1 7.8 3.91 8 0.61 8.9 7.8 3.91 5 0.46 6.4 38.7 12.7 6.33 8 0.76 18.2 12.7 6.33 5 0.57 6.5 48.0 15.5 7.73 8 0.78 22.5 15.5 7.73 5 0.58 A.1 56.1 28.3 14.17 8 0.50 26.3 28.3 14.17 5 0.37 A.2 88.3 44.1 22.05 8 0.50 41.4 44.1 22.05 5 0.38 A.3 78.1 39.1 19.55 8 0.50 36.6 39.1 19.55 5 0.37 B.1 267.1 63.4 31.68 8 1.05 125.3 63.4 31.68 5 0.79 B.2 162.6 48.2 24.09 8 0.84 76.3 48.2 24.09 5 0.63 D.1 191.0 67.8 33.89 8 0.70 89.6 67.8 33.89 5 0.53 D.2 171.0 57.5 28.74 8 0.74 80.3 57.5 28.74 5 0.56 E.1 35.2 33.7 16.83 8 0.26 16.5 33.7 16.83 5 0.20 E.2 27.0 26.0 12.98 8 0.26 12.7 26.0 12.98 5 0.20 E.4 60.4 57.2 28.62 8 0.26 28.3 57.2 28.62 5 0.20 New Drawing GL N/S Direction E/W Direction 18 of 100 1327 S Grand Ave 12/12/2024 The following calculations are example calculation to explain each step of calculations performed but not shown in the Retrofit Shear Wall Check Spreadsheet. It uses the row with shear wall on GL 1.5 (new drawing GL). Shear Wall Loads and Checks The demands on each shear wall were allocated based on the tributary load which was determined by taking the tributary area of each shear wall line and distributing the entire building base shear proportionally. Shear wall lines with multiple shear walls with the same sheathing were assumed to distribute shear to each wall proportional to their length. Shear wall lines with dissimilar sheathing on each wall were assumed to distribute shear based on wall stiffness. See example shear distribution calculation below: GL Tributary Area ≔AT =+⋅―――2 4 .5 f tftftft 2 1 00 .5 f tftftft ⋅―――3 6.1 8 f tftftft 2 10 0.5 f tftftft 3 0 4 9 f tftftft 2 Area tributary to GL 1.5 GL Tributary Shear Load (LS) ≔V LS 11 01 .1 k i pkipkipkip Building Base Shear in NS direction, from "Tier 2" Excel Calcs ≔Abu i ld i n g 1 6 8 4 8 f tftftft 2 Total building area ≔V LS _T =⋅――― AT Abu i ld i n g V LS 1 99 .2 7 8 k i pkipkipkip LS Shear Force on GL 1.5 GL Tributary Shear Load (IO) ≔V I O 51 6.7 k i pkipkipkip Building Base Shear in NS direction, from "Tier 2" Excel Calcs ≔V I O _T =⋅――― AT Abu i ld i n g V I O 9 3 .5 1 3 k i pkipkipkip LS Shear Force on GL 1.5 The shear wall type is matched with the table below. It details the plywood thickness, number of sides sheathed, nailing patterns, 41-17 m factors, 41-17 capacities, and where applicable, the stiffness of the walls. 19 of 100 1327 S Grand Ave 12/12/2024 Types 1-5 in the table above represent the existing building shear walls and Types 6-10 represent the retrofitted shear wall capacity. The m-factors come from ASCE 41-17 Table 12-3. All walls but type 5 are plywood sheathed (wood structural panel sheathing or siding) with a height to width ratio less than or equal to 3.5. Therefore the Life Safety and Immediate Occupancy m-factors are 3.8 and 1.7 respectively. Type 5 is Gypsum wallboard with a height-to-width ratio less than 1.0. Therefore the Life Safety and Immediate Occupancy m-factors are 4.7 and 1.9 respectively. No shear walls above the height-to-width ratios were credited as contributing to the SFRS. As the shear wall on GL 1.5 is an unretrofitted, Type 3 wall, the calculations for the shear wall capacity are shown below: ≔v s =⋅2 8 60 p l fplfplfplf 1 7 2 0 p l fplfplfplf Capacity per SDPWS 2015 Table 4.3A The capacities of the 3/8" plywood walls were increased to 1/2" plywood walls with the same nails and fastener spacing per footnote 2 of Table 4.3A. Life safety capacity ＝v L S ⋅⋅⋅⋅ϕ m LS F y 0 .9 v s ≔ϕ 1.0 LRFD resistance factor, 1.0 per 41-17 12.2.2.5.1 ≔m LS 3.8 41-17 m-factors, per 41-17 Table 12-3 ≔F y 1.5 Expected strength factor, per 41-17 12.3.2.2.1 0.9 Reduction factor for 2" studs per 41-17 12.4.3.6.2 20 of 100 1327 S Grand Ave 12/12/2024 ≔v L S =⋅⋅⋅⋅ϕ m L S F y 0 .9 v s 8 82 3.6 p l fplfplfplf Immediate Occupancy capacity ＝v I O ⋅⋅⋅⋅ϕ m I O F y 0 .9 v s ≔m I O 1 .7 41-17 m-factors, per 41-17 Table 12-3 ≔v I O =⋅⋅⋅⋅ϕ m I O F y 0.9 v s 39 4 7 .4 p l fplfplfplf Shear Wall Shear Capacity Check Life Safety ≔L s w 30 .5 8 f tftftft Length of shear wall on GL 1.5 ≔v u _LS =―― V LS _T L sw 6 51 7 p l fplfplfplf Unit Shear Demand on GL 1.5 shear wall ≔D C R LS =―― v u _L S v LS 0 .7 3 9 Immediate Occupancy ≔v u _I O =―― VI O _T L sw 30 5 8 p l fplfplfplf Unit Shear Demand on GL 1.5 shear wall ≔D C R I O =―― v u _I O v I O 0 .7 75 21 of 100 1327 S Grand Ave 12/12/2024 Shear Wall Overturning Checks Loading ≔br oof 2 f tftftft Tributary area of roof bearing on shear wall ≔D L 3 0 p s fpsfpsfpsf Roof dead load, see "Mass Take Off" ≔w D _r oof =⋅br oo f D L 6 0 p l fplfplfplf Tributary roof dead load acting on wall ≔w D _w a l l 15 0 p l fplfplfplf Wall linear self-weight for interior wall, see "Mass Take Off" ≔w D =+w D _r oof w D _wa ll 2 1 0 p l fplfplfplf Restoring linear dead loads acting on wall =⋅0 .9 w D 1 89 p l fplfplfplf Overturning Demands Life Safety ＝M O T _L S ⋅VLS _T ―――― h r oof ⋅C 1 C 2 μO T 41-17 Eq. 7-6 ≔h r oof 1 5 f tftftft height of the building roof ≔C 1 C 2 1.4 Modification Factor, Life Safety ≔μO T 8 .0 Overturning reduction factor from 41-17 Eq. 7-6 ≔M O T _L S =⋅VLS _T ―――― h r oof ⋅C 1C 2 μO T 2 67 ⋅k i pkipkipkip f tftftft Immediate Occupancy ＝M O T _I O ⋅VI O _T ―――― h r oof ⋅C 1C 2 μO T 41-17 Eq. 7-6 ≔C 1 C 2 1.1 Modification Factor, Immediate Occupancy ≔μO T 4 .0 Overturning reduction factor from 41-17 Eq. 7-6 22 of 100 1327 S Grand Ave 12/12/2024 ≔M O T _I O =⋅V I O _T ―――― h r oof ⋅C 1 C 2 μO T 31 9 ⋅k i pkipkipkip f tftftft Restoring Moment ≔M S T =⋅w D ―― L sw 2 2 9 8.1 8 9 ⋅k i pkipkipkip f tftftft Check overturning 41-17 Eq. 7-6 ≔D C R LS =――― M O T _LS ⋅0 .9 M S T 3 .02 ≔D C R I O =――― M O T _I O ⋅0 .9 M S T 3 .6 07 Where overturning DCRs are less than 1.0 for both Life Safety and Immediate Occupancy, there is no net uplift and hold-downs are not required. Where the overturning DCR is greater than 1.0 for either or both performance objectives, hold-downs must be designed to satisfy the requirements of 41-17 shown below: Hold-downs should be designed as force-controlled components. See the next section for the hold-down design. 23 of 100 1327 S Grand Ave 12/12/2024 Hold-down Design and Checks As stated above, hold-downs should be designed as force-controlled components. Force-controlled demands are determined using the following equation: To determine the force controlled action on the hold-downs, the above equation can be rearranged as: ＝F H D ――――― -――― ⋅χ M O T ⋅C 1C 2 J M S T L s w ≔χ 1 .0 J is taken as the smallest DCR Hold-down demand ≔J LS =⋅0 .7 4 m L S 2.8 1 2 0.74 was the LS DCR of shear wall 1.5 ≔C 1 C 2 _LS 1 .4 ≔J I O =⋅0 .7 7 m I O 1 .3 0 9 ≔C 1 C 2 _I O 1 .1 24 of 100 1327 S Grand Ave 12/12/2024 ≔F H D =m a x ⎛ ⎜ ⎜ ⎜⎝ ,――――――― -―――― ⋅χ M O T _LS ⋅C 1C 2 _L S J LS M S T L sw ――――――― -―――― ⋅χ M O T _I O ⋅C 1C 2 _I O J I O M S T L s w ⎞ ⎟ ⎟ ⎟⎠ 4 .0 2 9 k i pkipkipkip The resulting hold-down demand is 4.03 kip. The GL 1.5 wall already has existing HD6 hold-downs. The allowable capacity of the hold-down is 5.41 kips (see Simpson Catalogue below). For existing shear walls that require a new hold-down, the capacity is taken as the lesser of the 41-17 hold-down capacity and the anchorage strength of the post-installed rod. The 41-17 lower bound capacity is determined by taking the ASD allowable capacity listed in the Simpson catalogue, and adjusting it per the equation below: ＝T LB ――――― ⋅⋅⋅T a F S L B κ C D ≔F S 2 .5 Simpson designated safety factor on hold-downs ≔L B 0.8 5 41-17 lower bound adjustment factor ≔C D 1 .6 Load duration factor for seismic, from NDS 2015 ≔κ 1 .0 41-17 Knowledge factor, 1.0 for new components For anchorage strength of post-installed rods, see Hilti report 25 of 100 1327 S Grand Ave 12/12/2024 Foundation Checks Overturning Checks/Bearing Pressure The foundations were check according to 41-17 Chapter 8 Section 8.4.2.3 Shallow Footings Considered Rigid (Method 1). The overturning demands were calculated from the shear wall shear and the roof height, as was done for previous sections ≔M LS =⋅V LS _T h r o of 2 9 8 9 ⋅k i pkipkipkip f tftftft ≔M I O =⋅V I O _T h r oof 1 4 0 3 ⋅k i pkipkipkip f tftftft The gravity load acting on the foundation for the overturning checks is the tributary weight of the roof, the self-weight of the wall, and the self weight of the foundation ≔P UD =⎛⎝+⋅w D L s w 1 1 .3 1 k i pkipkipkip ⎞⎠1 7.73 2 k i pkipkipkip 11.31 kip is the self-weight of the foundation at GL 1.5 The moment capacity is determined using the following equation: ＝M C E ⋅―――― ⋅⋅m L f P U D 2 ⎛ ⎜ ⎝ -1 ――――q ⋅⎛⎝+1 C v ⎞⎠qc ⎞ ⎟ ⎠ 41-17 Equation 8-10 The term (1+Cv) above is a modification to Eqn 8-10 above permitted by 41-17 for the upper bound capacity of the foundation. The upper bound capacity is then compared to the overturning demand. The m-factor is also included in the capacity within the spreadsheet. ≔L f 31 .5 8 f tftftft Length of shear wall footing ＝q ―― P UD ⋅bf Lf Bearing pressure due to gravity loads only 26 of 100 1327 S Grand Ave 12/12/2024 ≔bf 1 2 i nininin Width of footing ≔q =―― P UD ⋅bf L f 5 6 1 .4 88 p s fpsfpsfpsf ≔qa 2 5 00 p s fpsfpsfpsf allowable bearing pressure per geotechnical report ≔qc =⋅3 qa 7 5 0 0 p s fpsfpsfpsf 41-17 Bearing Capacity, Eqn 8-1 ≔C v 1 .0 The m-factors are given in 41-17 Section 8.4.2.3.2. The m-factors shown below are for overturning. ≔m I O 2 .0 ≔m LS 3.0 ≔M C E _I O =⋅――――― ⋅⋅m I O L f P UD 2 ⎛ ⎜ ⎝ -1 ――――q ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎠ 5 3 9 ⋅k i pkipkipkip f tftftft ≔M C E _LS =⋅――――― ⋅⋅m LS L f P U D 2 ⎛ ⎜ ⎝ -1 ――――q ⋅⎛⎝+1 C v ⎞⎠qc ⎞ ⎟ ⎠ 8 09 ⋅k i pkipkipkip f tftftft Check foundation overturning ≔D C R be a r i n g_I O =――― M I O M C E _I O 2.6 0 2 ≔D C R be a r i n g_L S =――― M L S M C E _LS 3 .69 7 The above DCRs are greater than 1.0, but 41-17 allows the m factors to be increased where uplift is present (foundation fails overturning check) in order to satisfy the foundation bearing/overturning. The m-factor is also applied to the restoring dead load. Check foundation uplift ≔m I O _u p l i f t 4.0 ≔m LS _u p li f t 6.0 27 of 100 1327 S Grand Ave 12/12/2024 ≔M C E _I O =⋅―――――― ⋅⋅m I O _u p li f t Lf P UD 2 ⎛ ⎜ ⎝ -1 ―――― ⋅m I O _u p li f t q ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎠ 95 2 ⋅k i pkipkipkip f tftftft ≔M C E _LS =⋅―――――― ⋅⋅m LS _u p li f t Lf P U D 2 ⎛ ⎜ ⎝ -1 ―――― ⋅m LS _u p li f t q ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎠ 13 03 ⋅k i pkipkipkip f tftftft ≔D C R be a r i n g_I O =――― M I O M C E _I O 1.4 7 3 ≔D C R be a r i n g_L S =――― M L S M C E _LS 2 .29 5 These DCRs are also greater than 1.0, however they are smaller. We judge foundation 1.5 to be ok as it frames into highly vertically loaded shear walls on both sides that would prevent the foundation from uplifting or overturning. The restoring action of these shear walls is not taken into account above. Shear wall 6.3 also has a DCR greater than 1.0 for uplift, but is also connected to a highly vertically loaded shear wall. We deem this shear wall ok for the reasons above. Shear walls 1.A, 3.A, 3.5, and B.2 all also have DCRs greater than 1 considering the weight of the shear walls and footings alone. However, these foundations are connected to additional elements that also provide restraint similar to the crosswalks for the two cases described above. These are shown immediately to the right of the DCR in the excel table. P a d d The additional load added from the connected elements of the foundation d The distance away the additional load acts ＝M r est or i n g _a d d ⋅P a d d d Additional restoring moment on the foundation ＝M C E _LS +⋅m LS _u p li f t M r e s t or i n g_a d d ⋅―――――― ⋅⋅m LS _u p li f t Lf P UD 2 ⎛ ⎜ ⎜ ⎜⎝ -1 ――――――― ⋅m LS _u p li f t ⎛ ⎜ ⎝ +q ―― P a d d ⋅L f bf ⎞ ⎟ ⎠ ⋅⎛⎝+1 C v ⎞⎠q c ⎞ ⎟ ⎟ ⎟⎠ The additional load for each wall is described below: 1.A has an additional load from the roof girder on GL B that frames into it 3.A has additional loads from the orthogonal foundations at each end of the wall 3.5 has additional loads from the orthogonal foundations at each end of the wall B.2 has additional loads from the orthogonal GL on one end and the end reaction of wall B.1 transferred by the footing in between 28 of 100 1327 S Grand Ave 12/12/2024 Foundation Checks Sliding The shear demand and ultimate dead load are as described above. The ultimate dead load P_UD for GL 1.5 can be increased for sliding to account for the grade beam and some tributary with of slab over the grade beam and adjacent to the shear wall ≔H LS =VLS _T 1 9 9 .2 78 k i pkipkipkip ≔H I O =VI O _T 9 3 .5 13 k i pkipkipkip ＝P UD _s li d e 1 .1 ⎛⎝+++P UD P gb P gb_sla b P sla b⎞⎠ ≔P gb =⋅⋅⋅1 2 i nininin 1 2 i nininin 1 5 0 p c fpcfpcfpcf 67 .7 5 f tftftft 1 0 .1 63 k i pkipkipkip This is the weight from the 12"x12" grade beam that extends down GL 1.5 ≔P gb_sla b =⋅⋅⋅4 i nininin 5 f tftftft 15 0 p c fpcfpcfpcf 6 7 .7 5 f tftftft 16 .93 8 k i pkipkipkip This is the weight from a 5' tributary width of the slab over the grade beam ≔P s la b =⋅⋅⋅4 i nininin 3 f tftftft 1 5 0 p c fpcfpcfpcf L f 4 .7 3 7 k i pkipkipkip This is the weight from a 3' tributary width of the slab adjacent to the foundation ≔P UD _s li d e =1 .1 ⎛⎝+++P UD P g b P g b_sl a b P sl a b⎞⎠5 4 .5 26 k i pkipkipkip Compute Foundation Sliding Capacity ＝H C E ⋅⋅P UD f ⎛⎝+C v 1⎞⎠ ≔f 0 .25 foundation coefficient of friction per geotech report 41-17 allows the sliding capacity to be increased by 1+C_v for an upper bound capacity 29 of 100 1327 S Grand Ave 12/12/2024 ≔H C E =⋅⋅P U D _sli d e f ⎛⎝+C v 1 ⎞⎠2 7 .26 3 k i pkipkipkip m-factors are taken per Table 8-3 ≔m LS 8 ≔m I O 5 Compute Sliding DCR ≔D C R LS =―――― H LS ⋅m LS H C E 0.9 1 4 ≔D C R LS =―――― H I O ⋅m I O H C E 0.6 8 6 30 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 1 12/19/2023 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 Item number: not available (element) / 2334276 HIT-HY 200-R V3 (adhesive) Effective embedment depth: hef,act = 12.500 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-4868 Issued I Valid: 11/1/2022 | 11/1/2024 Proof: Design Method ACI 318-19 / Chem Stand-off installation: Profile: Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 24.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) Geometry [in.] & Loading [lb, in.lb] 31 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 2 12/19/2023 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 2,900; Vx = 0; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 100 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,900 0 0 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*2,900 9,832 30 OK Bond Strength**2,900 4,976 59 OK Sustained Tension Load Bond Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,900 2,907 100 OK * highest loaded anchor **anchor group (anchors in tension) 32 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 3 12/19/2023 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4868 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.23 58,000 Calculations Nsa [lb] 13,110 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 13,110 0.750 9,832 2,900 33 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 4 12/19/2023 3.2 Bond Strength Na = (ANa ANa0)y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1a) f Na ³ Nua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ed,Na = 0.7 + 0.3 (ca,min cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac , cNa cac )£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b) Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]aoverhead t k,c [psi] 2,220 0.625 12.500 2.750 1.000 1,170 cac [in.]l a aN,seis 28.151 1.000 0.990 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 8.839 141.42 312.50 0.793 y cp,Na Nba [lb] 1.000 28,429 Results Na [lb]f bond f seismic f nonductile f Na [lb]Nua [lb] 10,207 0.650 0.750 1.000 4,976 2,900 34 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 5 12/19/2023 3.3 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 12.500 2.750 1.000 28.151 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 300.00 1,406.25 0.744 1.000 37,565 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 5,962 0.650 0.750 1.000 2,907 2,900 35 of 100 1327 S Grand Ave 12/12/2024 www.hilti.com Hilti PROFIS Engineering 3.0.89 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | HD3B - GL A Page: Specifier: E-Mail: Date: 6 12/19/2023 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*N/A N/A N/A N/A Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength (Bond Strength controls)*N/A N/A N/A N/A Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 36 of 100 1327 S Grand Ave 12/12/2024 GRADE BEAM DESIGN 37 of 100 1327 S Grand Ave 12/12/2024 Gridline 2 Grade Beam Design To get a realistic grade beam demand, we reduce the elastic base shear by the m-factor of the shear walls, compute the maximum grade beam demand with a model using compression- only soil springs, then scale the resulting demand by the m-factor for shear walls. ≔V B S E 1 E 1 27 .4 k i pkipkipkip ≔V B S E 2 E 27 1 .4 k i pkipkipkip ≔m I O 1 .7 ≔m LS 3 .8 =――― VB S E 1E m I O 7 4 .94 1 k i pkipkipkip =――― VB S E 2E m LS 7 1 .42 1 k i pkipkipkip ≔V =m a x ⎛ ⎜ ⎝ ,――― VB S E 1 E m I O ――― V B S E 2E m L S ⎞ ⎟ ⎠ 7 4 .9 41 k i pkipkipkip ≔M B S E 1E =⋅⋅m I O 2 3 5 k i pkipkipkip f tftftft 39 9.5 ⋅k i pkipkipkip f tftftft ≔M B S E 2E =⋅⋅m LS 2 3 5 k i pkipkipkip f tftftft 8 93 ⋅k i pkipkipkip f tftftft ≔V u 1E =⋅m I O 1 04 k i pkipkipkip 1 7 6 .8 k i pkipkipkip ≔V u 2E =⋅m LS 1 04 k i pkipkipkip 39 5 .2 k i pkipkipkip Bending Capacity Check (32"x24" grade beam with (6) #8 T&B and #5 ties @ 6") 38 of 100 1327 S Grand Ave 12/12/2024 ≔f 'c 4 k s iksiksiksi ≔f 'ce =⋅1.5 f 'c 6 k s iksiksiksi ≔f y 6 0 k s iksiksiksi ≔f y e =⋅1 .2 5 f y 75 k s iksiksiksi ≔b 3 2 i nininin ≔d =---2 4 i nininin 3 i nininin 0 .6 25 i nininin 0 .5 i nininin 1 9.87 5 i nininin ≔As =⋅6 0 .79 i nininin 2 4 .7 4 i nininin 2 ≔a =―――― ⋅As f y ⋅⋅0.8 5 f 'c b 2 .6 1 4 i nininin ≔M n e =⋅⋅As f y ⎛ ⎜⎝ -d ―a 2 ⎞ ⎟⎠ 44 0 .0 6 2 ⋅k i pkipkipkip f tftftft ≔m bI O 3 (ASCE 41-17, Table 10-13) ≔m bLS 6 ≔D C R I O =―――― M B S E 1 E ⋅m bI O M n e 0 .3 0 3 ≔D C R LS =―――― M B S E 2E ⋅m bLS M n e 0.3 3 8 Shear Capacity Check (as force controlled action) ≔V c =⋅⋅⋅⋅2 ‾‾‾‾ ―― f 'c p s ipsipsipsi p s ipsipsipsi b d 80 .4 4 8 k i pkipkipkip ≔Av s =⋅2 0 .3 1 i nininin 2 0.6 2 i nininin 2 ≔s 6 i nininin ≔V s =――― ⋅⋅f y Avs d s 1 23 .2 2 5 k i pkipkipkip ≔V n =+Vc Vs 2 0 3 .6 7 3 k i pkipkipkip ≔J 2 ≔χ 1 .3 ≔C 1 C 2 I O 1 .1 39 of 100 1327 S Grand Ave 12/12/2024 ≔C 1 C 2 LS 1 .4 ≔D C R I O =――――― ⋅χ Vu 1E ⋅⋅C 1 C 2 I O J Vn 0 .5 1 3 ≔D C R LS =――――― ⋅χ V u 2 E ⋅⋅C 1 C 2LS J V n 0.9 0 1 Gridline 3.5 Grade Beam Design ≔V B S E 1 E 9 5.8 k i pkipkipkip ≔V B S E 2 E 20 4 .2 k i pkipkipkip Conservative free body diagram to compute grade beam demands. ≔R B S E 1 E =⋅VB S E 1 E ―――1 5 f tftftft 1 2.5 f tftftft 11 4.9 6 k i pkipkipkip ≔R B S E 2 E =⋅VB S E 2 E ―――1 5 f tftftft 1 2.5 f tftftft 24 5.0 4 k i pkipkipkip ≔M B S E 1E =⋅R B S E 1E 1 2.5 f tftftft ⎛⎝⋅1 .4 3 7 10 3 ⎞⎠⋅k i pkipkipkip f tftftft ≔M B S E 2E =⋅R B S E 2E 1 2.5 f tftftft ⎛⎝⋅3 .0 6 3 10 3 ⎞⎠⋅k i pkipkipkip f tftftft ≔V u 1E R B S E 1 E ≔V 2E R B S E 2 E Bending Capacity Check (36"x24" grade beam with (8) #8 T&B and #5 ties @ 6") ≔b 3 6 i nininin ≔d =---2 4 i nininin 3 i nininin 0 .6 25 i nininin 0 .5 i nininin 1 9.87 5 i nininin 40 of 100 1327 S Grand Ave 12/12/2024 ≔As =⋅8 0 .79 i nininin 2 6 .3 2 i nininin 2 ≔a =―――― ⋅As f y ⋅⋅0.8 5 f 'c b 3 .0 9 8 i nininin ≔M n e =⋅⋅As f y ⎛ ⎜⎝ -d ―a 2 ⎞ ⎟⎠ 57 9 .1 0 1 ⋅k i pkipkipkip f tftftft ≔m bI O 3 (ASCE 41-17, Table 10-13) ≔m bLS 6 ≔D C R I O =―――― M B S E 1 E ⋅m bI O M n e 0 .8 2 7 ≔D C R LS =―――― M B S E 2E ⋅m bLS M n e 0.8 8 2 Shear Capacity Check (as force controlled action) ≔V c =⋅⋅⋅⋅2 ‾‾‾‾ ―― f 'c p s ipsipsipsi p s ipsipsipsi b d 90 .5 0 4 k i pkipkipkip ≔Av s =⋅2 0 .3 1 i nininin 2 0.6 2 i nininin 2 ≔s 6 i nininin ≔V s =――― ⋅⋅f y Avs d s 1 23 .2 2 5 k i pkipkipkip ≔V n =+Vc Vs 2 1 3 .7 2 9 k i pkipkipkip ≔J 2 ≔χ 1 .3 ≔C 1 C 2 I O 1 .1 ≔C 1 C 2 LS 1 .4 ≔D C R I O =――――― ⋅χ Vu 1E ⋅⋅C 1 C 2 I O J Vn 0 .3 1 8 ≔D C R LS =――――― ⋅χ V u 2 E ⋅⋅C 1 C 2LS J V n 0.8 5 8 ≔Av m i n =⋅⋅0.0 02 5 b s 0.5 4 i nininin 2 =Av s 0 .6 2 i nininin 2 41 of 100 1327 S Grand Ave 12/12/2024 GEOTECHNICAL REPORT 42 of 100 1327 S Grand Ave 12/12/2024 GEOTECHNICAL INVESTIGATION FOR SOUTHERN CALIFONIA EDISON SANTA ANA SERVICE CENTER IMPROVEMENTS SANTA ANA, CALIFORNIA OCTOBER 25, 2019 PROJECT NO. 3.31634 Prepared By: SIERRA GEOTECHNICAL SERVICES, INC. www.sgsi.us 43 of 100 1327 S Grand Ave 12/12/2024 TABLE OF CONTENTS PAGE 1. PURPOSE AND SCOPE ........................................................................................................................... 1 2. PROPOSED DEVELOPMENT ............................................................................................................... 1 3. SITE DESCRIPTION ................................................................................................................................ 2 4. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS .......................................................... 2 5. REGIONAL GEOLOGY ............................................................................................................................ 2 6. SUBURFACE CONDITIONS .................................................................................................................. 2 6.1 General Site Soil Conditions ............................................................................................ 3 6.2 Groundwater .......................................................................................................................... 3 7. FAULTING ................................................................................................................................................... 4 7.1 San Joaquin Hills Thrust .................................................................................................... 4 8. SEISMIC DESIGN CRITERIA ................................................................................................................. 4 9. SECONDARY EARTHQUAKE EFFECTS ........................................................................................... 5 9.1 Shallow Ground Rupture .................................................................................................. 5 9.2 Soil Lurching .......................................................................................................................... 6 9.3 Liquefaction and Dynamic Settlement ........................................................................ 6 9.4 Lateral Spreading ................................................................................................................. 6 10. EXPANSIVE SOILS ................................................................................................................................ 7 11. FLOOD HAZARDS ................................................................................................................................. 7 12. TSUNAMIS ............................................................................................................................................... 7 13. LANDSLIDES .......................................................................................................................................... 7 14. CONCLUSIONS ....................................................................................................................................... 8 15. RECOMMENDATIONS ........................................................................................................................ 8 15.1 Plan and Specification Review .................................................................................... 9 15.2 Earthwork ............................................................................................................................ 9 15.2.1 Site Preparation ................................................................................................. 10 15.3 Excavation ........................................................................................................................... 10 15.3.1 Construction Considerations ....................................................................... 11 15.4 Foundations ........................................................................................................................ 11 15.5 Foundation Construction .............................................................................................. 12 44 of 100 1327 S Grand Ave 12/12/2024 TABLE OF CONTENTS CONTINUED 15.6 Foundation Setback ......................................................................................................... 13 15.7 Concrete Slab-on-Grade Floors .................................................................................. 13 16. PAVEMENT RECOMMENDATIONS ............................................................................................... 14 17. CORROSION POTENTIAL .................................................................................................................. 15 18. QUALITY CONTROL ............................................................................................................................ 16 19. DRAINAGE ............................................................................................................................................... 16 20. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION ............... 16 21. LIMITATIONS ......................................................................................................................................... 17 22. REFERENCES ......................................................................................................................................... 18 LIST OF ATTACHMENTS FIGURE 1 VICINTY MAP FIGURE 2 REGIONAL MAP FIGURE 3 SUBSURFACE LOCATION MAP APPENDICES APPENDIX A EXPLORATORY BORING AND CPT LOGS AND RESULTS APPENDIX B LABORATORY TESTING APPENDIX C GENERAL EARTHWORK AND GRADING RECOMMENDATIONS 45 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 1 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed truck canopy and prefabricated logistics building additions, to be located within the grounds of the Santa Ana Service Center, located at 1241 S. Grand Avenue in Santa Ana, California (33.7326; -117.8484) (Figures 1 and 2). The purpose of this study was to obtain information on the subsurface conditions within the project area; to evaluate the competency of the soils to support the proposed structure(s); evaluate data relative to site geologic and seismic hazards; evaluate data relative to foundation design; and provide conclusions and geotechnical recommendations for grading, foundation design, and construction of the proposed structure(s) as influenced by subsurface conditions. Specifically, our scope of work consisted of:  A review of readily available published and unpublished geotechnical literature, topographic maps, geologic maps, fault maps, and aerial photographs.  Coordination of utility mark-out, and a subsurface field investigation consisting of two small diameter borings and two cone penetration tests (CPT) to 50 feet below the surface.  Laboratory testing of representative soil samples obtained during our field investigation to evaluate soil properties for design purposes.  Geologic and geotechnical evaluation and analysis of the collected field and laboratory data.  Preparation of this written report presenting the results of our findings, conclusions, geotechnical recommendations, and construction considerations for the proposed development. 2. PROPOSED DEVELOPMENT Based upon a review of project architectural plans provided by Elements Architecture dated 9/30/2019, and Preliminary Grading Plan prepared by KHS Associates, dated 10/1/2019, the proposed project will include construction of an approximate 4,656 SF Logistics Building, and a nineteen-foot-tall, 6,480 sf Truck Canopy. 46 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 2 The proposed improvements will include excavations for the foundation areas, utility improvement, and paving. The structures are expected to sit at or near existing grades. Foundations will likely include shallow conventional pad and continuous perimeter footings for the Logistics Building Neither subterranean/basement levels or retaining walls are not anticipated. SGSI should review foundation plans once complete to assure conformance with the design recommendations in this report. 3. SITE DESCRIPTION The improvement areas are to be located near the center of the SCE Santa Ana substation which is located at 1241 S. Grand Avenue Boulevard, approximately 0.17 mi southeast of the intersection of E. McFadden Avenue and S. Grand Avenue in Santa Ana, California (Figures 1 and 2). The topography is flat, and the ground surface elevation is approximately 100’ MSL. The improvements areas are paved and presently used for parking and equipment storage. Map coordinates are 33.7326; -117.8484. 4. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS Geotechnical constraints to development include the potential for strong ground shaking from an earthquakes along nearby regional faults. 5. REGIONAL GEOLOGY The subject site is located along the southern margin of the Los Angeles Sedimentary Basin within the Peninsular Ranges Geomorphic Province. The site is underlain at depth by alluvial sediments mapped as young (Holocene) alluvial fan deposits which include unconsolidated to moderately consolidated silt, sand, and cobbly sands (Morton, D.M, and F.K. Miller, 2006). 6. SUBSURFACE CONDITIONS An onsite subsurface investigation was performed in September 2019 to evaluate the general engineering characteristics of the site soils. The investigation consisted of two shallow augers to 10 feet in depth, and two Cone Penetration Tests (CPT) performed by Kehoe Testing, Inc. under subcontract with SGSI. The CPT probe was pushed to 50-foot depths at each test location in general accordance with the current ASTM standards (ASTM D5778). The CPT equipment consists of a cone penetrometer assembly mounted 47 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 3 at the end of a series of hollow sounding rods. The interior of the cone penetrometer is instrumented with strain gauges that allow the simultaneous measurement of cone tip and friction sleeve resistance during penetration. The cone penetration assembly is continuously pushed into the soil by a set of hydraulic rams at a standard rate of 0.8 inch per second while the cone tip resistance and sleeve friction resistance are recorded at approximately every 1-inch and stored in digital form. A specially designed all-wheel drive 30-ton truck provides the required reaction weight for pushing the cone assembly. The approximate locations of our subsurface explorations are provided on Figure 3. The boring and CPT logs are provided in Appendix A. 6.1 General Site Soils Conditions The results of the subsurface investigation indicate that site soils consist of shallow granular fill overlying predominantly medium stiff to stiff layers of finer-grained silts and clays interbedded, with thin layers of silty sands. Boring and CPT results are provided in Appendix A. 6.2 Groundwater Groundwater was not encountered in either the augured borings or the CPT borings performed which were “pushed” to 50-feet for this investigation. In addition, a review of California Department of Water Resources Groundwater Level records for water wells near to the site indicates that water levels are greater than 40-feet below the surface. Groundwater levels may be found at the following links.  http://wdl.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cf m?CFGRIDKEY=5795  http://wdl.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cf m?CFGRIDKEY=5796  http://wdl.water.ca.gov/waterdatalibrary/groundwater/hydrographs/brr_hydro.cf m?CFGRIDKEY=38724 48 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 4 Shallow wet soils from rain could however be encountered during construction depending upon the time of the year in which the site is excavated. If groundwater and/or saturated soils are encountered during site grading, SGSI should be contacted so that we may evaluate seepage/moisture conditions and provide appropriate mitigation recommendations. 7. FAULTING Based on our review, the site is not located within any “Earthquake Fault Zones” or Alquist-Priolo Hazard Zones. Recent faulting (surface rupture less than 11,000 years ago) and historic faults (surface rupture less than 200 years ago) are located regionally near the site. Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. The closest active fault to the site is the San Joaquin Hills thrust located approximately 2.93 miles to the south of the site. 7.1 SAN JOAQUIN HILLS THRUST The San Joaquin Hills thrust is a northeast-vergent blind thrust fault postulated to underlie the San Joaquin Hills in the westernmost Peninsular Ranges. This fault is likely associated with uplifted marine terraces and fold structure of San Joaquin Hills. Grant and others (2002) infer that uplifted late Holocene marsh deposits in upper Newport Bay and an emergent shoreline along the southwestern flank of San Joaquin Hills indicates tectonic uplift due to an earthquake larger than M7 sometime between AD 1635 and AD 1855. 8. SEISMIC DESIGN CRITERIA Site coordinates are 33.7326; -117.8484 and were acquired using the computer program Google Earth. Table I presents the seismic parameters for use in preparing a Design Response Spectra for the site. The site class is E, based upon the results of this investigation. 49 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 5 TABLE I SEISMIC PARAMETER RECOMMENDED VALUE Site Class E Fa 0.9 Fv 2.4 SS 1.483 S1 0.546 SMS 1.335 SM1 1.309 SDS 0.890 SD1 0.873 PGA PGAM 0.489 CRS 1.019 CR1 1.052 Occu anc Cate or II Seismic Desi n Cate or SDC D Conformance to the above criteria for strong ground shaking does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur during a large magnitude earthquake. Design of structures should comply with the requirements of the governing jurisdictions, building codes, and standard practices of the Structural Engineers Association of California. 9. SECONDARY EARTHQUAKE EFFECTS Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are discussed in the following sections. 9.1 Shallow Ground Rupture Ground surface rupture results when the movement along a fault is sufficient to cause a gap or break along the upper edge of the fault zone on the surface. Our review of available geologic literature indicated that there are no known active, potentially active, or inactive faults that transect the subject site. 50 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 6 9.2 Soil Lurching Soil lurching refers to the rolling motion on the ground surface by the passage of seismic surface waves. Effects of this nature are likely to be most severe where the thickness of soft sediments varies appreciably under structures. In its present condition, the potential for lurching at the subject site is considered low due to the overall relative density of site soils. 9.3 Liquefaction and Dynamic Settlement The project site is located within the Tustin Liquefaction Hazard Zone (Seismic Hazard Zone Report for the Tustin 7.5-Minute Quadrangle, Orange County, California, CGS, 2001). Liquefaction is characterized by a loss of shear strength in the affected soil layers, thereby causing the soil to behave as a viscous liquid. This effect may be manifested at the ground surface by settlement, sand boils, and bearing capacity failure below structures. Dynamic settlement in dry sands can occur due to densification of the sand as a result of vibration stemming from the seismic event. In order for the potential effects of liquefaction to be manifested at the ground surface, the soils generally have to be granular, loose to medium-dense and saturated relatively near the ground surface (≤ 40-feet) and must be subjected to ground shaking of a sufficient magnitude and duration. The potential for liquefaction to occur is considered very low, given the lack of a static or perched water table (See Section 6.2) and the nature of soils on-site, predominantly clay and silt. Because the liquefaction potential is considered very low, the potential for ground failures associated with liquefaction, i.e post liquefaction reconsolidation, and sand boils are also considered very low. 9.6 Lateral Spreading Lateral spreading is a type of liquefaction induced ground failure that forms on gentle slopes as a result of seismic activity and has a fluid like movement. It differs from slope failure in that complete ground failure involving large movement does not occur due to the relatively smaller gradient of the initial ground surface. Due to the site being relatively level and the lack of an adjacent free face to drive lateral spreading, the potential for lateral spreading is considered very low. 51 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 7 10. EXPANSIVE SOILS Expansive soils are soils that swell when subjected to moisture. Shrink/swell potential is the relative change in volume to be expected with changes in moisture content; that is, the extent to which the soil shrinks as it dries or swells when it gets wet. The extent of shrinking and swelling is influenced by the amount and kind of clay in the soil. Shrinking and swelling of soils causes’ damage to building foundations, roads, and other structures. Soils in the immediate vicinity of the building site consist of silty fine to coarse sands overlying lean clays and silts. Based on laboratory testing, there is a very low to low shrink/swell potential at the site. 11. FLOOD HAZARDS Based upon a review of the FEMA Flood Insurance Rate Map, 06059C0276J, effective on12/03/2009; the site is located in Zone X - outside the 0.2% annual chance flood plain. 12. TSUNAMIS Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) generated by sudden movements of the ocean bottom during submarine earthquakes, landslides, or volcanic activity. Based on a review of the Orange County, California Tsunami Inundation Maps for Emergency Planning (2009), the site is not located within a tsunami inundation area. 13. LANDSLIDES Based on our review of published landslide hazard maps, geologic maps, and aerial photographs, as well as our site reconnaissance, landslides or indications of deep-seated slope instability was not observed at the project site. Further, the site area is generally flat and there are no significant slopes in close proximity, nor are there any planned as part of the proposed project. Landslides are therefore not a design consideration. 52 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 8 14. CONCLUSIONS Based upon the results of this study, it is our opinion that geologic hazards at the site area are nominal and any future construction within, is feasible from a geologic and geotechnical standpoint. The following more explicitly summarize our findings.  The site is underlain by shallow granular fill underlain by alluvium predominantly consisting of silts and lean clays. Near surface soils will require earthwork removals and re-compaction for the planned structural improvements.  Seismic hazards at the site may be caused by ground shaking during seismic events on regional active faults.  Groundwater was not encountered in either the augured borings or the CPT borings performed for this investigation. A review of California Department of Water Resources Groundwater Level records for water wells near to the site, indicates that water levels are greater than 40-feet below the surface. Foundations are expected to be relatively shallow and therefore not interact with groundwater.  The site is located in a mapped seismic hazard zone for liquefaction. However, the potential for liquefaction to occur is considered very low, given the lack of a static or perched water table (See Section 6.2) and the nature of soils on-site, predominantly clay and silt.  Site soils encountered during our field investigation generally consist of shallow granular fills overlying alluvium consisting pof medium stiff to stiff layers of silts and clays with minor interbeds of sands with varying amounts of silt.  The subject site is situated on relatively flat terrain underlain by approximately 2- feet of relatively loose soils considered unsuitable for the support of new structural loads. These soils should be over-excavated and compacted in all structural areas.  The depth of the unsuitable soils is based upon the areas observed during the field investigation. It should be anticipated that the overall depth of the unsuitable materials exposed during construction may vary from that encountered in the test pits. Reasonably continuous construction observation and review during site grading and foundation installation allows for evaluation of the actual soil conditions and the ability to provide appropriate revisions where required during construction.  Excavations at the site will be achievable using standard earthmoving equipment. 53 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 9  Concrete in contact with the existing earth material at the site is expected to be subject to negligible sulfate and chloride exposure. However, metal components in contact with soils could be subject to corrosion due to a relatively low soil resistivity value. Cathodic protection or use of galvanized pipes and coated steel should be used. Consultation with a corrosion engineer is recommended. 15. RECOMMENDATIONS The following recommendations should be adhered to during site development. These recommendations are based on empirical and analytical methods typical of the standard of practice in California. If these recommendations appear not to cover any specific feature of the project, please contact our office for additions or revisions to the recommendations. 15.1. Plan and Specification Review Detailed plans for construction and grading were not available at the time of this report. SGSI should review grading and foundation plans prior to construction in order to verify that they are in conformance with this report; some of the recommendations contained herein may need to be revised after reviewing. 15.2 Earthwork Site grading should be observed by SGSI. Such observations are considered essential to identify field conditions that may differ from those anticipated by the investigation, to adjust design to actual field conditions, and to determine that the grading is accomplished in general accordance with the recommendations of this report. Earthwork and grading recommendations which include guidelines for site preparation fill compaction, temporary excavations, and trench backfill are provided in Appendix C. The recommendations contained in Appendix C are general grading specifications provided for typical grading projects. Some of the recommendations may not be strictly applicable to this project. The specific recommendations contained in the text of this report supersede the general recommendations in Appendix C. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly in accordance with the recommendations of this report and the specifications in Appendix C, notwithstanding the testing and observation of the geotechnical consultant. 54 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 10 15.2.1 Site Preparation Prior to grading, the proposed structural improvement areas (i.e. all structural fill, pavements areas and structural building, etc.) of the site should be cleared of surface and subsurface obstructions, including vegetation. Vegetation and debris should be disposed of offsite. Holes resulting from removal of buried obstructions, which extend below the recommended removal depths described herein or below finished site grades (whichever is lower) should be filled with properly compacted soil. Should existing underground utilities be encountered they should be completely removed and properly backfilled. Alternatively, if the utility is not within the influence zone of the foundation it may be abandoned in place by fully grouting the pipe. 15.3 Excavation Up to approximately 2 to 2 ½-feet of surficial undocumented fill soils were observed during our investigation. These soils will need to be over-excavated and removed from within all structural areas. Where not constrained at junctions with existing structures, excavations should extend to a minimum horizontal distance of at least 3-feet outside any building footprints. The actual depth of removal may vary and should be field verified and approved by the geotechnical consultant prior to fill placement. Removals and compaction recommendations are provided in Appendix C. Cut-Fill transitions shall not be allowed to occur below foundations. We recommend that the subgrade materials be made uniform. For building pads located across a cut- fill transition, this can be accomplished by excavating the native materials to at least 2- foot below the bottom of the deepest footing and extending to 3-foot beyond the building corners. The bottom of the excavation should then be scarified, moisture conditioned, and replaced as a uniform layer of engineered fill. Site soils are suitable for use as compacted fill if they are processed in accordance with the recommendations in Appendix C. Approved fill soils should be placed in thin lifts (≤ 8-inches loose thickness) and moisture conditioned to at least optimum moisture content. All fill should be compacted to a minimum of 90-percent relative compaction. Local conditions may be encountered during excavation that could require additional over-excavation beyond the above noted minimum in order to obtain an acceptable 55 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 11 subgrade. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading. Areas to be over-excavated should be accurately staked in the field by the Project Surveyor. Site grading and footing excavations should be observed by SGSI. Such observations are considered essential to identify field conditions that differ from those anticipated by the investigation, to adjust design to actual field conditions, and to determine that the grading is accomplished in general accordance with the recommendations of this report. Earthwork and grading recommendations which include guidelines for site preparation fill compaction, temporary excavations, and trench backfill are provided in Appendix C. 15.3.1 Construction Considerations Excavations will be required to construct spread footings, install utilities, and to remove locally weak or unsuitable soils. All excavations that will be deeper than 5-feet and will be entered by workers should be shored or sloped for safety in accordance with Occupational Safety and Health Administration (OSHA) standards. Though not encountered during our investigation, groundwater seepage may be encountered in excavations extending 5-feet or greater depending upon the time of year in which the work occurs. Stabilization and drainage measures may need to be performed. If earthwork is performed during or shortly after wet weather conditions, the moisture content of the onsite soils could be appreciably above optimum. Consequently, subgrade preparation and fill placement may be difficult. 15.4 Foundations Shallow, spread or continuous footings may be used to support the proposed structure provided they are founded entirely upon properly compacted fill, or competent native deposits. Continuous and isolated column foundations should be sized according to the allowable soil bearing pressures shown in Table II below. The pressures shown on Table II are for dead loads plus long-term live load. 56 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 12 TABLE II Allowable Soil Bearing Pressure (psf) FS =3.0 Lateral Resistance (psf/ft) FS =1.5 Coefficient of Friction 2,500 250 0.25 The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. In addition, when passive resistance is calculated, the upper one foot of soil should be neglected unless the ground surface is covered by pavement. Footings may be constructed according to California Building Code requirements regarding width (minimum 12-inches). Foundations shall have a minimum embedment depth of 12-inches below outside adjacent grade. Continuous and isolated footings should be designed in accordance with the structural engineer requirements. Reinforcement of footings should be per the structural engineer’s design. 15.5 Foundation Construction The following preliminary recommendations assume very low to low expansive soils near finish pad grade.  All footing excavations should be observed by the geotechnical consultant prior to placement of reinforcing steel, in order to verify proper embedment into suitable soils.  If foundations and or slabs will adjoin any likewise existing surfaces, it is recommended that the structural engineer provide details for doweling to minimize cracking along the interface. Similarly, the architect should provide detailing for the flooring materials (e.g. antifracture membranes) or expansion joints to accommodate for any slight differential movement at connections.  Site soils are suitable for use as compacted fill if they are processed in accordance with the recommendations in Appendix C. 57 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 13  Approved fill soils should be placed in thin lifts (≤ 8-inches loose thickness) and moisture conditioned to at least optimum moisture content. All fill should be compacted to a minimum of 90-percent relative compaction.  Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. Earth fill material shall not contain more than 1- percent of organic materials (by volume). Imported fill shall have a maximum plasticity index of ≤ 12, and a liquid limit less than 40 when measured in accordance with ASTM D 4318. 15.6 Foundation Setback Utility trenches that parallel or nearly parallel structure footings should not encroach within a 1:1 plane extending downward and outward from the outside edge of the footing. 15.7 Concrete Slab‐on‐Grade Floors Interior: Building slabs shall be supported by compacted fill. Subgrade soils should have a very low expansion potential (EI < 20). Slabs should be designed for anticipated loading. For design of slabs and estimating their deflections, a modulus of subgrade reaction (Ks) of 100 pci may be used for compacted materials. Slab thickness shall be a minimum of 4-inches. In areas where heavy equipment or loading will stress the slab, the thickness will meet the requirements of the Structural Engineer of record. Likewise, control joints and reinforcement should be designed by the Structural Engineer. Concrete slabs should be underlain by a vapor barrier/retarder (Stego Wrap or equivalent - 10 mil minimum thickness), which is in turn, underlain by a single layer of filter fabric (Mirafi) over a 4-inch layer of ¾” crushed stone. The filter fabric will help protect the vapor barrier from puncture. All penetrations and laps in the moisture barrier should be appropriately sealed. The membrane should have a high puncture resistance and should be installed so that there are no openings or holes. All seams should be overlapped and sealed at the laps per the manufacturer’s recommendations. Where pipes extend through the membrane, the barrier should be sealed to the pipes. Moisture retarders can reduce, but not eliminate moisture vapor movement from the underlying soils up through the slab. We recommend that the floor coverings installer 58 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 14 test the moisture vapor flux rate prior to attempting application of the flooring. "Breathable" floor coverings should be considered if the vapor flux rates are high. A slipsheet should be used if crack sensitive floor coverings are planned. The use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking may be expected as the concrete cures. Concrete cracking and/or spalling is often aggravated by a high cement ratio, high or low concrete temperature at the time of placement, small nominal aggregate size, rapid moisture loss, or the addition of water during placement. The use of low slump concrete (not exceeding 4-inches at the time of placement), a water- cement ratio no greater than 0.45 by weight, and proper curing methods can reduce the potential for shrinkage cracking. 16. PAVEMENT RECOMMENDATIONS The pavement sections are provided based on an assumed R-value of 62. Pavement sections were determined using the Caltrans method for design of flexible pavements. Traffic Indices utilized in this method of design are based on estimated equivalent axle loads over a period of 20 years. The pavement sections were designed for assumed traffic loading conditions. These recommendations must be confirmed with R-value testing of representative near-surface soils at the completion of grading and after underground utilities have been installed and backfilled. TABLE IV‐ AC Pavement Section Thickness The thicknesses shown are for minimum thicknesses. The Hot Mix Asphalt (HMA) construction process should follow the “method” process as described in Section 39 of the Caltrans Standard Specifications. HMA should be Type A using the Standard construction process complying with Section 39, “Hot Mix Asphalt” of the Standard Specifications. Assumed Traffic Index Asphaltic‐Concrete (AC) Thickness (inches) Class II Aggregate Base (AB) (R=78) Thickness (inches) ≤ 5 3 4 7 4 6 9 4 8 59 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 15 Asphalt binder to be mixed with the aggregate should conform to the provisions of Section 92, “Asphalts”, of the Standard Specifications and should be Performance Graded (PG) Asphalt Binder. HMA shall be compacted to 91-97%. Class II Aggregate Base shall all be compacted to a minimum of 95-percent of the material’s maximum dry density as determined by ASTM D1557. Class II Aggregate Base should conform to Section 26 of the CSS. Prepared subgrade shall be scarified and re-compacted to 95-percent. The subgrade shall be smooth and uniform, and true to the required grade and cross section. We recommend that any curbs and gutters be designed by the project civil engineer. For any proposed curbs and gutters, a minimum 4-inch section of reinforced concrete (minimum 2,500 psi) may be used. We suggest control joints, at appropriate intervals, as determined City of Santa Ana Standards and the project civil engineer. 17. CORROSION POTENTIAL Geochemical screening of the site soils was performed. The screening is meant to serve as an indicator for determining the level of input necessary from a qualified corrosion engineer. SGSI is not a corrosion consultant. Several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary. The National Association of Corrosion Engineers (NACE) defines corrosion as “deterioration of a substance or its properties because of a reaction with its environment.” From a geotechnical viewpoint, the “environment” is the prevailing foundation soils and the “substances” are reinforced concrete foundations or various types of metallic buried elements such as piles, pipes, etc., which are in contact with or within close vicinity of the soil. In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or low pH values. Results of a laboratory corrosivity test conducted on a near surface sample yielded a soluble sulfate content of 399.3 ppm, a chloride content of 86.6 ppm, a pH value of 8.3, and an electrical resistivity of 4288 ohm-cm. 60 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 16 Based on the test results, onsite soils are not considered corrosive to bare metals and concrete. Soils are considered corrosive if the sulfate concentration is 2,000 ppm or greater, the chloride concentration is 500 ppm or greater, or if the pH is 5.5 or less (Caltrans Corrosion Guidelines 2003). However, the recorded electrical resistivity value was 4288 ohm-cm indicates soils are corrosive to metals in contact. Cathodic protection or use of galvanized pipes and coated steel should be used. Consultation with a corrosion engineer is recommended. 18. QUALITY CONTROL The recommendations in this report are based on limited subsurface information. The nature and extent of variation across the site may not become evident until construction. If variations are exposed during construction, it may be necessary to re-evaluate our recommendations. The recommendations presented herein are based on the assumption that sufficient field testing and construction review will be provided during all phases of construction. We should review the final plans and specifications to check for conformance with the intent of our recommendations. 19. DRAINAGE Positive site drainage should direct runoff away from foundations and pavement areas; Site drainage should be directed to an approved drainage facility. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 5- percent for earthen surfaces for a distance of at least 10-feet away from the face of wall. If a distance of 10-feet cannot be achieved, an alternative of a gradient of at least 5-percent to an area drain or swale having a gradient of 2-percent is acceptable. 20. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by SGSI. Geotechnical observation and testing is required per the California Building Code (CBC). Geotechnical observation and/or testing should be performed by SGSI at the following stages:  During grading (removal bottoms, fill placement, etc);  During utility trench and retaining wall backfill and compaction; 61 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 17  After presoaking building pads and other concrete-flatwork subgrades, and prior to placement of aggregate base or concrete;  Preparation of pavement subgrade and placement of aggregate base;  After building and wall footing excavation and prior to placing concrete and/or reinforcement; and  When any unusual soil conditions are encountered during any construction operation subsequent to issuance of this report. 21. LIMITATIONS This report has been prepared for the sole use and benefit of our client. The conclusions of this report pertain only to the site investigated. The intent of the report is to advise our client of the geologic and geotechnical recommendations relative to the future development of the proposed project. It should be understood that the consulting provided and the contents of this report are not perfect. Any errors or omissions noted by any party reviewing this report, and/or any other geotechnical aspects of the project, should be reported to this office in a timely fashion. The client is the only party intended by this office to directly receive this advice. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Sierra Geotechnical Services Incorporated from and against any liability, which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Sierra Geotechnical Services Incorporated. Conclusions and recommendations presented herein are based upon the evaluation of technical information gathered, experience, and professional judgment. Other consultants could arrive at different conclusions and recommendations. Final decisions on matters presented are the responsibility of the client and/or the governing agencies. No warranties in any respect are made as to the performance of the project. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings within this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. 62 of 100 1327 S Grand Ave 12/12/2024 SCE Santa Ana October 25,2019 Project No. 3.31634 Page 18 22.REFERENCES California Building Standards Commission, 2016, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2013. Clark, M.M., Harms, K.H., Lienkaemper, J.J., Harwood, D.S., Lajoie, K.R., Matti, J.C., Perkins, J.A., Rymer, M.J., Sarna-Wojcicki, A.M., Sharp, R.V., Sims, J.D., Tinsley, J.C., III, and Ziony, J.I., 1984, Preliminary slip rate table and map of late Quaternary faults of California: U.S. Geological Survey Open-File Report 84-106. Hart, E.W., and W.A. Bryant, 1999, Fault-rupture hazard zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Indexes to Earthquake Fault Zones Maps: California Division of Mines and Geology Special Publication 42 Revised 1997 (Supplements 1 and 2 added 1999), 38 p. Morton, D.M., F.K. Miller , 2006, Geologic Map of the San Bernardino and Santa Ana 30' x 60' quadrangles, California: U.S. Geological Survey Open-File Report 2006- 1217. 42 / 2260331. OSHPD Seismic Design Maps https://seismicmaps.org/ United States Geological Survey (USGS), 2008a, “2008 National Seismic Hazard Maps – Fault Parameters” Retrieved December 17, 2013, from: http://geohazards.usgs.gov/cfusion/hazfaults_search/hf_search_main. cfm. 63 of 100 1327 S Grand Ave 12/12/2024 64 of 100 1327 S Grand Ave 12/12/2024 65 of 100 1327 S Grand Ave 12/12/2024 66 of 100 1327 S Grand Ave 12/12/2024 APPENDIX A EXPLORATORY BORINGS AND CPT TESTING A subsurface field investigation was performed on September 19th, 2019 which included the excavation of two shallow hand auger borings to approximately 10-feet in depth, and two Cone Penetration Tests (CPT) in the proposed development areas. Logs of the exploratory borings and results of the CPT testing are presented herein. The approximate locations of the exploratory borings are shown on Subsurface Geotechnical Map (Figure 3). During the drilling operations, in-situ and bulk samples were obtained from the borings for laboratory testing and evaluation. 67 of 100 1327 S Grand Ave 12/12/2024 68 of 100 1327 S Grand Ave 12/12/2024 69 of 100 1327 S Grand Ave 12/12/2024 SUMMARY OF CONE PENETRATION TEST DATA Prepared by: KEHOE TESTING & ENGINEERING 5415 Industrial Drive Huntington Beach, CA 92649-1518 Office (714) 901-7270 / Fax (714) 901-7289 www.kehoetesting.com Project: 1241 S. Grand Avenue Santa Ana, CA September 19, 2019 Prepared for: Joe Adler Sierra Geotechnical Services Inc. (SGS) 873 N. Main Street, Ste 150 Bishop, CA 93514 Office (760) 937-4608 70 of 100 1327 S Grand Ave 12/12/2024 TABLE OF CONTENTS 1.INTRODUCTION 2.SUMMARY OF FIELD WORK 3.FIELD EQUIPMENT & PROCEDURES 4.CONE PENETRATION TEST DATA & INTERPRETATION APPENDIX CPT Plots CPT Classification/Soil Behavior Chart Pore Pressure Dissipation Graphs CPT Data Files (sent via email) 71 of 100 1327 S Grand Ave 12/12/2024 SUMMARY OF CONE PENETRATION TEST DATA 1.INTRODUCTION This report presents the results of a Cone Penetration Test (CPT) program carried out for the project located at 1241 S. Grand Avenue in Santa Ana, California. The work was performed by Kehoe Testing & Engineering (KTE) on September 19, 2019. The scope of work was performed as directed by Sierra Geotechnical Services Inc. (SGS) personnel. 2.SUMMARY OF FIELD WORK The fieldwork consisted of performing CPT soundings at two locations to determine the soil lithology. A summary is provided in TABLE 2.1. LOCATION DEPTH OF CPT (ft) COMMENTS/NOTES: 50 50 TABLE 2.1 - Summary of CPT Soundings 3.FIELD EQUIPMENT & PROCEDURES The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone used during the program was a 15 cm^2 cone and recorded the following parameters at approximately 2.5 cm depth intervals: Cone Resistance (qc)Inclination Sleeve Friction (fs)Penetration Speed Dynamic Pore Pressure (u)Pore Pressure Dissipation (at selected depths) The above parameters were recorded and viewed in real time using a laptop computer. Data is stored at the KTE office for up to 2 years for future analysis and reference. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly. 72 of 100 1327 S Grand Ave 12/12/2024 4.CONE PENETRATION TEST DATA & INTERPRETATION The Cone Penetration Test data is presented in graphical form in the attached Appendix. These plots were generated using the CPeT-IT program. Penetration depths are referenced to ground surface. The soil classification on the CPT plots is derived from the attached CPT Classification Chart (Robertson) and presents major soil lithologic changes. The stratigraphic interpretation is based on relationships between cone resistance (qc), sleeve friction (fs), and penetration pore pressure (u). The friction ratio (Rf), which is sleeve friction divided by cone resistance, is a calculated parameter that is used along with cone resistance to infer soil behavior type. Generally, cohesive soils (clays) have high friction ratios, low cone resistance and generate excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little (or negative) excess pore water pressures. The CPT data files have also been provided. These files can be imported in CPeT-IT (software by GeoLogismiki) and other programs to calculate various geotechnical parameters. It should be noted that it is not always possible to clearly identify a soil type based on qc, fs and u. In these situations, experience, judgement and an assessment of the pore pressure data should be used to infer the soil behavior type. If you have any questions regarding this information, please do not hesitate to call our office at (714) 901-7270. Sincerely, KEHOE TESTING & ENGINEERING Steven P. Kehoe President 10/02/19-hh-0922 73 of 100 1327 S Grand Ave 12/12/2024 APPENDIX 74 of 100 1327 S Grand Ave 12/12/2024 Project:Sierra Geotechnical Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Total depth: 50.07 ft, Date: 9/19/20191241 S. Grand Ave, Santa Ana, CA CPT-1 CPeT-IT v.2.3.1.8 - CPTU data presentation & interpretation software - Report created on: 9/20/2019, 12:17:35 PM 1 Project file: 75 of 100 1327 S Grand Ave 12/12/2024 Project:Sierra Geotechnical Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Total depth: 50.01 ft, Date: 9/19/20191241 S. Grand Ave, Santa Ana, CA CPT-2 CPeT-IT v.2.3.1.8 - CPTU data presentation & interpretation software - Report created on: 9/20/2019, 12:17:53 PM 1 Project file: 76 of 100 1327 S Grand Ave 12/12/2024 77 of 100 1327 S Grand Ave 12/12/2024 PRESSURE (psi) TIME: (MINUTES)MAXIMUM PRESSURE = 14.735 (psi) HYDROSTATIC PRESSURE = 21.708 (psi), WATER TABLE: 0.00 ft 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 DEPTH (ft) 50.075 78 of 100 1327 S Grand Ave 12/12/2024 PRESSURE (psi) TIME: (MINUTES)MAXIMUM PRESSURE = 19.082 (psi) HYDROSTATIC PRESSURE = N/A (psi), WATER TABLE: UNDEFINED 0 2 4 6 8 10 12 14 16 0 2 4 6 8 10 12 14 16 18 20 DEPTH (ft) 50.064 79 of 100 1327 S Grand Ave 12/12/2024 APPENDIX B LABORATORY TESTING Laboratory tests were performed on the representative test samples to provide a basis for development of design parameters. Soil materials were visually classified in the field according to the Unified Soil Classification System (USCS). Selected samples were tested for the following parameters: Classification and grain size determination, corrosion potential, direct shear, expansion potential, in-situ moisture and density, maximum dry density, and R-value Laboratory tests were performed in general accordance with the American Society of Testing and Materials (ASTM) procedures and/or California Test Methods (CTM). The results of our laboratory testing are presented herein. USCS classifications are presented on the boring logs (Appendix A). Soil samples will be discarded 30 days after the date of this report unless this office receives a specific request and fee to retain the samples for a longer period. 80 of 100 1327 S Grand Ave 12/12/2024 Hushmand Associates, Inc. 250 Goddard, Irvine, CA 92618 p. w. haieng.com e. hai@haieng.com October 9, 2019 Sierra Geotechnical Services Inc. 7040 Avenida Encinas, Ste. 104-469, Carlsbad, CA 92011 Attention: Mr. Joseph A. Adler SUBJECT: Laboratory Test Results Project Name: SCE Santa Ana SK Logistics Bldg Project No.: SGSI # 3.31634 HAI Project No.: SGS-19-001 Dear Mr. Adler: Enclosed is the result of the laboratory testing conducted on samples for the subject project. The testing was conducted in general accordance with the following test procedures: Type of Test Test Procedure Moisture Content & Dry Density ASTM D2216 & D2937 Particle Size Analysis (Sieve only) ASTM D6913 Atterberg Limits ASTM D4318 Modified Proctor Compaction (4’’) ASTM D1557 Expansion Index ASTM D4829 Direct Shear (Consolidated & Undrained) R value CTM301 Corrosion (Set 1) ASTM G187, D516, D512B, G51 Attached is: four (4) Moisture Content & Dry Density test results; two (2) Particle Size Analysis (Sieve only) test results; one (1) Atterberg Limits test result; one (1) Non Plastic Atterberg Limits test result; one (1) Modified Proctor Compaction (4’’) test result; one (1) Expansion Index test result; one (1) 3-point Direct shear test result with one (1) Sample Remold; one (1) R Value test result; and one (1) Corrosion test result. We appreciate the opportunity to provide our testing services to Sierra Geotechnical Services Inc. If you have any questions regarding these test results, please contact us. Sincerely, HUSHMAND ASSOCIATES, INC. Kang C. Lin, BS, EIT Woongju (MJ) Mun, Ph.D. Laboratory Manager Senior Staff Engineer 81 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Proj No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Performed by:KL Project No.:SGSI # 3.31634 Checked by:MJ Date:9/24/2019 Depth Wt of Tube + Soil Height of Sample Dia. of Sample Volume of Sample Wt of Tube Wt of Soil Wet Density Wt of Cont. + Wet Soil Wt of Cont. + Dry Soil Wt of Container Moisture Content Dry Density ft gr in in cu.ft gr gr pcf gr gr gr %pcf 1 CPT-1 -6 409.22 7.66 1.124 0.0044 210.37 198.85 99.7 166.56 152.25 11.69 10.2 90.5 2 CPT-1 -10 444.21 7.64 1.112 0.0043 210.64 233.57 120.0 173.74 142.89 11.78 23.5 97.1 3 CPT-2 -1.5 724.99 3.00 2.416 0.0080 280.44 444.55 123.1 172.14 144.9 11.83 20.5 102.2 4 CPT-2 -10 403.97 7.62 1.113 0.0043 209.69 194.28 99.8 162.52 146.46 11.71 11.9 89.2 No.Boring No. Sample No. MOISTURE CONTENT AND DRY DENSITY OF TUBE SAMPLES ASTM D2216 & ASTM D2937 82 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-1 Date:09/24/19 Sample No.:- Depth (ft):1-5 Sample Description:Brown, Silty Sand (SM) Dry Weight (g)2970.1 mm g %%% 3" 76.2 0.00 0.0 100.0 - 1.5" 38.1 0.00 0.0 100.0 - 1"25.4 0.00 0.0 100.0 - 3/4 "19.1 36.39 1.2 98.8 - 1/2 "12.5 16.10 0.5 98.2 - 3/8 "9.5 16.63 0.6 97.7 - # 4 4.75 42.69 1.4 96.2 - Dry Weight (g)404.9 # 10 2.00 6.76 1.7 94.6 - # 20 0.85 5.97 1.5 93.2 - # 40 0.425 9.90 2.4 90.9 - # 60 0.250 25.08 6.2 84.9 - # 100 0.150 83.04 20.5 65.2 - # 140 0.105 60.12 14.8 50.9 - # 200 0.075 50.70 12.5 38.8 - 163.37 40.3 38.83 - D10 -% Gravel % Sand % Fines D30 -3.8 57.4 38.8 D60 - Cu - Cc - (Accumulative) % Passing Project Specification ASTM D6913 Soil % passing 200 sieve (%) Brown, Silty Sand (SM) Particle-Size Analysis Sample Description / USCS Classification PARTICLE-SIZE ANALYSIS OF SOILS Sieve Size Aperture Weight Retained % Retained GRAVEL GRAVEL 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Pe r c e n t P a s s i n g ( % ) Grain size (mm) 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 2μ 1" 1/2" 140 83 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-2 Date:09/24/19 Sample No.:- Depth (ft):3-7 Sample Description:Brown, Sandy Lean Clay (CL) Dry Weight (g)4459.3 mm g %%% 3" 76.2 0.00 0.0 100.0 - 1.5" 38.1 0.00 0.0 100.0 - 1"25.4 0.00 0.0 100.0 - 3/4 "19.1 20.95 0.5 99.5 - 1/2 "12.5 44.43 1.0 98.5 - 3/8 "9.5 37.34 0.8 97.7 - # 4 4.75 139.42 3.1 94.6 - Dry Weight (g)390.3 # 10 2.00 8.61 2.2 92.5 - # 20 0.85 11.74 3.0 89.6 - # 40 0.425 19.82 5.1 84.8 - # 60 0.250 28.42 7.3 77.9 - # 100 0.150 44.44 11.4 67.2 - # 140 0.105 34.35 8.8 58.9 - # 200 0.075 29.14 7.5 51.8 - 213.76 54.8 51.80 - D10 -% Gravel % Sand % Fines D30 -5.4 42.8 51.8 D60 - Cu - Cc - (Accumulative) % Passing Project Specification ASTM D6913 Soil % passing 200 sieve (%) Brown, Sandy Lean Clay (CL) Particle-Size Analysis Sample Description / USCS Classification PARTICLE-SIZE ANALYSIS OF SOILS Sieve Size Aperture Weight Retained % Retained GRAVEL GRAVEL 0 10 20 30 40 50 60 70 80 90 100 0.001 0.01 0.1 1 10 100 Pe r c e n t P a s s i n g ( % ) Grain size (mm) 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 2μ 1" 1/2" 140 84 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-1 Date:09/24/19 Sample No.:- Depth (ft):1-5 Soil Description:Brown, Silty Sand (SM) LL LL LL PL PL ------ (g)----- (g)----- (g)----- (%)----- - - - NP Plastic Limit (PL) Liquid Limit (LL) Remarks: - Fine Sample is Less than 50% of Passing #200) USCS Plasticity Index (PI) Water content Wt. of Container Wt. of Dry soil + Container Wt. of Wet Soil + Container No. of blows Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D4318 Test 0 10 20 30 40 50 0 10 20 30 40 50 60 70 80 90 100 PL A S T I C I T Y I N D E X , P I ( % ) LIQUID LIMIT, LL (%) CL - ML CL or OL CH or OH ML or OL MH or OH Plasticity (Clays) or Compressibility (Silts) LOW MEDIUM HIGH 42 43 44 45 46 10 100 Mo i s t u r e c o n t e n t ( % ) Number of blows 25 85 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-2 Date:09/24/19 Sample No.:- Depth (ft):3-7 Soil Description:Brown, Sandy Lean Clay (CL) LL LL LL PL PL -33 27 19 -- (g)23.6 23.6 24.6 10.7 10.4 (g)21.1 21.0 21.7 9.5 9.3 (g)11.0 11.0 11.3 1.1 1.2 (%)24.5 25.7 27.0 14.1 14.1 26 14 12 CL Plastic Limit (PL) Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D4318 Test No. of blows Wt. of Wet Soil + Container Wt. of Dry soil + Container Wt. of Container Water content Liquid Limit (LL) Plasticity Index (PI) USCS Remarks: - Fine Sample is Less than 50% of Passing #200) 0 10 20 30 40 50 0 10 20 30 40 50 60 70 80 90 100 PL A S T I C I T Y I N D E X , P I ( % ) LIQUID LIMIT, LL (%) CL - ML CL or OL CH or OH ML or OL MH or OH Plasticity (Clays) or Compressibility (Silts) LOW MEDIUM HIGH 24 25 26 27 28 10 100 Mo i s t u r e c o n t e n t ( % ) Number of blows 25 86 of 100 1327 S Grand Ave 12/12/2024 Client:HAI Project No.:SGS-19-001 Project:Tested by:GA Project No.:Checked by:KL Boring Number:Date:09/24/19 Sample Number: Depth (ft) : Soil Description: Sierra Geotechnical Services Inc. SCE Santa Ana SK Logistic Bldg SGSI # 3.31634 CPT-1 - 1-5 Brown, Silty Sand (SM) Mold size (in)4"123.3 Procedure B 11.2 % Ret. on 3/8"2.4 - Remarks:- Compaction Characteristics of Soils Using Modified Effort ASTM D1557 Maximum Dry Density (pcf) Corrected Optimum Moisture Content (%) Corrected Maximum Dry Density (pcf) Optimum Moisture Content (%) 100 110 120 130 140 0 5 10 15 20 25 30 Dr y D e n s i t y ( p c f ) Moisture Content (%) s s 87 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-1 Date: Sample No.:- Depth (ft):1-5 Apparatus No.:3 Soil Description:Brown, Silty Sand (SM) 173.99 g 626.59 g 159.43 g 556.99 g 11.63 g 201.98 g 14.56 g 69.60 g 147.80 g 355.01 g 9.9 %19.6 % 596.81 g 201.98 g 394.83 g 119.9 pcf 10/1/2019 14:00 0 0 109.1 pcf 10/1/2019 14:10 10 0.0000 2.66 - 50.3 %10/2/2019 14:00 1440 0.0104 Wt. of water Wt. of container Very Low Dh, Expansion 0 0 Moisture Content Final Specimen Info Wt. of wet soil + cont. Wt. of dry soil + cont. Wt. of container EXPANSION INDEX ASTM D4829 9/24/2019 Wt. of wet soil + cont. Initial Specimen Info Wt. of water Wt. of ring Wt. of wet soil + ring Wt. of wet soil Wt. of dry soil + cont. Wet density of soil Wt. of dry soil Expansion Index = Dial Reading Saturation Moisture Content Add Distilled Water to Sample Date & Time Elapsed Time (min) 0.0104 10 Specific gravity of soil Dry density of soil Wt. of dry soil 88 of 100 1327 S Grand Ave 12/12/2024 Client:Sierra Geotechnical Services Inc.HAI Project No.:SGS-19-001 Project Name:SCE Santa Ana SK Logistic Bldg Tested by:KL Project No.:SGSI # 3.31634 Checked by:MJ Boring No.:CPT-2 Date: Sample No.:- Depth (ft):3-7 Apparatus No.:2 Soil Description:Brown, Sandy Lean Clay (CL) 153.25 g 641.29 g 141.49 g 564.93 g 19.50 g 206.63 g 11.76 g 76.36 g 121.99 g 358.30 g 9.6 %21.3 % 602.25 g 206.63 g 395.62 g 120.1 pcf 10/1/2019 13:35 0 0 109.6 pcf 10/1/2019 13:45 10 0.0000 2.68 - 49.1 %10/2/2019 13:35 1440 0.0349 Wt. of water Wt. of container Low Dh, Expansion 0 0 Moisture Content Final Specimen Info Wt. of wet soil + cont. Wt. of dry soil + cont. Wt. of container EXPANSION INDEX ASTM D4829 9/24/2019 Wt. of wet soil + cont. Initial Specimen Info Wt. of water Wt. of ring Wt. of wet soil + ring Wt. of wet soil Wt. of dry soil + cont. Wet density of soil Wt. of dry soil Expansion Index = Dial Reading Saturation Moisture Content Add Distilled Water to Sample Date & Time Elapsed Time (min) 0.0349 35 Specific gravity of soil Dry density of soil Wt. of dry soil 89 of 100 1327 S Grand Ave 12/12/2024 SGS-19-001 Client:Sierra Geotechnical Services Inc.KL Project Name:SCE Santa Ana SK Logistic Bldg MJ Project Number:SGSI # 3.31634 Date: Boring No.:CPT-2 Sample No.:- Sample Type:Sample Remolded Depth (ft):3-7 Soil description:Brown, Sandy Lean Clay (CL) Type of test:Consolidated, Drained 1 2 3 1 2 4 0.002 0.002 0.002 #REF!#REF! O 0.84 1.20 2.06 X 0.67 1.13 2.04 #REF!0.00 1.000 1.000 1.000 1.0017 0.9928 0.9875 2.416 2.416 2.416 11.2 11.2 11.2 18.1 17.4 16.8 111.0 111.0 111.0 Test No. Symbol DIRECT SHEAR TEST HAI Pr No.: Tested by: Checked by: 9/24/2019 ASTM D3080 Initial Moisture Content (%) Dry Density (pcf) Final Moisture Content (%) Normal Stress (ksf) Deformation Rate (in/min) Peak Shear Stress (ksf) Initial Height of Sample (in) Diameter of Sample (in) Height of Sample before Shear (in) Shear Stress @ End of Test (ksf) 0 1 2 3 4 0 1 2 3 4 5 6 7 8 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Peak End of Test 0 1 2 3 4 0 0.05 0.1 0.15 0.2 0.25 Sh e a r S t r e s s ( k s f ) Horizontal Deformation (in) 90 of 100 1327 S Grand Ave 12/12/2024 91 of 100 1327 S Grand Ave 12/12/2024 92 of 100 1327 S Grand Ave 12/12/2024 93 of 100 1327 S Grand Ave 12/12/2024 Project X REPORT S191001A Corrosion Engineering Page 1 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Results Only Soil Testing for SCE Santa Ana SK Logistics Bldg. October 4, 2019 Prepared for: Kang Lin HAI 250 Goddard Irvine, CA 92618 kang@haieng.com Project X Job#: S191001A Client Job or PO#: SGS-19-001 Respectfully Submitted, Eduardo Hernandez, M.Sc., P.E. Sr. Corrosion Consultant NACE Corrosion Technologist #16592 Professional Engineer California No. M37102 ehernandez@projectxcorrosion.com 94 of 100 1327 S Grand Ave 12/12/2024 Project X REPORT S191001A Corrosion Engineering Page 2 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Soil Analysis Lab Results Client: HAI Job Name: SCE Santa Ana SK Logistics Bldg. Client Job Number: SGS-19-001 Project X Job Number: S191001A October 4, 2019 Method ASTM G51 Bore# / Description Depth pH (ft)(mg/kg)(wt%)(mg/kg)(wt%)(Ohm-cm)(Ohm-cm) ASTM G187 ASTM D4327 ASTM D4327 Resistivity As Rec'd | Minimum Sulfates SO42- Chlorides Cl- Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract 95 of 100 1327 S Grand Ave 12/12/2024 APPENDIX C EARTHWORK AND GRADING RECOMMENDATIONS These earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(s). Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. During grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all “remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the contractor on a routine and frequent basis. The Earthwork Contractor The Earthwork Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s) and these Specifications prior to the commencement of grading. The Earthwork Contractor shall have the sole 96 of 100 1327 S Grand Ave 12/12/2024 responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc… are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Site Preparation General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site and legally disposed of off-site. Unsuitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc…) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed. Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut 97 of 100 1327 S Grand Ave 12/12/2024 portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Fill Compaction The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6-inches and less than 2-feet in diameter can be placed in the bottom of deeper fills or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 4-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. After making the recommended removals prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 12-inches, moisture conditioned as necessary, and compacted to at least 95-percent of the maximum dry density obtained using ASTM D1557as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground. For the parking areas and other improvements a one-foot removal is recommended depending on site conditions (i.e. depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fill soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM D1557. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material’s maximum dry density as determined by ASTM D1557 to a depth of 12-inches. 98 of 100 1327 S Grand Ave 12/12/2024 All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve an acceptable moisture content. The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed eight inches in thickness. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains or snow, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. Slopes All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface. Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant. Planting and irrigation of cut and fill slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil. Temporary Excavations Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used. All large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition any rocks exposed during development from raveling and sloughing should be removed immediately. 99 of 100 1327 S Grand Ave 12/12/2024 All excavations should comply with the requirements of the California Construction and General Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction. Utility Trench Backfill All utility trenches in structural areas shall be compacted to a minimum of 90-percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of 85-percent per ASTM D1557. All material used for utility trench backfill shall be approved by the Geotechnical Engineer prior to placement. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90-percent of maximum from 1-foot above the top of the conduit to the surface. Lift thickness of utility trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Regulations of the governing agency may supersede the above, and all trench excavations should conform to all applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 100 of 100 1327 S Grand Ave 12/12/2024