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Home My WebLink About625 S Cypress Ave - Plan25 JEN DUNBAR, AIA ARCHITECT OF RECORD DUNBAR ARCHITECTURE Phone: 310-435-2938 Address: 12314 La Maida Street Valley Village, CA 91607 Email: jen@dunbararchitecture.com 4/7/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 4/ 7 / 2 0 2 5 9 : 2 0 : 5 4 P M T0.00 COVER SHEET 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 VICINITY MAP CLIENT: City of Santa Ana Robert Aguirre, PE, Senior Civil Engineer Phone: 714-647-5652 Address: Public Works Agency Email: raguirre@santa-ana.org Victor Rosales, Assistant Parks/ Landscape Planner Phone: 714-647-5686 Address: Public Works Agency Email: vrosales@santa-ana.org ARCHITECT OF RECORD: Dunbar Architecture Jen Dunbar, AIA Phone: 310-435-2938 Address: 12314 La Maida Street Valley Village, CA 91607 Email: jen@dunbararchitecture.com Ashley Powell, AIA, CASp Phone: 909-615-3195 Email: ashley.powell@dunbararchitecture.com CONSULTANT: Structural Engineer: Holmes Justin Sharkey, PE Phone: 213.451.4404 Email: justin.sharkey@holmes.us MEP Engineer: MEP CALIFORNIA ENGINEERING CORP Henrik Hertz, Principal Phone: 206.250.8479 Email: henrik@mepcal.com Civil Engineer: KPFF Casey Rasile, PE, QSD/QSP Phone: 562.437.9100 Address: 400 Oceangate, Ste 500 Long Beach, CA 90802 Email: casey.rasile@kpff.com Surveyor: CAL VADA SURVEYING, INC. Armando DuPont, PLS Phone: 951.280.9960 Address: 411 Jenks Circle, Suite 205 Corona, CA 92878 Email: Landscape Architect: Naomi Sanders Phone: 323.336.3889 Email:naomi@naomisanders.com BACKCHECK SET_V2 4/8/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 CYPRESS CENTER RESTORATION PROJECT DESCRIPTION THE PROJECT CONSISTS OF AN EXTERIOR RESTORATION AND REHABILITATION OF THE 1928 FIRE STATION DESIGNED BY LOCAL SANTA ANA ARCHITECT FREDERICK ELEY. THE BUILDING IS A DESIGNATED HISTORIC RESOURCE FOR THE CITY OF SANTA ANA. EXTERIOR WORK WILL INCLUDE THE REMOVAL OF THE NON-CONTRIBUTING AND NON-ORIGINAL CAR PORT AT THE REAR OF THE BUILDING AND RETURN THE BUILDING TO ITS ORIGINAL FOOTPRINT. THE FRONT ENTRY ENGINE BAYS ARE TO BE RETURNED TO THE ORIGINAL CONFIGURATION INCLUDING RECREATING THE DOUBLE DOORS IN EACH BAY. THE PROJECT WILL PRESERVE, REPAIR, AND RESTORE THE ORIGINAL CLAY TILE ROOF, STUCCO EXTERIOR, INLAID DECORATIVE TILES, DECORATIVE IRON WORK, AND DOORS AND WINDOWS. INTERIOR WORK WILL CONSIST OF ADDING NEW ACCESSIBLE AND CODE COMPLIANT RESTROOMS AND INTERIOR SPACES FOR COMMUNITY OUTREACH PROGRAMS AND TUTORING AND ADMINISTRATIVE OFFICE. PROJECT DIRECTORYPLOT PLAN PROJECT INFORMATION OWNER: CITY OF SANTA ANA LOT/LOCATION:625 S. CYPRESS AVE. SANTA ANA, CA 92701 YEAR BUILT: 1928 ASSESSOR'S PARCEL #: 404-102-06 Block: 3 Lot: 11 ZONING: R2 -TWO-FAMILY RESIDENCE GENERAL PLAN:LR-7 LOW DENSITY RESIDENTAIL 7DU/AC SITE AREA: 0.17 ACRES 7,501 SQ FT BUILDING OCCUPANCY TYPE: A-3, B BUILDING CONSTRUCTION TYPE: TYPE V-B SPRINKLERS: EXISTING = NONE FIRE ALARM:NOT REQUIRED PER CBC 907.2 DUE TO OCCUPANCY LOADS BUILDING HEIGHT/STORIES:(E) 1 STORY (E) 20'-11" BUILDING AREA:ALLOWABLE: A-3 = 6,000 SQ FT B = 9,000 SQ FT NONSEPARATED OCCUPANCY, THEREFORE 6,000 SQ FT MAX ALLOWABLE AREA EXISTING: NO NEW SQ FT PROPOSED 3,490 SQ FT 3,490 SQ FT < 6,000 SQ FT, THEREFORE OK PARKING:NO ONSITE PARKING IS PROVIDED BUILDING OCCUPANCY:207 OCCUPANTS TOTAL, REFER TO T2.00 FOR EGRESS PLAN <300 OCCUPANTS, THEREFORE HIGHER RISK CATEGORY IS NOT REQUIRED FIRE SEPARATION DISTANCE:NORTH SIDE: (E) 3'-0" -3'-11" SOUTH SIDE: (E) 4'-10" -5'-3" PER CBC TABLE 705.5, A 1-HR FIRE- RESISTANCE RATING IS REQUIRED ALONG THE EXTERIOR WALLS ALONG GRIDLINE 1 AND 3. (E) EXTERIOR WALLS WILL BE MODIFIED TO 1-HOUR RATED. FOR THE EXTERIOR OPENING PROTECTION, EXTERIOR SPRINKLERS INSTALLED OVER EACH OPENING WILL BE PROVIDED PER CHBC 8-402.1 No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 APPLICABLE CODES THE SECRETARY OF THE INTERIOR STANDARD AND ILLUSTRATED GUIDELINES FOR REHABILITATING HISTORIC BUILDINGS, REVISED 1992 *36CFR 67), P.L 89-665. CALIFORNIA CODE OF REGULATIONS TITLE 24, 2022 CALIFORNIA BUILDING CODE, INCLUDING: PART 2 CALIFORNIA BUILDING CODE (CBC), VOLUMES 1 & 2 PART 3 CALIFORNIA ELECTRICAL CODE PART 4 CALIFORNIA MECHANICAL CODE PART 5 CALIFORNIA PLUMBING CODE PART 6 CALIFORNIA ENERGY CODE PART 8 CALIFORNIA HISTORICAL BUILDING CODE PART 9 CALIFORNIA FIRE CODE PART 10 CALIFORNIA EXISTING BUILDING CODE PART 11 CALIFORNIA GREEN BUILDING STANDARDS CODE ACCESSIBILITY REQUIREMENTS ARE GOVERNED BY: 2022 CBC, CHAPTER 11B AMERICANS WITH DISABILITIES ACT (ADA) AND THE 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN DEFERRED SUBMITTALS • LOCALIZED EXTERIOR FIRE SPRINKLER SYSTEM OVER EXTERIOR OPENINGS IN COMPLIANCE WITH CHBC 8-402.1. FIRE SPRINKLER SHALL BE INSTALLED PRIOR TO FINAL INSPECTION. ALL PIPING TO BE INTERNAL, SPRINKLER HEADS TO BE EXTERNAL. Bldg #101120230 Elect #20183537 Plumb #30147573 Mech #40139358 APPROVALS: PLNG - A Heywood BLDG - T. LePOLICE - B. Martin PUBLCI WORKS - Y. Soto ELECT - M. Smith MECH/PLUMB - T. Luka 1 View Name 1/8" = 1'-0"A0.00 ? Room name 101 1 A101 SIM 1i xx A101 1 SIM 00 A101 1 1 1 1 A101 1 1 1 1 ROOM TAG VIEW TITLE REFERENCE DETAIL ROOM NAME ROOM NUMBER VIEW ON SHEET VIEW NAME SHEET SCALE KEYNOTE KEYNOTE NUMBER WALL TAG WINDOW TAG DOOR TAG WALL TYPE WINDOW NUMBER DOOR NUMBER SECTION EXTERIOR ELEVATION INTERIOR ELEVATION DIRECTION OF VIEW CUT SHEET VIEW ON SHEET SHEET VIEW ON SHEET DIRECTION OF VIEW SHEET VIEW ON SHEET DIRECTION OF VIEW Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 0 : 5 6 P M T0.01 GENERAL NOTES 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 GREEN NOTES (CAL GREEN) 1. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 2. ALL CONSTRUCTION AND INSTALLATION WORK SHOWN ON DRAWINGS SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE CODES AND ORDINANCES. USE METHODS AS REQUIRED TO COMPLETE WORK WITHIN LIMITATIONS OF ALL PREVAILING LAWS AND CODES. 3. DO NOT SCALE DRAWINGS: USE DIMENSIONS SHOWN. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. U.O.N. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 4. SAFETY MEASURES: AT ALL TIMES THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS AT THE JOB SITE, INCLUDING SAFETY OF PEOPLE AND PROPERTY. ARCHITECT'S SITE VISITS ARE NOT INTENDED TO REVIEW THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES. 5. INSTALL MANUFACTURED MATERIALS AND EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS AND INSTRUCTIONS, UNLESS OTHERWISE INSTRUCTED. 6. ALL WASTE AND REFUSE CAUSED IN CONNECTION WITH THE WORK SHALL BE REMOVED FROM THE PREMISES AND DISPOSED OF BY THE CONTRACTOR. THE PREMISES SHALL BE LEFT CLEAR AND CLEAN TO THE SATISFACTION OF THE ARCHITECT AND OWNER'S REPRESENTATIVE. 7. APPLICATION OF FINISH: SURFACES PREVIOUSLY PREPARED OR INSTALLED BY ANOTHER TRADE SHALL BE INSPECTED CAREFULLY BY THE CONTRACTOR BEFORE APPLYING SUBSEQUENT MATERIALS OR FINISHES. IF SURFACES ARE NOT ACCEPTABLE, THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY IN ORDER THAT CORRECTIONS MAY BE MADE. APPLICATIONS OF FINISHES WILL BE CONSTRUED AS ACCEPTANCE OF RESPONSIBILITY BY THE SUBCONTRACTOR FOR THE BASE UPON WHICH IT IS APPLIED. 8. INSTALL ALL WORK PLUMB, LEVEL AND STRAIGHT, OR AS REQUIRED TO ALIGN WITH (E) ADJACENT SURFACES. 9. CONTRACTOR SHALL DESIGN AND INSTALL SHORING AS REQUIRED TO PERFORM WORK. RESPONSIBILITY FOR ENGINEERING, CONSTRUCTION, AND SAFETY OF THE SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 10. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. THE DRAWINGS AND SPECIFICATIONS ARE INTENDED TO BE COMPLEMENTARY. CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE DRAWINGS, SPECIFICATIONS, NOTES AND DETAILS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND RESOLVED BEFORE PROCEEDING WITH WORK. 11. DETAILS SHOWN SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE LOCATIONS WHETHER SPECIFICALLY CALLED OUT OR NOT. 12. THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. SHOP DRAWINGS SUBMITTED TO THE ARCHITECT FOR REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS CLEARLY NOTED ON THE SUBMITTAL THAT SPECIFIC CHANGES ARE BEING REQUESTED WITH THE PHRASE "REQUESTED CHANGE". 13. THROUGHOUT THE CONSTRUCTION DOCUMENTS, ITEMS THAT ARE EXISTING ARE INDICATED AS "EXISTING" OR "(E)", ITEMS WITHOUT THIS INDICATION ARE NEW CONSTRUCTION. WHERE REQUIRED FOR PURPOSES OF CLARITY, SOME ITEMS MAY BE INDICATED AS "NEW OR "(N)". 14. SHORING & BRACING PLANS PER GENERAL CONTRACTOR'S MEANS AND METHODS TO BE COMPLETED & SUBMITTED SEPARATELY BY G. C. 15. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING MATERIALS AND COMPONENTS TO REMAIN. IN THE EVENT OF DAMAGE, SUCH ITEMS SHALL BE IMMEDIATELY REPAIRED OR REPLACED BY CONTRACTOR AT HIS EXPENSE, TO THE SATISFACTION OF THE ARCHITECT AND OWNER. 1. DUNBAR ARCHITECTURE ASSUMES NO RESPONSIBILITY FOR THE MANAGEMENT OF HAZARDOUS MATERIALS THAT MAY BE ON THIS SITE. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSURING THAT PERSONNEL WITHIN THE WORK AREA ARE PROTECTED FROM EXPOSURE TO ANY HAZARDOUS MATERIALS ENCOUNTERED. IF MATERIALS ARE DISCOVERED THAT MAY BE HAZARDOUS. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE STATE'S REPRESENTATIVE AND CEASE W ORK UNTIL CONDITIONS CAN BE MAINTAINED IN COMPLIANCE WITH ALL APPLICABLE REGULATIONS. HAZARDOUS MATERIALS ACPL ACOUSTIC PLASTER ACT ACOUSTIC TILE AFF ABOVE FINISHED FLOOR BLKG BLOCKING BD BOARD BOS BOTTOM OF STRUCTURE CPT CARPET CSWK CASEWORK CLG CEILING CEM CEMENT CPL CEMENT PLASTER CL CENTERLINE CT CERAMIC TILE CLF CHAIN LINK FNECE CLR CLEAR COL COLUMN CONC CONCRETE CJ COLD JOINT CONT CONTINUOUS CF CUBIC FEET DET DETAIL DIM DIMENSION DR DOOR DRF DOOR FRAME DL DOOR LOUVER DN DOWN DS DOWN SPOUT DF DRINKING FOUNTAIN DWGS DRAWINGS EA EACH ELEC ELECTRIC EWC ELECTRIC WATER COOLER ELEV ELEVATION ENCL ENCLOSURE EQ EQUAL EQUIP EQUIPMENT (E) EXISTING EXP EXPANSION/EXPOSED EJ EXPANSION JOINT EXT EXTERIOR FS FLOOR SINK FOF FACE OF FINISH FOM FACE OF MASONRY FOS FACE OF STUD FIN FINISH FC FINISH CEILING FG FINISH GRADE FFE FINISH FLOOR GRADE FEC FIRE EXTINGUISHER CABINET FD FLOOR DRAIN FLR FLOOR FURN FURNISH/FURNITURE GA GAUGE GALV GALVANIZED GL GLASS GLU LAM GLUE LAMINATED GB GRAB BAR GPL GYPSUM PLASTER GWB GYPSUM WALLBOARD GWW WATER RESISTANT GWB GC GENERAL CONTRACTOR H HIGH HDW HARDWARE HORIZ HORIZONTAL HR HOUR HT HEIGHT TYPICAL ABBREVIATIONS ID INSIDE DIAMETER INSUL INSULATION INT INTERIOR JT JOINT JST JOIST LAM LAMINATE LT LIGHT LVR LOUVER MAX MAXIMUM MECH MECHANICAL MIN MINIMUM MH MANHOLE MFR MANUFACTURER MTL METAL MTD MOUNTED NIC NOT IN CONTRACT NTC NOT IN CONTRACT NTS NOT TO SCALE NO NUMBER OC ON CENTER OD OUTSIDE DIAMETER OFCI OWNER FURNISHED/ CONTRACTOR INSTALLED OFOI OWNER FURNISHED/ OWNER INSTALLED OPNG OPENING OPP OPPOSITE PA PLANTING AREA PL PLATE/PROPERTY LINE PLWD PLYWOOD PTD PAINTED RD ROOF DRAIN REF REFERENCE REINF REINFORCED REQD REQUIRED RO ROUGH OPENING RQMT REQUIREMENT RWL RAIN WATER LEADER SHT SHEET SHTH SHEATHING SB SPLASH BLOCK STN STAIN STD STANDARD STL STEEL STR STRUCTURE SUSP SUSPENDED SM SHEET METAL SIM SIMILAR TJ TOOLED JOINT TS TUBE STEEL TYP TYPICAL TEMP TEMPERATURE UC UNDER CUT/UNDER COUNTER UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFIED IN FIELD WIN WINDOW W/ WITH WD WOOD W/O WITH OUT ARCHITECTURAL SYMBOLSGENERAL NOTES 1. STATE ON PLANS THAT THE OUTDOOR LIGHTING SYSTEMS SHALL BE DESIGNED AND INSTALLED TO COMPLY WITH ALL OF THE FOLLOWING: A. THE MINIMUM REQUIREMENTS IN CALIFORNIA ENERGY CODE FOR LIGHTING ZONES 1-4 B. BACKLIGHT, UPLIGHT AND GLARE (BUG) RATINGS AS DEFINED IN IESNA TM-15-11 C. ALLOWABLE BUG RATINGS NOT EXCEEDING THOSE SHOWN IN ON TABLE 5.106.8 (5.106.8) 2. PROVIDE A WEATHER-RESISTANT EXTERIOR WALL AND FOUNDATION ENVELOPE AS REQUIRED BY CBC 1402.2. (5.407.1) 3. DESIGN AND MAINTAIN LANDSCAPE IRRIGATION SYSTEMS TO PREVENT SPRAY ON STRUCTURES. (5.407.2.1) 4. ONLY A CERTIFIED HAULER WILL BE USED FOR HAULING OF CONSTRUCTION WASTE. (5.408.1) 5. ALTERATIONS TO A BUILDING SPACE THAT MEET THE SCOPING PROVISIONS IN SECTION 301.1 FOR NONRESIDENTIAL ADDITIONS AND ALTERATIONS, 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 PROPERTY AND ARE DIVERTED FROM LANDFILLS. REFER TO UNIVERSAL WASTE RULE LINK AT: HTTP:DTSC.CA.GOV/UNIVERSALWASTE/ (5.408.1.4) 6. 100% OF TREES, STUMPS, ROCKS AND ASSOCIATED VEGETATION AND SOILS RESULTING FROM LAND CLEARING SHALL BE REUSED OR RECYCLED. (5.408.3) 7. PROVIDE READILY ACCESSIBLE AREAS THAT SERVE THE ENTIRE BUILDING AND ARE IDENTIFIED FOR THE DEPOSITING, STORAGE AND COLLECTION OF NON-HAZARDOUS MATERIALS FOR RECYCLING, INCLUDING (AT A MINIMUM) PAPER, CORRUGATED CARDBOARD, GLASS, PLASTIC, ORGANIC WASTE AND METALS, OR MEET A LAWFULLY ENACTED LOCAL RECYCLING ORDINANCE, IF MORE RESTRICTIVE. (5.410.1) 8. IF THE NEW HVAC SYSTEM IS USED DURING CONSTRUCTION, USE RETURN AIR FILTERS WITH A MERV OF 8. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY. (5.504.1.3) 9. ALL NEW DUCTS AND OTHER NEW RELATED AIR DISTRIBUTION COMPONENTS OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, OR SHEET METAL UNTIL THE FINAL STARTUP OF THE HEATING, COOLING AND VENTILATING EQUIPMENT. (5.504.3) 10. ARCHITECTURAL PAINTS AND COATINGS, ADHESIVES, CAULKS AND SEALANTS SHALL COMPLY WITH THE VOLATILE ORGANIC COMPOUND (VOC) LIMITS LISTED IN TABLES 5.504.4.1-5.504.4.3. (5.504.4.1- 5.504.4.3) 11. THE VOC CONTENT VERIFICATION CHECKLIST SHALL BE COMPLETED AND VERIFIED PRIOR TO FINAL INSPECTION APPROVAL. THE MANUFACTURER’S SPECIFICATIONS SHOWING VOC CONTENT FOR ALL APPLICABLE PRODUCTS SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE FIELD INSPECTOR FOR VERIFICATION. (5.504.4.3.2) 12. NEW HARDWOOD PLYWOOD, PARTICLE BOARD, AND MEDIUM DENSITY FIBERBOARD COMPOSITE WOOD PRODUCTS USED IN THE INTERIOR OR EXTERIOR OF THE BUILDING SHALL MEET THE FORMALDEHYDE LIMITS. THE FORMALDEHYDE EMISSIONS VERIFICATION CHECKLIST, SHALL BE COMPLETED PRIOR TO FINAL INSPECTION APPROVAL. THE MANUFACTURER’S SPECIFICATIONS SHOWING FORMALDEHYDE CONTENT FOR ALL APPLICABLE WOOD PRODUCTS SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE FIELD INSPECTOR FOR VERIFICATION. (5.504.4.5) 13. MECHANICALLY VENTILATED BUILDINGS SHALL HAVE AIR FILTER WITH A MINIMUM EFFICIENCY REPORTING VALUE (MERV) OF 13 OR HIGHER. 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. (5.504.5.3) 14. DESIGNATED OUTDOOR SMOKING AREA SHALL BE AT LEAST 25 FEET FROM AN OUTDOOR AIR INTAKE OR OPERABLE WINDOWS. (5.504.7) 15. 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, SEE SECTION 5.407.2 (5.505.1) 16. BUILDING EXPOSED TO A NOISE LEVEL OF 65dB 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. (5.507.4.1.1) 17. BUILDINGS THAT USE DEMAND CONTROL VENTILATION SHALL HAVE CO2 SENSORS AND VENTILATION CONTROLS INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE CURRENT EDITION OF THE CALIFORNIA ENERGY CODE, CCR, TITLE 24, PART 6, SECTION 121(C). (5.506.2) 18. THE HVAC, REFRIGERATION, AND FIRE SUPPRESSION EQUIPMENT SHALL NOT CONTAIN CFC OR HALONS. (5.508.1.) 19. NEW PLUMBING FIXTURES AND FITTINGS SHALL NOT EXCEED THE MAXIMUM ALLOWABLE FLOW RATE SPECIFIED IN SECTION 5.303.3. (5.303.3) 1. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING MATERIALS AND COMPONENTS TO REMAIN. EXTENT OF PROTECTIONS IS TO COVER ALL EXISTING OR HISTORIC ELEMENTS TO REMAIN WHICH ARE IN THE VICINITY OF CONSTRUCTION ACTIVITIES, WHETHER SPECIFICALLY CALLED OUT ON THE DRAWINGS OR NOT. ALL QUESTIONABLE PROTECTION REQUIREMENTS SHOULD BE IDENTIFIED FOR ARCHITECT’S REVIEW. IN THE EVENT OF DAMAGE, SUCH ITEMS SHALL BE IMMEDIATELY REPAIRED OR REPLACED BY CONTRACTOR AT THEIR EXPENSE TO THE SATISFACTION OF ARCHITECT AND OWNER. 2. EXISTING/ HISTORIC ELEMENTS ARE DEFINED AS THOSE FINISHES, COMPONENTS, OR AREAS IDENTIFIED IN THE DRAW INGS. 3. PROTECTION SHALL REMAIN IN PLACE FOR THE DURATION OF THE PROJECT UNLESS DETERMINED OTHERWISE. PROTECTION MATERIALS SHOULD NOT BE DIRECTLY ATTACHED TO HISTORIC ELEMENTS. AVOID ADDITIONAL PENETRATIONS INTO HISTORIC ELEMENTS. 4. REPAIR HISTORIC FEATURES IF NECESSARY TO MATCH IN KIND. PROTECTION NOTES No. Description Date 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 4/ 7 / 2 0 2 5 9 : 2 1 : 0 0 P M T0.10 PLANNING - CONDITIONS OF APPROVAL 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 No. Description Date BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 4/ 7 / 2 0 2 5 9 : 2 1 : 0 1 P M T1.00 EXISTING PHOTOS & MATERIALS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3 EXISTING EXTERIOR PHOTOS NTS 2 EXISTING INTERIOR PHOTOS NTS 1 PRELIMINARY MATERIALS & FINISHES NTS No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 REF. GENERAL NOTES 1. FURNITURE ON ALL PLANS ARE SHOWN STRICTLY FOR DESIGN CONCEPT. COORDINATE FINAL FURNITURE SELECTIONS AND SPECIFICATIONS WITH FURNITURE VENDORS. 2. PER CBC 1010.1.10, DOORS SERVING ROOMS OR SPACES WITH AN OCCUPANT LOAD OF 50 OR MORE ARE REQUIRED TO HAVE PANIC HARDWARE OR FIRE EXIT HARDWARE. 3. ROOM OCCUPANT LOAD FACTORS PER CBC 1004, TABLE 1004.1.2. 4. REFER TO FOR ALL DOOR MANEUVERING CLEARANCE REQUIREMENTS AND A5.06 FOR THE DOOR SCHEDULE. 5. REFER TO CIVIL DRAWINGS FOR ALL GRADING INFORMATION. 6. REFER TO A0.00 SITE PLAN FOR GATE INFORMATION. 7. 114 TOTAL BUILDING OCCUPANTS < 300 OCCUPANTS, THEREFORE HIGHER RISK CATEGORY IS NOT REQUIRED. SIGNAGE SCHEDULE LEGENDS Room name 150 SF 100 GROSS 10 101 ROOM NUMBER AREA OCCUPANT LOAD FACTOR; GROSS LOAD FACTOR U.N.O.; AU = AUXILIARY USE OCCUPANT LOAD NUMBER & DIRECTION OF OCCUPANTS USING EGRESS NUMBER & DIRECTION OF COMBINED OCCUPANTS USING EGRESS COMMON PATH OF EGRESS TRAVEL DISTANCE -THE MAXIMUM LENGTH OF EXIT ACCESS TRAVEL, MEASURED FROM THE MOST REMOTE POINT WITHIN A STORY TO THE ENTRANCE TO AN EXIT ALONG THE NATURAL AND UNOBSTRUCTED PATH OF EGRESS TRAVEL. EXIT ROUTES -EXIT ROUTES FROM INDIVIDUAL HABITABLE SPACES TO THE NEAREST EXIT ACCESS. RECESSED FIRE EXTINGUISHER REFER TO FOR MOUNTING HEIGHT 01 TACTILE EXIT SIGNAGE SHALL BE REQUIRED AT THE FOLLOWING LOCATIONS PER CBC 1013.4: • EACH GRADE LEVEL EXTERIOR EXIT DOOR THAT IS REQUIRED TO COMPLY WITH SECTION 1013.1 SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORD "EXIT" • EACH EXIT DOOR THAT IS REQUIRED TO COMPLY WITH CBC 1013.1 THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF AN EXIT ENCLOSURE THAT DOES NOT UTILIZE A STAIR OR RAMP OR BY MEANS OF AN EXIT PASSAGEWAY, SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORDS "EXIT ROUTE" • EACH EXIT ACCESS DOOR FROM AN INTERIOR ROOM OR AREA TO A CORRIDOR OR HALLWAY THIS IS REQUIRED TO COMPLY WITH CBC 1013.1 SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORDS "EXIT ROUTE" • EACH EXIT DOOR THROUGH A HORIZONTAL EXIT THAT IS REQUIRED TO COMPLY WITH CBC 1013.1 SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORDS "TO EXIT" • REFER TO DETAIL 02 MAXIMUM OCCUPANCY SIGN, REFER TO DETAIL FEC CEILING SUSPENDED OR WALL MOUNTED (REFER TO RCP) ILLUMINATED EXIT SIGN (WITH DIRECTIONAL ARROWS AS INDICATED). EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES FOR A DURATION OF NOT LESS THAN 90 MINUTES IN CASE OF PRIMARY POWER LOSS. TO ENSURE THIS CONTINUOUS ILLUMINATION, THE EXIT SIGN MUST BE CONNECTED TO AN EMERGENCY POWER SYSTEM PROVIDED FROM STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR, CBC 1013.6.3. ALL SIGNAGE TO BE MOUNTED PER DETAIL FOR ALL SIGNAGE REQUIREMENTS & SPECIFICATIONS REFER TO DETAIL 03 TOILET IDENTIFICATION SIGN, REFER TO DETAIL 04 TOILET DOOR SIGN, REFER TO DETAIL 20 A5.03 ACCESSIBLE PATH OF TRAVEL PATH OF TRAVEL (P.O.T.) AS INDICATED IS A BARRIER FREE ACCESS ROUTE WITHOUT ANY ABRUPT VERTICAL CHANGES EXCEEDING 1/2" BEVELED AT 1:2 MAXIMUM SLOPE, EXCEPT THAT LEVEL CHANGES DO NOT EXCEED 1/4" VERTICAL AND IS AT LEAST 48" WIDE, UNLESS NOTED OTHERWISE. SURFACE IS SLIP RESISTANT, STABLE, FIRM AND SMOOTH. CROSS-SLOPE DOES NOT EXCEED 2% AND SLOPE IN THE DIRECTION OF TRAVEL IS LESS THAN 5% UNLESS OTHERWISE INDICTED. (POT) SHALL BE MAINTAINED FREE OF OVERHANGING OBSTRUCTIONS TO 80" MINIMUM AND PROTRUDING OBJECTS GREATER THAN 4" PROJECTION FROM WALL AND ABOVE 27" AND LESS THAN 80". ARCHITECT TO VERIFY THAT ALL BARRIERS IN THE PATH OF TRAVEL HAVE BEEN REMOVED OR WILL BE REMOVED UNDER THIS PROJECT, AND PATH OF TRAVEL COMPLIES WITH CBC 11B-303 & 11B-304. WALKS, SIDEWALKS, AND PEDESTRIAN WAYS SHALL BE FREE OF GRATINGS WHENEVER POSSIBLE. FOR GRATINGS LOCATED IN THE SURFACE OF ANY OF THESE AREAS, GRID OPENINGS IN GRATINGS SHALL BE LIMITED TO 1/2" IN THE DIRECTION OF TRAFFIC FLOW. IF GRATINGS HAVE ELONGATED OPENINGS, THEY SHALL BE PLACED SO THAT THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION OF TRAVEL (CBC 11B-302.3) 19 A5.00 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY 17 A5.00 14 A5.00 10 A5.00 15 A5.00 11 A5.00 11 A5.00 PLUMBING FIXTURE REQUIREMENTS NO EXISTING PLUMBING FIXUTRES REMAIN ON SITE, ALL FIXTURES ARE NEW. /2 A5.00 1006 SF MULTI-PURPOSE ROOM A 7 NET 144 02 212 SF ENTRY / CHECK IN OFFICE 150 2 01 348 SF TRAINING ROOM B 15 NET 18 03 375 SF TRAINING ROOM C 15 NET 25 05 162 SF WOMENS AU - 07 139 SF MENS AU - 09 273 SF OFFICE AND BREAKROOM 15 18 10 56 SF RESTROOM AU - 11 15 SF JANITOR AU - 12 01 01 01 01 0304 03 04 03 04 FEC EMPLOYEE ONLY GATE 97 18 25 18 260 SF NET 90 2 144 9292 97 PATH OF TRAVEL TO PUBLIC RIGHT OF WAY EXIT WIDTH = 97 X .2 = 19.4" REQUIRED WIDTH 36" PROVIDED > 19.4" REQ'D EXIT WIDTH = 92 X .2 = 18.4" REQUIRED WIDTH 36" PROVIDED > 18.4" REQ'D 30' - 11" OF AREA PER CBC 1007.1.1 48' - 0" MAXIMUM OVERALL DIAGONAL DIMENSION 2 EXITS SEPARATED BY ONE-HALF OF THE MAXIMUM OVERALL DIAGONAL DIMENSION (48'/2) 24' < 30'-11" 1005 SF NET 7272 02 MIN. 3' - 0" WALKWAY DIMENSIONS MATCH THE HISTORIC & (E) LAYOUT. WALKS CAN BE REDUCED FROM 48" MIN. TO 36" WHEN EXISTING CONDITIONS CREATE UNREASONABLE HARDSHIPS, PER CBC 11B-403.5.1 EXCEPTION 3. STRICT COMPLIANCE WITH THE 48" MIN REQUIREMENT WOULD DESTROY THE HISTORICAL SIGNIFICANCE OF THE PROPERTY (CHBC 8-602.1). EMPLOYEE ONLY GATE FRONT SETBACK (E) 24' - 7" SIDE SETBACK (E ) 4 ' - 1 0 " SI D E S E TB A C K (E ) 5 ' - 3 " SI D E S E TB A C K (E ) 3 ' - 1 1 " SI D E S E TB A C K (E ) 3 ' - 0 " BACK SETBACK (E) 34' - 2" (E) RESIDENCE (E) RESIDENCE (E) RESIDENCE 24" 60 " C L R . 4' - 0 " ACCESSIBLE DOOR ACTUATOR PER CHBC 8-603.4, POWER- ASSISTED DOOR MAY BE CONSIDERED EQUIVALENT ALTERNATIVE TO STRIKESIDE CLEARANCE. 30" x 48" CLR FLR SPACE CARD READER ACCESS ONLY 01 HALLWAY 06 HALLWAY 04 PATH OF TRAVEL TO PUBLIC WAY 270 NET DOOR HAS LATCH AND NO CLOSER PROVIDE MANEUVERING SPACE AT GATE, 2.083% MAX SLOPE IN ANY DIRECTION 4' 0' 4' 8'12' Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 2 8 / 2 0 2 5 1 1 : 1 4 : 2 8 A M T2.00 EGRESS PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3/16" = 1'-0"T2.00 1 EGRESS PLAN No. Description Date 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 ALLEY ℄ HISTORIC BUILDING = 3263 SQFT. 3' - 0" 4' - 0 " 3' - 4 " PROPERTY LINE 150.04' PROPERTY LINE 150.05' PR O P E R T Y L I N E 5 0 . 4 0 ' PROPERTY LINE 50.93' (E) RESIDENCE (E) RESIDENCE (E) RESIDENCE SF2 SF2 SF3 SF3 SF2 SF1 SF1 SF1 32-01 32-02 02-35 TYP. 31-01 31-01 32-0532-05 TYP. 32-06 32-06 32-06 TYP. 32-03 32-03 32-03 32-04 TYP. 32-04 32-12 32-09 33-01 TYP. 32-06 02-40 02-41 TYP. 31-01 02-04 ROOF OVERHANG 17' - 0" 6' - 0" G1 G2 G5 G3 G4 EQ EQ 10'-0" MAX. 9' - 1" TYP. EQ EQ 10'-0" MAX. 9' - 4" TYP. 8' - 4 " 8' - 4 " 8' - 4 " 8' - 4 " 8' - 4 " 3' - 9 " 5' - 4 1/2"2' - 6" 18 ' - 7 " 11 A5.02 3 A5.02 TYP. 32-10 9 A5.02 TYP. 32-10 9 A5.02 3 A5.02 3 A5.02 4" 4" 1' - 6" 1' - 6 " 7' - 4 " 1' - 6"TYP. 32-10 9 A5.02 TYP. 32-10 9 A5.02 10 A5.02 TYP. 2 A5.02 6 A5.02 TYP. 6 A5.02 TYP. 23-03 23-03 7' - 6"11' - 6"7' - 10 1/2" 6' - 0 " 3' - 4 " EQ EQ 4" 26-02 7' - 1"7' - 1"7' - 1"VARIES 4" 23-07 23-07 32-11 32-12 08-08 22-10 32-13 32-14 26-09 26-09 24' - 7 1/8" ACCESSIBLE DOOR ACTUATOR PER CHBC 8-603.4, POWER-ASSISTED DOOR MAY BE CONSIDERED EQUIVALENT ALTERNATIVE TO STRIKESIDE CLEARANCE. (E ) 5 ' - 0 " 7' - 7" TYP. (E ) 4 ' - 1 0 " (E ) 3 ' - 0 " (E ) 4 ' - 0 " 6' - 1 " 6' - 1 " 6' - 1 " 6' - 1 " 8' - 3"8' - 6"8' - 6" CENTER DRIVEWAY ON (E) WALL 16 ' - 1 0 " V I F (E) 24' - 10 1/2" VIF (E) 90' - 6" VIF (E) 34' - 8" VIF (E) 24' - 9 3/8" VIF (E) 72' - 7" VIF (E) 52' - 8 1/8" VIF G6 5' - 6 " 5' - 3" SITE PLAN GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. CONTRACTOR SHALL VERIFY "CENTERLINE" AND "MATCHLINE" ALIGNMENTS OF ALL ARCHITECTURAL ELEMENTS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BEFORE PROCEEDING. 6. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 7. LANDSCAPE CONTRACTOR TO COORDINATE AND OVERSEE IRRIGATION DESIGN AND INSTALLATION. IRRIGATION SYSTEMS TO BE DESIGNED AND MAINTAINED TO PREVENT SPRAY ON TO STRUCTURES (CAL GREEN 5.407.2.1). ALL IRRIGATION COMPONENTS TO MEET THE CITY STANDARD EQUIPMENT LIST. SITE PLAN LEGEND KEYNOTES CONCRETE VEHICULAR PAVING; REFER TO PROPERTY LINE SITE LIGHT FIXTURE TAG, REFER TO A0.00 FOR FIXTURE SCHEDULE NOTE: REFER TO A1.20 FOR BUILDING LIGHT FIXTURE SCHEDULE FxSFx FIXTURE SCHEDULE -SITE LIGHTING GATE SCHEDULE GATE NO.SIZE MATERIAL FINISH DETAIL REMARKS G1 3'-0" W x 8'-0" H STEEL POWDER COAT 7/A5.02 1 G2 3'-2" W x 8'-0" H STEEL POWDER COAT 8/A5.02 3 G3 3'-5" W x 8'-0" H STEEL POWDER COAT 8/A5.02 3, 5 G4 2'-7" W x 8'-0" H STEEL POWDER COAT 8/A5.02 3, 5 G5 17'-0" W x 8'-0" H STEEL POWDER COAT - 2 REMARKS: 1. CUSTOM EGRESS GATE; CONTRACTOR TO SUBMIT PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. PROVIDE SELF-CLOSING HINGES, PANIC HARDWARE AND GATE PULL BAR - INSTALLED PER MANUFACTURER'S INSTRUCTIONS 2. CUSTOM SLIDING GATE WITH WIRELESS ENTRY; CONTRACTOR TO SUBMIT PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. 3. PROVIDE SELF-CLOSING HINGES AND LOCKABLE LATCH - INSTALLED PER MANUFACTURER'S INSTRUCTIONS 4. PROVIDE SELF-CLOSING HINGES, GATE PULL BARS, AND CANE BOLTS - INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 5. EMPLOYEE USE GATE ONLY. 6. CUSTOM EGRESS GATE; CONTRACTOR TO SUBMIT PRODUCT DATA AND SHOP DRAWINGS FOR APPROVAL. PROVIDE SELF-CLOSING HINGES AND GATE LATCH AND LEVER - INSTALLED PER MANUFACTURER'S INSTRUCTIONS. GATE TO NOT BE OPERABLE FROM ALLEY SIDE, PROVIDE NO ACEESS HARDWARE. PANIC HARDWARE IS NOT REQUIRED FOR OCCUPANT COUNT. NOTE: 1. CONTRACTOR TO PROVIDE SCALED SHOP DRAWINGS OF GATES AND GATE HARDWARE FOR APPROVAL PRIOR TO FABRICATION; REFER TO SPECIFICATION. GATE TAG, REFER TO GATE SCHEDULEGx CONCRETE PAVING / PATHWAY; REFER TO 1 A5.02 5 A5.02 GRAVEL SWALE; REFER TO CIVIL DRAWINGS G6 3'-0" W x 8'-0" H STEEL POWDER COAT 7/A5.02, SIM 6 4' 0' 4' 8'12' Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 1 9 P M A0.00 SITE PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3/16" = 1'-0"A0.00 1 SITE - PROPOSED 02-04 (E) SCORED SLAB TO REMAIN; CLEAN, PATCH AND REPAIR TOPPING SLAB AS REQUIRED FOR SMOOTH FLOOR SURFACE, ASSUME 10% OF SLAB WILL NEED TO BE PATCHED; REFER TO FINISH PLAN FOR SCORED PATTERN 02-35 (E) TREE AND ROOTS TO REMAIN, PROTECT IN PLACE; PROVIDE TREE PROTECTION FENCING AND CARE PER SPECIFICATIONS 02-40 (E) STREET LIGHT TO REMAIN 02-41 (E) POWER POLE TO REMAIN 08-08 ACCESSIBLE DOOR ACTUATOR PUSH PLATE, POLE MOUNTED. 22-10 RECESSED WALL MOUNTED HOSE BIB, LOCAKABLE HOUSING, REFER TO PLUMBING DRAWINGS 23-03 HVAC CONDENSING UNIT, FLOOR MOUNTED TO 6" CONCRETE HOUSEKEEPING PAD, REFER TO MECHANICAL & STRUCTURAL DWGS. 23-07 HVAC CONDENSING UNIT, WALL MOUNTED, REFER TO MECHANICAL AND STRUCUTRAL DWGS. 26-02 MAIN METER/ MAIN DISTRIBUTION PANELBOARD MOUNTED TO 4" CONCRETE HOUSEKEEPING PAD, REFER TO ELECTRICAL AND STRUCTURAL DRAWINGS 26-09 SITE POLE LIGHT, REFER TO LIGHT FIXTURE SCHEDULE ON A0.00 & STRUCUTRAL DWGS FOR FOOTING DETAIL 31-01 PLANTING AREA, REFER TO LANDSCAPE DWGS. 32-01 DRIVEWAY APPROACH PER CITY OF SANTA ANA STANDARDS; REFER TO CIVIL DWGS. 32-02 CONCRETE DRIVEWAY TO MATCH ORIGINAL CONFIGURATION 32-03 CONCRETE PAVING / PATHWAY, MATCH ORIGINAL CONFIGURATION 32-04 CONCRETE VEHICULAR PAVING 32-05 TRASH/RECYCLING 32-06 8'-0" TALL METAL FENCE AT SIDES AND REAR PERIMETER OF SITE 32-09 6" HIGH CONCRETE CURB 32-10 SAWCUT JOINT, TYP 32-11 CONCRETE V-GUTTER, REFER TO CIVIL DWGS. TYPE MARK COUNT DESCRIPTION COMMENTS SF1 3 PATH LIGHT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS SF2 3 UP LIGHT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS SF3 2 SITE POLE LIGHT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS NOTE: REFER TO A1.20 FOR BUILDING LIGHTING FIXTURE SCHEDULE 32-12 GRAVEL SWALE, REFER TO CIVIL DWGS. 32-13 FLAG POLE, REFER TO STRUCTURAL DWGS. FOR FOOTING DETAIL 32-14 SAW CUT EXISTING FULL DEPTH PAVEMENT, REFER TO CIVIL DWGS; EXTENTS FOLLOWS CITY STANDARD PLAN REQUIREMENTS #319 CASE 2 33-01 WATER METER VAULT IN (E) LOCATION, REFER TO CIVIL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 REF. T FC -2 T FC -4 TFC-3 T FC-1 T FC-5 PLAN LEGENDKEYNOTES 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. NEW WALL SURFACES SHALL ALIGN WITH EXISTING, ADJACENT OR ADJOINING SURFACES, U.O.N. JOINTS SHALL BE SMOOTH WITH NO VISIBLE JOINTS. 6. CONTRACTOR SHALL VERIFY "CENTERLINE" AND "MATCHLINE" ALIGNMENTS OF ALL ARCHITECTURAL ELEMENTS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BEFORE PROCEEDING. 7. DOORS SHALL BE LOCATED SO AS TO ALLOW A FULL 90 DEGREE OPENING AT A MAXIMUM OF 4" FROM ADJACENT WALLS OR PARTITIONS WITHOUT INTERFERENCE FROM LATCHSETS, DOORS, OR OTHER HARDWARE. 8. COORDINATE LOCATION AND PROVIDE BLOCKING, BACKINGS AND/OR REINFORCEMENTS IN PARTITIONS FOR ALL CABINETS, COUNTERTOPS AND ANY WALL MOUNTED ITEMS. REFER TO ELEVATIONS AND DETAILS FOR LOCATIONS OF WALL STANDARDS AND OTHER SUPPORTS. 9. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 10. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 11. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 12. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS.PROPERTY LINE CONCRETE SLAB ON GRADE INFILL OVER VAPOR RETARDER, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 3" DEPRESSED CONCRETE SLAB ON GRADE OVER VAPOR RETARDER FOR TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS AND GEOTECH REPORT 1i xx 00 WALL TYPE TAG, REFER TO WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 5 A5.03 THERMOSTAT, REFER TO MECHANICAL DRAWINGST 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY A2.01 2 1 A3.00 1 A3.01 A2.002 A2.02 2 A2.00 4 2 A3.01 2 A3.00 1 2 3 A B C D E F A4.00 1 8" 15 ' - 8 " 25 ' - 0 " 1' - 3 " 42 ' - 7 " 72' - 5"18' - 10" 26 ' - 6 " 14 ' - 9 " 1"7' - 1"18' - 0"22' - 6"23' - 7"18' - 6"7" 90' - 4" 10' - 9" 1006 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF TRAINING ROOM B 03 HALLWAY 04 375 SF TRAINING ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 273 SF OFFICE AND BREAKROOM 10 RESTROOM 11 JANITOR 12 03 02 01 12 04 05 14 16 18 17 07 20 21 13 15 19 24 23 22 21 20 18 9 8 1514 13121165432710 25 16 1 A4.01 1 A4.01 A. B. C. D. A4.02 A. B. C. D. A4.03 A B C D A4.04 A B C D A4.02 A B C D A4.04 A. B. C. D. A4.02 A B C D ALIGN ALIGN ALIGN 08-02 08-02 08-03 08-05 08-05 08-04 08-0108-0108-01 08-01 TYP. 32-06 06-01 06-0106-01 17 07-07 07-05 07-06 07-06 09-02 09-01 09-02 09-02 2 A1.00 10 ' - 2 " 09 -01 .06-02 3 A1.00 TYP. 02-04 TYP. 02-04 TYP. 02-04 TYP. 02-04 TYP. 02-04 08-06 A2.01 11 1' - 0" SH E A R W A L L WA L L D E P T H A S RE Q U I R E D F O R 06-01 19.1 10-04 26-02 23-03 08-08 26-01 MI N C L R 1' - 6 " 23-03 A5 A5r A2r A2br A2r A2br A4rA2r A4br A3r A3r A1rA2r G1 G2 G3G4 A2 A2b A2 A1 A1 A2br A2r B2 B1b B1 A2r A2br B1b B1bB1 B1 A2r A2br B1 B1 A2br A1 B2 B1 B4 A1 A2 A2b A2 A2b A1 B1 B3 B1 B1 14' - 4"24' - 10"5' - 0"26' - 7" (E ) 1 5 ' - 7 " V I F 2' - 1" (E ) 1 5 ' - 7 " V I F (E ) 2 4 ' - 3 " V I F 43' - 1"9' - 7"2' - 1"8' - 2"1' - 4" 1' - 6" 7' - 3"10' - 3" (E ) 2 5 ' - 1 " V I F 7' - 9 " 5' - 1 " 3' - 3"3' - 3"11' - 8" EQ EQ 4" 4"4" A5 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 2 4 P M A1.00 PROPOSED FLOOR PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 0'8'4'4' 1/4" = 1'-0"A1.00 1 FLOOR PLAN - NEW 02-04 (E) SCORED SLAB TO REMAIN; CLEAN, PATCH AND REPAIR TOPPING SLAB AS REQUIRED FOR SMOOTH FLOOR SURFACE, ASSUME 10% OF SLAB WILL NEED TO BE PATCHED; REFER TO FINISH PLAN FOR SCORED PATTERN 06-01 WOOD COLUMN, REFER TO STRUCTURAL DWGS. 06-02 REPAIR AND PATCH (E) WALL STUDS AND 1x6 SHEATHING; REFER TO STRUCTURAL DRAWINGS FOR REPAIR DETAIL 07-05 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE 07-06 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE TO CONNECT TO ROOF DRAIN; REPLACE OVERFLOW SCUPPER IN (E) LOCATION 07-07 (E) UPPER DOWNSPOUT AND CONDUCTOR HEAD TO BE SALVAGED, CLEANED AND RESTORED; REPLACE MISSING LOWER DOWNSPOUT WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE 08-01 REPOSITION EXISTING WINDOW OPENING TO MATCH ADJACENT WINDOW AND SILL HEIGHTS DUE TO NEW INTERIOR LAYOUT 08-02 INFILL PREVIOUS DOOR OPENING WITH NEW WINDOW TO MATCH ADJACENT DOUBLE HUNG WINDOWS 08-03 INFILL PREVIOUS WINDOW; SALVAGE WINDOW AND CASING FOR REUSE AND RELOCATE TO REAR ELEVATION 08-04 INFILL AT PREVIOUS NON-ORIGINAL DOOR OPENING 08-05 RELOCATED SALVAGED WINDOW SET FROM SOUTH ELEVATION 08-06 RELOCATED SALVAGED WINDOW FROM NORTH ELEVATION 08-08 ACCESSIBLE DOOR ACTUATOR PUSH PLATE, POLE MOUNTED. 09-01 REPAIR AND PATCH (E) WALL STUDS, 1x6 SHEATHING AND PLASTER WALL FINISH; ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE; REFER TO STRUCTURAL DRAWINGS FOR REPAIR DETAIL 09-02 PATCH AND REPAIR PLASTER FINISH, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE 10-04 RECESSED FIRE EXTINGUISHER CABINET 23-03 HVAC CONDENSING UNIT, FLOOR MOUNTED TO 6" CONCRETE HOUSEKEEPING PAD, REFER TO MECHANICAL & STRUCTURAL DWGS. 26-01 PANELBOARD, REFER TO ELECTRICAL DRAWINGS 12" = 1'-0"A1.00 2 PLASTER REPAIR WORK 12" = 1'-0"A1.00 3 STRUCTURAL REPAIRS 26-02 MAIN METER/ MAIN DISTRIBUTION PANELBOARD MOUNTED TO 4" CONCRETE HOUSEKEEPING PAD, REFER TO ELECTRICAL AND STRUCTURAL DRAWINGS 32-06 8'-0" TALL METAL FENCE AT SIDES AND REAR PERIMETER OF SITE No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 ROOF GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. PATCH (E) SURFACES OPENED FOR INSTALLATION OF STRUCTURAL AND MEP WORK. PATCH SHALL MATCH (E) CONDITIONS. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. REMOVE ALL OBSOLETE EQUIPMENT, PANELS, CONDUIT AND PIPING. ALL UTILITIES SHALL BE REMOVED TO AS FAR BACK TO THEIR ORIGIN AS POSSIBLE. ALL UTILITIES SHALL BE PROPERLY CAPPED AT THEIR TERMINATION. 6. REFER TO HAZMAT REPORT FOR LOCATIONS REQUIRING ABATEMENT AND REMOVAL. 7. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. ROOF PLAN LEGENDKEYNOTES PATCH SHEATHING AT (E) OPENING IN ROOF TPO MEMBRANE, CLASS A, ROOFING SYSTEM, OVER COVER BOARD OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; PROVIDE TAPERED INSULATION AS REQUIRED TO MAINTAIN MINIMUM SLOPE REQUIREMENTS; REFER TO DETAIL MEMBRANE ROOFING SPECIFICATION (BASIS OF DESIGN): GAF EVERGUARD TPO 60 MIL MEMBRANE, WHITE CRRC PRODUCT ID: 0676-0159 SRI: INITIAL 101, AGED 79 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES; REFER TO DETAIL LIGHT FIXTURE TAG, REFER TO A1.20 FOR FIXTURE SCHEDULEFx 1 A5.05 13 A5.05 1 A3.00 1 A3.01 2 A3.00 1 2 3 A B C D E F 2' - 1 " 15 ' - 8 " 1' - 6 " 23 ' - 6 " 1' - 3 " 19 ' - 3 " 19' - 3" 7"7' - 1"18' - 0"22' - 6"23' - 7"18' - 6"7" 18' - 11"71' - 11" RI D G E LEVEL LEVEL LE V E L LE V E L F10 F10 F10 F10 F10 F10 F10 F9F9F9F9 F9 23-01 23-01 TYP. 07-04 TYP. 07-08 TYP. 07-04 TYP. 07-08 07-05 07-05 22-01 22-01(E) 1/2" / 1'-0" TYP. 07-02 TYP. 07-02 TYP. 07-10 TYP. 07-1007-06 07-06 07-05 F9F9 F9 07-03 07-11 RI D G E 8 A5.05 8 A5.05 23-08 23-09 2 A5.05 2 A5.05 2 A5.05 14 A5.05 18 A5.05 18 A5.05 17 A5.05 3 A5.05 3 A5.05 5 A5.05 VALLEY VALLEY 19 A5.05 (E) 6" / 1'-0"(E) 6" / 1'-0" (E) 6" / 1'-0" (E ) 6" / 1 ' - 0 " (E) 6" / 1'-0" (E ) 6" / 1 ' - 0 " MIN., VIF (E) 1/2" / 1'-0" MIN., VIF (E) 1/2" / 1'-0" MIN., VIF (E) 1/2" / 1'-0" MIN., VIF (E ) 1 / 2 " / 1 ' -0" MI N . , V I F (E ) 1 / 2 " / 1 ' -0" MI N . , V I F Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 1 : 2 6 P M A1.10 PROPOSED ROOF PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 0'8'4'4' 1/4" = 1'-0"A1.10 1 ROOF - PROPOSED 07-02 TPO MEMBRANE ROOFING SYSTEM OVER COVER BOARD OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; PROVIDE TAPERED INSULATION AS REQUIRED TO MAINTAIN MINIMUM SLOPE REQUIREMENTS 07-03 ROOF HATCH 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 07-05 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE 07-06 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE TO CONNECT TO ROOF DRAIN; REPLACE OVERFLOW SCUPPER IN (E) LOCATION 07-08 ORIGINAL GUTTER TO BE SALVAGED, CLEANED AND RESTORED, GUTTER TO BE FREE OF DEBRIS AND ORGANIC MATERIAL; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION; INSTALL NEW METAL MESH DEBRIS COVER 07-10 PARAPET FLASHING 07-11 CRICKET, SLOPE TO ROOF AND OVERFLOW DRAINS, MAINTAIN MIN. SLOPE OF 1/8:12 ALONG FLOW LINES 22-01 ROOF DRAIN TO CONNECT TO CONDUCTOR HEAD AND DOWNSPOUT; THRU-WALL OVERFLOW SCUPPER 23-01 OUTSIDE AIR DUCT; REFER TO MECHANICAL DRAWINGS 23-08 EXHAUST FAN, REFER TO MECHANICAL DRAWINGS 23-09 EXHAUST AIR DUCT, REFER TO MECHANICAL DRAWINGS No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 REFLECTED CEILING PLAN GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. CONTRACTOR SHALL VERIFY "CENTERLINE" AND "MATCHLINE" ALIGNMENTS OF ALL ARCHITECTURAL ELEMENTS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BEFORE PROCEEDING. 6. PROVIDE CEILING ACCESS AS INDICATED AND/OR AS REQUIRED FOR EQUIPMENT MAINTENANCE. VERIFY MANUFACTURER RECOMMENDATIONS. 7. CONTRACTOR TO COORDINATE THE WORK OF ALL TRADES TO MAINTAIN SCHEDULED CEILING HEIGHTS AND REQUIRED CLEARANCES FOR FIXTURES, DUCTS, SUSPENSION SYSTEMS, PIPING, ETC. 8. CONTRACTOR TO COORDINATE FIXTURE LOCATIONS WITH ALL (E) AND NEW CEILING FRAMING. NOTIFY ARCHITECT OF ANY VARIATIONS OR DISCREPANCIES IN LOCATIONS SHOWN PRIOR TO PROCEEDING. PLAN LEGEND EXIT SIGNAGE AND EGRESS ILLUMINATION NOTES KEYNOTES 1. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. EXIT SIGNS ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOT CANDLES (54 IUX). INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AND LABELED AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S INSTRUCTIONS AND CBC SECTION 2702. 2. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES. (CBC SECTION 1013.3) 3. EXIT SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MINUTES IN CASE OF PRIMARY POWER LOSS. (CBC SECTION 1013.6.3) 4. THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. 5. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT-CANDLE AT THE WALKING SURFACE. 6. THE POWER SUPPLY FOR MEANS OF EGRESS ILLUMINATION SHALL NORMALLY BE PROVIDED BY THE PREMISES’ELECTRICAL SUPPLY. IN THE EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY ELECTRICAL SYSTEM SHALL AUTOMATICALLY ILLUMINATE THE FOLLOWING AREAS: A. AISLES AND UNENCLOSED EGRESS STAIRWAYS IN ROOMS AND SPACES THAT REQUIRE TWO OR MORE MEANS OF EGRESS. B. CORRIDORS, EXIT ENCLOSURES AND EXIT PASSAGEWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. C. EXTERIOR EGRESS COMPONENTS AT OTHER THAN THE LEVEL OF EXIT DISCHARGE UNTIL EXIT DISCHARGE IS ACCOMPLISHED FOR BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. D. INTERIOR EXIT DISCHARGE ELEMENTS, AS PERMITTED IN CBC SECTION 1028.1, IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. E. EXTERIOR LANDINGS, AS REQUIRED BY CBC SECTION 1010.1.6, FOR EXIT DISCHARGE DOORWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS. 7. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE IN ACCORDANCE WITH CBC SECTION 2702. 8. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (11 LUX) AND A MINIMUM AT ANY POINT OF 0.1 FOOT-CANDLE (1 LUX) MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL. ILLUMINATION LEVELS SHALL BE PERMITTED TO DECLINE TO 0.6 FOOT-CANDLE (6 LUX)AVERAGE AND A MINIMUM AT ANY POINT OF 0.06 FOOT-CANDLE (0.6 LUX) AT THE END OF THE EMERGENCY LIGHTING TIME DURATION. A MAXIMUM-TO-MINIMUM ILLUMINATION UNIFORMITY RATIO OF 40 TO 1 SHALL NOT BE EXCEEDED. LIGHT FIXTURE SCHEDULE 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION ACT CEILING, REFER TO SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 2 A5.04 GYP. BD. CEILING, REFER TO 1 A5.04 DESIGN-BUILD MECHANICAL CATWALK REQUIRED FOR ACCESS TO ALL FAN COIL UNITS FROM CEILING ACCESS POINT; FIELD VERIFY LOCATION WITH (E) TRUSSES AND NEW CEILING FRAMING SUPPLY AIR DIFFUSER, REFER TO MECHANICAL DRAWINGS RETURN AIR GRILLE, REFER TO MECHANICAL DRAWINGS TRANSFER AIR GRILLE, REFER TO MECHANICAL DRAWINGS EXHAUST AIR GRILLE / EXHAUST FAN, REFER TO MECHANICAL DRAWINGS WALL MOUNTED (EX1) OR CEILING SUSPENDED (EX2) ILLUMINATED EXIT SIGN. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES FOR A DURATION OF NOT LESS THAN 90 MINUTES IN CASE OF PRIMARY POWER LOSS. TO ENSURE THIS CONTINUOUS ILLUMINATION, THE EXIT SIGN MUST BE CONNECTED TO AN EMERGENCY POWER SYSTEM PROVIDED FROM STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR, CBC 1013.6.3. REFER TO ELECTRICAL DRAWINGS 1 A3.00 1 A3.01 2 A3.01 MULTI-PURPOSE ROOM A 02 ENTRY / CHECK IN OFFICE 01 TRAINING ROOM B 03 HALLWAY 04 TRAINING ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 RESTROOM 11 JANITOR 12 OFFICE AND BREAKROOM 10 EQ EQ 2 A3.00 1 2 3 A B C D E F A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11"A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 8' - 11" EQ EQ 2' - 0" EQ EQ EQ EQ EQ EQ EQ EQ 2' - 0" 2' - 0 " 2' - 0" 2' - 0 " F3 F1 F1 F1 F1 F1 F2 F2 F2 F3 F3 F4 F4 F5 F5 F12 F12 F12 F12 F12 F6 F6 F6 F6 F6 F3 F3 F3 F2 F8 F7 F9 F9 F9 F9 F9 F9 F9 F10 F10 F10F10F10F10F10 8" 15 ' - 8 " 25 ' - 0 " 1' - 3 " 42 ' - 7 " 72' - 5"18' - 10" 26 ' - 6 " 14 ' - 9 " 1"7' - 1"10' - 9"7' - 3"22' - 6"23' - 7"18' - 6"7" 17' - 11"72' - 5" F9 A.F.F. (E) PLASTER 12' - 8" A.F.F. GYP. BD. 8' - 11" NO CEILING EXPOSED STRUCTURE 12' -5" A.F.F. EQ EQ EQ EQ EQ EQ3' - 6 3/4"3' - 6" 06-03 06-03 NO CEILING EXPOSED STRUCTURE +7'-6" +8'-0" +8'-7" +8'-7" +8'-7" +8'-7" +10'-6" +11'-5" +10'-6" +10'-6" +10'-6" +10'-6" +11'-5" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" EQ EQ EQ EQ EQ 2' - 6"2' - 6" EQ EQ EQ EQ EQ F9 F9 F9 F9 EQ EQ F11 F11 F11 F11 F13 F11 F11 F11 F11 F5 F5 EX1 EX1 EX2 EQ EQ EQ EQ EQ EQ EQ EQ 5' - 0 " 16 A5.03 7' - 0" 16 A5.03 NOTE: (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. EQ EQ EQ EQ 09-02 09-02 4' - 0 " 4' - 0 " 1' - 0" +8'-0" F2 08-09 TYP. 23-10 05-06 TYP. TYP. F14 EX2 EX1 UNDER CABINET LED LIGHT Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 3 3 P M A1.20 REFLECTED CEILING PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A1.20 1 REFLECTED CEILING PLAN - PROPOSED 0'8'4'4' TYPE COUNT DESCRIPTION COMMENTS F1 5 LARGE SCHOOLHOUSE PENDANT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F2 13 INDUSTRIAL PENDANT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F3 24 SUSPENDED LINEAR PENDANT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F4 2 SURFACE MOUNTED EXTERIOR REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F5 4 SURFACE MOUNTED INTERIOR - 17" DIAM. REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F6 7 6" RECESSED CAN DOWNLIGHT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F7 1 SMALL SCHOOLHOUSE PENDANT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F8 8 2x2 PANEL LIGHT REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F9 12 EXTERIOR DECORATIVE SCONCE REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F10 7 EXTERIOR WALL LIGHTS REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F11 24 RECESSED 12" LINEAR REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F12 5 CEILING FAN, PENDANT MOUNTED REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F13 1 RECESSED 4" LINEAR REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS F14 1 SURFACE WALL MOUNTED REFER TO ELECTRICAL DRAWINGS AND CUT SHEETS FOR SELECTED PRODUCTS 05-06 LADDER ACCESS TO ROOF 06-03 1x6 SHEATHING ABOVE GYP WALL FINISH AT EAST AND SOUTH WALLS OF MULTI-PURPOSE RM A 08-09 30"x30" CEILING ACCESS PANEL 09-02 PATCH AND REPAIR PLASTER FINISH, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE 23-10 DESIGN-BUILD MECHANICAL CATWALK REQUIRED FOR ACCESS TO ALL FAN COIL UNITS FROM CEILING ACCESS POINT; FIELD VERIFY LOCATION WITH (E) TRUSSES AND NEW CEILING FRAMING NOTE: REFER TO A0.00 FOR SITE LIGHTING FIXTURE SCHEDULE No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.001. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. 11. MECHANICAL EQUIPMENT, LIGHT FIXTURES AND UTILITY LOCATIONS TO BE COORDINATED IN THE FIELD WITH (E) TRUSSES AND NEW FRAMING. LEGENDKEYNOTES xx 00 WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE LIGHT FIXTURE TAG, REFER TO SHEET A1.20 FOR FIXTURE SCHEDULE Fx AREA OF DEMO AREA OF PATCH AND/OR REPAIR, REFER TO KEYNOTE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION 123 10' - 2"02-11 02-10 02-20 02-07 02-0102-01 02-2802-12 TYP. 02-17 06 07 16 TYP. 02-47 FINISH FLOOR 0" 1 A3.00 8 9 07 16 2 A3.00 123 10' - 2"09-01 17 08-05 08-06 09-0409-04 F9 F10 TYP. 05-08 TYP. 09-03 09-06 BEHIND HVAC UNIT 09-02 23-03 23-07 26-02 23-08 EQ EQ 11 ' - 6 " 1' - 4" 7' - 6 " (E ) 1 6 ' - 2 " V I F 1 2 3 02-06 02-26 02-16 02-14 02-1502-14 02-15 02-27 26 03 1 02-47 FINISH FLOOR 0" 1 A3.00 0201 03 E N G I N E C O M P A N Y N 48"0 2 A3.00 1 2 3 TYP. 07-04 07-08 TYP. 07-04 07-08 07-05 07-05 7' - 0 " EQ EQ 4' - 6 " 1 F9 26 BEHIND GRILLE 10-02 10-03 05-05 09-05 TYP. 09-03 10-01 F9 F9 02-47 13 A5.05 13 A5.05 10 ' - 3 " T Y P . 6" (E ) 2 0 ' - 1 1 " , V I F , T O P O F R O O F Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 1 : 3 9 P M A2.00 EXTERIOR ELEVATIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A2.00 1 EAST ELEVATION - EXISTING/DEMO 1/4" = 1'-0"A2.00 2 EAST ELEVATION - REAR - PROPOSED 1/4" = 1'-0"A2.00 3 WEST ELEVATION - FRONT - EXISTING/DEMO 1/4" = 1'-0"A2.00 4 WEST ELEVATION - FRONT - PROPOSED 02-01 DEMO (E) NON-ORIGINAL CARPORT STRUCTURE AND SLAB 02-06 DEMO INFILL AT ORIGINAL OPENINGS 02-07 (E) WINDOW TO BE RESTORED, PROTECT AS REQUIRED; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-10 (E) DOOR OPENING TO REMAIN, REFER TO A1.00 FOR NEW DOOR OR WINDOW REPLACEMENT 02-11 (E) NON-HISTORIC DOOR OPENING IN ORIGINAL WINDOW OPENING TO BE INFILLED 02-12 DEMO PORTION OF WALL FOR RELOCATED SALVAGED WINDOWS 02-14 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED; PROTECT (E) SHEATHING IN PLACE; REFER TO A1.10 FOR ADDITIONAL SCOPE 02-15 ORIGINAL GUTTER TO BE SALVAGED, CLEANED AND RESTORED, GUTTER TO BE FREE OF DEBRIS AND ORGANIC MATERIAL; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION 02-16 (E) CONDUCTOR HEAD AND DOWNSPOUT TO BE SALVAGED, CLEANED AND RESTORED; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-17 DEMO (E) PARAPET CAP 02-20 (E) ORIGINAL WINDOW OPENING FRAMING TO REMAIN FOR RELOCATED WINDOW, ORIGINAL WINDOW MISSING 02-26 (E) UPPER DOWNSPOUT AND CONDUCTOR HEAD TO BE SALVAGED, CLEANED AND RESTORED; LOWER DOWNSPOUT IS MISSING; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-27 ORIGINAL WOOD ARCHED WINDOW AND DOOR DAMAGED BEYOND REPAIR, REMOVE MATERIAL AND SALVAGE FOR REFERENCE; REBUILD NEW TO MATCH ORIGINAL 02-28 AREA IS MISSING WOOD SHEATHING AND PLASTER FINISH; CURRENTLY THE AREA IS COVERED WITH VANDAL PROTECTION 02-47 (E) PLASTER DETAIL TO REMAIN, PATCH AND REPAIR AS REQUIRED 05-05 REPAIR AND RESTORE ORIGINAL DECORATIVE WROUGHT IRON WINDOW GRILLE 05-08 PARAPET CAP 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 07-05 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE 07-08 ORIGINAL GUTTER TO BE SALVAGED, CLEANED AND RESTORED, GUTTER TO BE FREE OF DEBRIS AND ORGANIC MATERIAL; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION; INSTALL NEW METAL MESH DEBRIS COVER 08-05 RELOCATED SALVAGED WINDOW SET FROM SOUTH ELEVATION 08-06 RELOCATED SALVAGED WINDOW FROM NORTH ELEVATION 09-01 REPAIR AND PATCH (E) WALL STUDS, 1x6 SHEATHING AND PLASTER WALL FINISH; ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE; REFER TO STRUCTURAL DRAWINGS FOR REPAIR DETAIL 09-02 PATCH AND REPAIR PLASTER FINISH, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE 09-03 (E) PLASTER WALL FINISH TO REMAIN, PROTECT IN PLACE; PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING; ALL AREAS TO BE PAINTED 09-04 AREA OF CARPORT DEMO STRUCTURAL ATTACHMENT; PATCH AND REPAIR PLASTER FINISH, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE 09-05 CLEAN AND RESTORE ALL ORIGINAL INLAY TILE 09-06 INFILL WALL AT (E) DOOR OPENING, MATCH ADJACENT PROFILE AND TEXTURE, INCLUDING PLASTER BASE 10-01 SIGNAGE, PAINTED METAL DIMENSIONAL PIN LETTERS, TO MATCH ORIGINAL 10-02 ADDRESS NUMBERS 10-03 4" x 5" HISTORIC DESIGNATION MARKER PER CITY OF SANTA ANA STANDARDS 23-03 HVAC CONDENSING UNIT, FLOOR MOUNTED TO 6" CONCRETE HOUSEKEEPING PAD, REFER TO MECHANICAL & STRUCTURAL DWGS. 23-07 HVAC CONDENSING UNIT, WALL MOUNTED, REFER TO MECHANICAL AND STRUCUTRAL DWGS. 23-08 EXHAUST FAN, REFER TO MECHANICAL DRAWINGS 26-02 MAIN METER/ MAIN DISTRIBUTION PANELBOARD MOUNTED TO 4" CONCRETE HOUSEKEEPING PAD, REFER TO ELECTRICAL AND STRUCTURAL DRAWINGS No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.001. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. 11. MECHANICAL EQUIPMENT, LIGHT FIXTURES AND UTILITY LOCATIONS TO BE COORDINATED IN THE FIELD WITH (E) TRUSSES AND NEW FRAMING. LEGENDKEYNOTES xx 00 WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE LIGHT FIXTURE TAG, REFER TO SHEET A1.20 FOR FIXTURE SCHEDULE Fx AREA OF DEMO AREA OF PATCH AND/OR REPAIR, REFER TO KEYNOTE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION FINISH FLOOR 0" ROOF 15' -0" 1 A3.01 2524232221 2018 2 A3.01 ABCDEF F10 F10 F10 F10 F10 TYP. 23-02 TYP. 05-08 08-03 TYP. 09-03TYP. 32-06 TYP. 07-04 TYP. 09-03 09-06 09-06 19.1 F9 F9 TYP. 02-47 2 A5.05 3 A5.02 13 A5.05 3' - 0 1/2" EQ EQEQEQ 11 ' - 6 " T Y P . 8' - 1 " 10 ' - 3 " 32-07 32-07 ABCDEF TYP. 02-14 02-07 02-07 .02-01 02-09 02-10 02-10 TYP. 02-17 08 09 17 19 21 22 23 24 25 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 1 : 4 2 P M A2.01 EXTERIOR ELEVATIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A2.01 2 NORTH ELEVATION - PROPOSED 02-01 DEMO (E) NON-ORIGINAL CARPORT STRUCTURE AND SLAB 02-07 (E) WINDOW TO BE RESTORED, PROTECT AS REQUIRED; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-09 (E) WINDOW TO BE REMOVE AND SALVAGED FOR REINSTALLATION AT REAR ELEVATION, REFER TO THE ELEVATIONS AND WINDOW SCHEDULE FOR LOCATION; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-10 (E) DOOR OPENING TO REMAIN, REFER TO A1.00 FOR NEW DOOR OR WINDOW REPLACEMENT 02-14 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED; PROTECT (E) SHEATHING IN PLACE; REFER TO A1.10 FOR ADDITIONAL SCOPE 02-17 DEMO (E) PARAPET CAP 02-47 (E) PLASTER DETAIL TO REMAIN, PATCH AND REPAIR AS REQUIRED 05-08 PARAPET CAP 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 08-03 INFILL PREVIOUS WINDOW; SALVAGE WINDOW AND CASING FOR REUSE AND RELOCATE TO REAR ELEVATION 09-03 (E) PLASTER WALL FINISH TO REMAIN, PROTECT IN PLACE; PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING; ALL AREAS TO BE PAINTED 09-06 INFILL WALL AT (E) DOOR OPENING, MATCH ADJACENT PROFILE AND TEXTURE, INCLUDING PLASTER BASE 23-02 CONDITION OF ALL VENTS IS CURRENTLY UNKNOWN, TYP. SALVAGE, REPAIR, AND REINSTALL WHERE POSSIBLE; NEW WORK TO MATCH ORIGINAL 32-06 8'-0" TALL METAL FENCE AT SIDES AND REAR PERIMETER OF SITE 32-07 8'-0" TALL PEDESTRIAN GATE, REFER TO SITE PLAN AND GATE SCHEDULE 1/4" = 1'-0"A2.01 1 NORTH ELEVATION - EXISTING/DEMO 1 No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 1 PRESCREEN UPDATES 6/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.001. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. 11. MECHANICAL EQUIPMENT, LIGHT FIXTURES AND UTILITY LOCATIONS TO BE COORDINATED IN THE FIELD WITH (E) TRUSSES AND NEW FRAMING. LEGENDKEYNOTES xx 00 WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE LIGHT FIXTURE TAG, REFER TO SHEET A1.20 FOR FIXTURE SCHEDULE Fx AREA OF DEMO AREA OF PATCH AND/OR REPAIR, REFER TO KEYNOTE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION A B C D E F .02-01 02-10 02-08 02-08 02-0802-09 TYP. 02-07 02-17 02-14 02-15 02-26 02-25 02-25 7' - 9"02-30 2 04 3 4 5 6 7 8 9 10 11 12 13 14 15 FINISH FLOOR 0" 1 A3.01 2 04 3 4 5 6 7 05 10 11 12 13 14 15 2 A3.01 A B C D E F 07-0607-06 TYP. 23-02 32-06 TYP. 05-08 TYP. 07-04 07-08 07-05 09-05 09-05 TYP. 09-03 09-01 08-01 08-01 08-01 F9 F9 F9 F9 F9 F9 F10 .06-02 3 A1.00 09-02 09-0209-02 TYP. 02-47 7' - 4 " T Y P . 26-02 23-07 23-03 13 A5.05 2 A5.05 3 A5.02 32-07 32-07 8 A5.02 7 A5.02 12 A5.05 12 A5.05 23-08 EQEQ EQEQ 7' - 4 " 7 3/4"7 3/4" 1' - 0"1' - 0" 11 ' - 6 " T Y P . 32-08 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 1 : 4 6 P M A2.02 EXTERIOR ELEVATIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A2.02 1 SOUTH ELEVATION - EXISTING/DEMO 1/4" = 1'-0"A2.02 2 SOUTH ELEVATION - PROPOSED 02-01 DEMO (E) NON-ORIGINAL CARPORT STRUCTURE AND SLAB 02-07 (E) WINDOW TO BE RESTORED, PROTECT AS REQUIRED; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-08 (E) WINDOW TO BE REMOVED, SALVAGED AND REPOSITIONED, REFER TO THE ELEVATIONS AND WINDOW SCHEDULE FOR LOCATION; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-09 (E) WINDOW TO BE REMOVE AND SALVAGED FOR REINSTALLATION AT REAR ELEVATION, REFER TO THE ELEVATIONS AND WINDOW SCHEDULE FOR LOCATION; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-10 (E) DOOR OPENING TO REMAIN, REFER TO A1.00 FOR NEW DOOR OR WINDOW REPLACEMENT 02-14 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED; PROTECT (E) SHEATHING IN PLACE; REFER TO A1.10 FOR ADDITIONAL SCOPE 02-15 ORIGINAL GUTTER TO BE SALVAGED, CLEANED AND RESTORED, GUTTER TO BE FREE OF DEBRIS AND ORGANIC MATERIAL; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION 02-17 DEMO (E) PARAPET CAP 02-25 (E) UPPER DOWNSPOUT AND OVERFLOW SUPPER TO BE REMOVED; LOWER DOWNSPOUT AND CONDUCTOR HEAD ARE MISSING; ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-26 (E) UPPER DOWNSPOUT AND CONDUCTOR HEAD TO BE SALVAGED, CLEANED AND RESTORED; LOWER DOWNSPOUT IS MISSING; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-30 AREA DAMAGED FROM FIRE. REMAINING MATERIALS MAY NOT BE SALVAGEABLE. EXTERIOR CONDITION IS CURRENTLY UNKNOWN DUE TO VANDAL PROTECTION. 02-47 (E) PLASTER DETAIL TO REMAIN, PATCH AND REPAIR AS REQUIRED 05-08 PARAPET CAP 06-02 REPAIR AND PATCH (E) WALL STUDS AND 1x6 SHEATHING; REFER TO STRUCTURAL DRAWINGS FOR REPAIR DETAIL 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 07-05 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE 07-06 DOWNSPOUT AND CONDUCTOR HEAD WITH ALL NEW MATERIALS TO MATCH ORIGINAL AS CLOSE AS POSSIBLE TO CONNECT TO ROOF DRAIN; REPLACE OVERFLOW SCUPPER IN (E) LOCATION 07-08 ORIGINAL GUTTER TO BE SALVAGED, CLEANED AND RESTORED, GUTTER TO BE FREE OF DEBRIS AND ORGANIC MATERIAL; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION; INSTALL NEW METAL MESH DEBRIS COVER 08-01 REPOSITION EXISTING WINDOW OPENING TO MATCH ADJACENT WINDOW AND SILL HEIGHTS DUE TO NEW INTERIOR LAYOUT 09-01 REPAIR AND PATCH (E) WALL STUDS, 1x6 SHEATHING AND PLASTER WALL FINISH; ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE; REFER TO STRUCTURAL DRAWINGS FOR REPAIR DETAIL 09-02 PATCH AND REPAIR PLASTER FINISH, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE 09-03 (E) PLASTER WALL FINISH TO REMAIN, PROTECT IN PLACE; PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING; ALL AREAS TO BE PAINTED 09-05 CLEAN AND RESTORE ALL ORIGINAL INLAY TILE 23-02 CONDITION OF ALL VENTS IS CURRENTLY UNKNOWN, TYP. SALVAGE, REPAIR, AND REINSTALL WHERE POSSIBLE; NEW WORK TO MATCH ORIGINAL 23-03 HVAC CONDENSING UNIT, FLOOR MOUNTED TO 6" CONCRETE HOUSEKEEPING PAD, REFER TO MECHANICAL & STRUCTURAL DWGS. 23-07 HVAC CONDENSING UNIT, WALL MOUNTED, REFER TO MECHANICAL AND STRUCUTRAL DWGS. 23-08 EXHAUST FAN, REFER TO MECHANICAL DRAWINGS 26-02 MAIN METER/ MAIN DISTRIBUTION PANELBOARD MOUNTED TO 4" CONCRETE HOUSEKEEPING PAD, REFER TO ELECTRICAL AND STRUCTURAL DRAWINGS 32-06 8'-0" TALL METAL FENCE AT SIDES AND REAR PERIMETER OF SITE 32-07 8'-0" TALL PEDESTRIAN GATE, REFER TO SITE PLAN AND GATE SCHEDULE 32-08 CUSTOM 8'-0" SLIDING GATE WITH WIRELESS ENTRY, REFER TO SITE PLAN AND GATE SCHEDULE No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.001. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. 11. MECHANICAL EQUIPMENT, LIGHT FIXTURES AND UTILITY LOCATIONS TO BE COORDINATED IN THE FIELD WITH (E) TRUSSES AND NEW FRAMING. LEGENDKEYNOTES xx 00 WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE LIGHT FIXTURE TAG, REFER TO SHEET A1.20 FOR FIXTURE SCHEDULE Fx AREA OF DEMO AREA OF PATCH AND/OR REPAIR, REFER TO KEYNOTE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION FINISH FLOOR 0" ROOF 15' -0" 1 A3.01 ABCDE 03-01 TYP. 07-09 TYP. 07-04 TYP. 07-02 TYP. 05-08 HALLWAY 04 TRAINING ROOM C 05 TRAINING ROOM B 03 ENTRY / CHECK IN OFFICE 01 TYP. 07-12 TYP. 07-12 A3.11 1A3.10 2 Sim 23-07 23-03 03-06 03-05 03-04 TYP. 03-05 2 A5.05 1 A5.05 13 A5.05 FINISH FLOOR 0" ROOF 15' -0" 1 A3.01 2 A3.01 (E) FOUNDATION -2' -0" A B C D E F MULTI-PURPOSE ROOM A 02 JANITOR 12 OFFICE AND BREAKROOM 10 WOMENS 07 MENS 09 03-03 TYP. 07-09 TYP. 05-08TYP. 07-02 TYP. 07-09 09-01 2 A1.00 07-04 08-07 08-07 06-04 06-05 06-06 06-07 07-03 05-06 07-12 07-12 A3.10 1A3.11 2 A3.11 3 03-05 03-01 TYP. 03-04 03-01 03-01 13 A5.05 1 A5.05 5 A5.05 2 A5.05 03-06 03-06 A5.05 14 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 1 : 5 2 P M A3.00 BUILDING SECTIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A3.00 1 EAST/WEST SECTION #2 1/4" = 1'-0"A3.00 2 EAST/WEST SECTION #1 03-01 FOOTING & STEAM WALL, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 03-03 3" DEPRESSED CONCRETE SLAB ON GRADE OVER VAPOR RETARDER FOR TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS AND GEOTECH REPORT 03-04 CLEAN AND POLISH (E) CONCRETE FLOOR. EXISTING SCORING TO REMAIN. 03-05 (E) FOOTING TO REMAIN, PROTECT IN PLACE 03-06 CONCRETE PAVING, REFER TO SITE PLAN 05-06 LADDER ACCESS TO ROOF 05-08 PARAPET CAP 06-04 (E) TRUSSES TO REMAIN, V.I.F., REFER TO STRUCTURAL DWGS. 06-05 CEILING JOISTS, REFER TO STRUCTURAL DWGS. 06-06 STRUCTURAL JOISTS, REFER TO STRUCTURAL DWGS. 06-07 (E) 1X6 SHEATHING EXPOSED 07-02 TPO MEMBRANE ROOFING SYSTEM OVER COVER BOARD OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; PROVIDE TAPERED INSULATION AS REQUIRED TO MAINTAIN MINIMUM SLOPE REQUIREMENTS 07-03 ROOF HATCH 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 07-09 EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION 07-12 R-30 BATT INSULATION AT UNDERSIDE OF ROOF DECK 08-07 BLOCK OFF (E) ATTIC VENT 09-01 REPAIR AND PATCH (E) WALL STUDS, 1x6 SHEATHING AND PLASTER WALL FINISH; ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE; REFER TO STRUCTURAL DRAWINGS FOR REPAIR DETAIL 23-03 HVAC CONDENSING UNIT, FLOOR MOUNTED TO 6" CONCRETE HOUSEKEEPING PAD, REFER TO MECHANICAL & STRUCTURAL DWGS. 23-07 HVAC CONDENSING UNIT, WALL MOUNTED, REFER TO MECHANICAL AND STRUCUTRAL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 FINISH FLOOR 0" ROOF 15' -0" 1 A3.00 (E) FOUNDATION -2' -0" 2 A3.00 9' - 1 1 " 123 TRAINING ROOM B 03 MULTI-PURPOSE ROOM A 02 07-09 05-08 07-04 07-04 05-08 07-02 07-09 A5.03 16 A3.10 1 Sim A3.10 2 Sim TYP. 03-05 03-04 03-02 2 A5.05 2 A5.05 13 A5.0513 A5.05 1 A5.05 FINISH FLOOR 0" ROOF 15' -0" 1 A3.00 (E) FOUNDATION -2' -0" 2 A3.00 123 TYP. 07-02 TYP. 07-09 05-08 05-08 07-12 A3.10 2 A3.10 3 Sim A5.02 6 23-03 23-07 03-05 03-04 2 A5.05 2 A5.05 1 A5.05 23-08 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.001. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. 11. MECHANICAL EQUIPMENT, LIGHT FIXTURES AND UTILITY LOCATIONS TO BE COORDINATED IN THE FIELD WITH (E) TRUSSES AND NEW FRAMING. LEGENDKEYNOTES xx 00 WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE LIGHT FIXTURE TAG, REFER TO SHEET A1.20 FOR FIXTURE SCHEDULE Fx AREA OF DEMO AREA OF PATCH AND/OR REPAIR, REFER TO KEYNOTE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 1 : 5 4 P M A3.01 BUILDING SECTIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A3.01 1 NORTH/ SOUTH SECTION #1 1/4" = 1'-0"A3.01 2 NORTH / SOUTH SECTION #2 03-02 CONCRETE SLAB ON GRADE INFILL OVER VAPOR RETARDER, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 03-04 CLEAN AND POLISH (E) CONCRETE FLOOR. EXISTING SCORING TO REMAIN. 03-05 (E) FOOTING TO REMAIN, PROTECT IN PLACE 05-08 PARAPET CAP 07-02 TPO MEMBRANE ROOFING SYSTEM OVER COVER BOARD OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; PROVIDE TAPERED INSULATION AS REQUIRED TO MAINTAIN MINIMUM SLOPE REQUIREMENTS 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 07-09 EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION 07-12 R-30 BATT INSULATION AT UNDERSIDE OF ROOF DECK 23-03 HVAC CONDENSING UNIT, FLOOR MOUNTED TO 6" CONCRETE HOUSEKEEPING PAD, REFER TO MECHANICAL & STRUCTURAL DWGS. 23-07 HVAC CONDENSING UNIT, WALL MOUNTED, REFER TO MECHANICAL AND STRUCUTRAL DWGS. 23-08 EXHAUST FAN, REFER TO MECHANICAL DRAWINGS No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 FINISH FLOOR 0" ROOF 15' -0" 03-02 03-01 ST R U C T U R A L D W G S . VA R I E S , R E F E R T O NOTE: REFER TO STRUCTURAL DRAWINGS FOR ALL SHEAR WALL ATTACHMENTS, BLOCKING AND FRAMING A5.05 2 (E ) 1 6 ' - 2 " V I F A5.02 10 TO C I V I L VA R I E S , R E F E R 09-09 09-10 07-09 06-04 03-04 03-06 09-03 PER PLAN WALL TYPE 09-11 09-11 06-09 07-02 1 A5.05 FINISH FLOOR 0" ROOF 15' -0" (E) FOUNDATION -2' -0" NOTE: REFER TO STRUCTURAL DRAWINGS FOR ALL FRAMING, ATTACHMENTS, AND BLOCKING (E ) 1 6 ' - 2 " V I F 4' - 1 " 1' - 6 " 2' - 1 0 " A5.07 4 A5.07 3 A5.02 10 03-06 03-05 03-04 09-03 09-11 09-11 A5.05 2 07-02 07-12 06-06 1 A5.05 06-05 09-10 PER PLAN WALL TYPE, 07-09 TO C I V I L VA R I E S , R E F E R WD2 UPPER CABINETS SSM1 COUNTERTOP WD2 BASE CABINETS FINISH FLOOR 0" ROOF 15' -0" TO C I V I L VA R I E S , R E F E R 16 ' - 2 " 03-05 03-06 09-11 09-09 03-04 09-10 09-03 07-09 06-05 09-11 06-06 07-12 07-02 A5.05 2 1 A5.05 A5.02 10 NOTE: REFER TO STRUCTURAL DRAWINGS FOR ALL FRAMING, ATTACHMENTS, AND BLOCKING GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. KEYNOTES Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 5 6 P M A3.10 WALL SECTIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3/4" = 1'-0"A3.10 1 EXTERIOR PARAPET SHEAR WALL SECTION, TYPICAL 3/4" = 1'-0"A3.10 2 EXTERIOR PARAPET WALL SECTION, TYPICAL 3/4" = 1'-0"A3.10 3 EXTERIOR PARAPET WALL SECTION AT WINDOW, TYPICAL 03-01 FOOTING & STEAM WALL, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 03-02 CONCRETE SLAB ON GRADE INFILL OVER VAPOR RETARDER, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 03-04 CLEAN AND POLISH (E) CONCRETE FLOOR. EXISTING SCORING TO REMAIN. 03-05 (E) FOOTING TO REMAIN, PROTECT IN PLACE 03-06 CONCRETE PAVING, REFER TO SITE PLAN 06-04 (E) TRUSSES TO REMAIN, V.I.F., REFER TO STRUCTURAL DWGS. 06-05 CEILING JOISTS, REFER TO STRUCTURAL DWGS. 06-06 STRUCTURAL JOISTS, REFER TO STRUCTURAL DWGS. 06-09 STRUCTURAL SHEAR WALL, REFER TO STRCUTRAL DRAW INGS 07-02 TPO MEMBRANE ROOFING SYSTEM OVER COVER BOARD OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; PROVIDE TAPERED INSULATION AS REQUIRED TO MAINTAIN MINIMUM SLOPE REQUIREMENTS 07-09 EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION 07-12 R-30 BATT INSULATION AT UNDERSIDE OF ROOF DECK 09-03 (E) PLASTER WALL FINISH TO REMAIN, PROTECT IN PLACE; PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING; ALL AREAS TO BE PAINTED 09-09 WALL BASE, REFER TO INTERIOR ELEVATIONS AND FINISH SCHEDULE 09-10 CEILING, REFER TO RCP AND FINISH SCHEDULE 09-11 (E) PLASTER DETAIL TO REMAIN; PATCH AND REPAIR AS REQUIRED No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 FINISH FLOOR 0" ROOF 15' -0" (E) FOUNDATION -2' -0" A B A5.05 18 07-04 09-02 09-11 32-04 03-05 03-01 03-02 09-09 03-04 09-02 06-09 09-07 06-06 06-04 13 A5.05 06-11 FINISH FLOOR 0" ROOF 15' -0" TO C I V I L VA R I E S , R E F E R NOTE: REFER TO STRUCTURAL DRAWINGS FOR ALL FRAMING, ATTACHMENTS, AND BLOCKING 03-05 03-04 09-09 09-11 31-01 07-09 09-03 09-10 09-11 09-05 06-10 A5.05 18 07-04 07-12 13 A5.05 FINISH FLOOR 0" ROOF 15' -0" E A5.03 16 NOTE: REFER TO STRUCTURAL DRAWINGS FOR ALL FRAMING, ATTACHMENTS, AND BLOCKING 03-01 03-03 05-06 07-03 07-02 07-12 06-06 06-04 06-05 09-10 1 A5.05 5 A5.05 PER PLAN WALL TYPE PER PLAN WALL TYPE PER PLAN WALL TYPE WOMENS 07 MENS 09 JANITOR 12 09-07 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS ARE TO FACE OF FINISHED WALL, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. 9. PREP AND PAINT ALL PLASTER WALLS. PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING. REPAIR ANY DAMAGED OR MISSING MOLDINGS TO MATCH ADJACENT PROFILE. 10. (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. KEYNOTES 3/4" = 1'-0"A3.11 3 RESTROOM WALL SECTION Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 5 8 P M A3.11 WALL SECTIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3/4" = 1'-0"A3.11 2 EXTERIOR WALL SECTION @ BARN DOORS 3/4" = 1'-0"A3.11 1 EXTERIOR WALL SECTION @ ENTRY 03-01 FOOTING & STEAM WALL, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 03-02 CONCRETE SLAB ON GRADE INFILL OVER VAPOR RETARDER, REFER TO STRUCTURAL DRAWINGS AND GEOTECH REPORT 03-03 3" DEPRESSED CONCRETE SLAB ON GRADE OVER VAPOR RETARDER FOR TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS AND GEOTECH REPORT 03-04 CLEAN AND POLISH (E) CONCRETE FLOOR. EXISTING SCORING TO REMAIN. 03-05 (E) FOOTING TO REMAIN, PROTECT IN PLACE 05-06 LADDER ACCESS TO ROOF 06-04 (E) TRUSSES TO REMAIN, V.I.F., REFER TO STRUCTURAL DWGS. 06-05 CEILING JOISTS, REFER TO STRUCTURAL DWGS. 06-06 STRUCTURAL JOISTS, REFER TO STRUCTURAL DWGS. 06-09 STRUCTURAL SHEAR WALL, REFER TO STRCUTRAL DRAW INGS 06-10 (E) DECORATIVE WOOD EAVE TRIM 06-11 2x4 CRIPPLE WALL AND WOOD BEAM, REFER TO STRUCTURAL DRAWINGS 07-02 TPO MEMBRANE ROOFING SYSTEM OVER COVER BOARD OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; PROVIDE TAPERED INSULATION AS REQUIRED TO MAINTAIN MINIMUM SLOPE REQUIREMENTS 07-03 ROOF HATCH 07-04 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, OVER PLYWOOD SHEATHING PER STRUCTURAL DWGS, OVER (E) 1X6 SHEATHING; NEW REPLACEMENT TILE TO BE SOURCED FROM GLADDING MCBEAN AT BROKEN TILES TO MATCH ORIGINAL SHAPE AND COLOR BLEND AND INSTALL NEW BIRD STOPS AT END TILES 07-09 EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION 07-12 R-30 BATT INSULATION AT UNDERSIDE OF ROOF DECK 09-02 PATCH AND REPAIR PLASTER FINISH, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE 09-03 (E) PLASTER WALL FINISH TO REMAIN, PROTECT IN PLACE; PATCH AND REPAIR AREAS AS REQUIRED, FOR COST ESTIMATE ASSUME 10% OF THE AREA NEEDS PATCHING; ALL AREAS TO BE PAINTED 09-05 CLEAN AND RESTORE ALL ORIGINAL INLAY TILE 09-07 3" PICTURE MOLDING TO CAP OFF GYP BD AT OPEN CEILING 09-09 WALL BASE, REFER TO INTERIOR ELEVATIONS AND FINISH SCHEDULE 09-10 CEILING, REFER TO RCP AND FINISH SCHEDULE 09-11 (E) PLASTER DETAIL TO REMAIN; PATCH AND REPAIR AS REQUIRED 31-01 PLANTING AREA, REFER TO LANDSCAPE DWGS. 32-04 CONCRETE VEHICULAR PAVING No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. REFER TO DETAIL FOR TYPICAL MOUNTING HEIGHTS. A. ALL BASE LEVEL WALL OUTLETS TO BE MOUNTED 15" MIN. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS TO BE VIF W/ ARCHITECT. B. ALL COUNTER LEVEL WALL OUTLETS TO BE MOUNTED 46" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS IN DECORATIVE TILE BACKSPLASH TO BE VIF W/ ARCHITECT. C. ALL LIGHT SWITCHES TO BE 6" O.C. FROM EDGE OF CASING OR WALL AND MOUNTED 48" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL SWITCH LOCATIONS TO BE VIF W/ ARCHITECT. 6. COORDINATE LOCATION AND PROVIDE BLOCKING, BACKINGS AND/OR REINFORCEMENTS IN PARTITIONS FOR ALL CABINETS, COUNTERTOPS AND ANY WALL MOUNTED ITEMS. KEYNOTES /17 A5.00 2 A3.00 1 E A4.00 A B C D WOMENS 07 MENS 09 HALLWAY 06 A4.00 A B C D A4.02 A B C D 1' - 6" 1' - 1" 4" 9' - 7 3/4"1' - 10 3/4"8' - 4 1/2"1' - 1 3/4" (E ) 1 8 ' - 8 " V . I . F . 8 3/4" 20 19.1 1716 12 A5.00 22-06 A4A2 A4b A3 B1 B4 B1 B1b C1 20 " A L C O V E B1b B1b 30"x48" CLR FLR 30 " x 4 8 " CL R F L R 30 " x 4 8 " CL R F L R 5' - 4 " 3' - 1 " 2' - 0" 4" 36 " x 4 8 " CL R F L R 2' - 1" 5' - 4 " 2' - 0" 30 " x 4 8 " CL R F L R 30 " x 4 8 " CL R F L R 4' - 1" 2' - 1 1 1 / 2 " 2' - 9 " 5' - 1 1 / 2 " 18 " M A X 17 " M I N 3' - 6 1 / 4 " 5' - 4 " 18 " M A X 17 " M I N B3 C2 B3 B5 C2 B3 B3 B1 10-17 10-17 22-02 22-02 EQ EQ EQ EQ 5" 3" ø 5' - 0" ø 5' - 0" 20 WD1 TRIM CT1 WALL TILE PT11 TYP. 10-14 10-08 22-04 WD1 TRIM CT1 WALL TILE PT11 TYP. 10-06 10-14 22-04 10-07 22-03 2' - 1 0 " M A X . KNEE SPACE SSM1 COUNTERTOP 10-16 16 WD1 TRIM CT1 WALL TILE PT11 TYP. 10-11 6" 26-08 NOTE: REFER TO & FOR ALL ACCESSIBLE TOILET COMPARTMENT CLEARANCES AND ACCESSORY MOUNTING HEIGHTS. WD1 TRIM CT1 WALL TILE PT11 TYP. 3 1 / 2 " 6' - 3 " T Y P . 10-06 2 A5.01 6 A5.01 19.1 WD1 TRIM CT1 WALL TILE PT11 TYP. 10-14 10-08 22-04 WD1 TRIM CT1 WALL TILE PT11 TYP. F5 F5 10-06 10-11 3 1 / 2 " 6' - 3 " T Y P . 17 WD1 TRIM CT1 WALL TILE PT11 TYP. 26-08 6" WD1 TRIM CT1 WALL TILE PT11 TYP. 10-14 22-04 10-06 22-05 22-03 10-07 SSM1 COUNTERTOP 2' - 1 0 " M A X . NOTE: REFER TO & FOR ALL ACCESSIBLE TOILET COMPARTMENT CLEARANCES AND ACCESSORY MOUNTING HEIGHTS. KNEE SPACE 10-16 RESTROOM GENERAL NOTES 1. ALL DIMENSIONS SHOWN ON THIS SHEET INDICATE FIXTURE AND ACCESSORIES MINIMUM REQUIREMENTS FOR ACCESSIBILITY. REFER TO SHEET A5.01 FOR ADDITIONAL REQUIREMENTS. 2. ALL WATER AND DRAIN PIPES UNDER LAVATORY SHALL BE INSULATED. THERE SHALL BE NO SHARP OR ABRASIVE OBJECTS OR SURFACES UNDER THE LAVATORY. 3. A CLEAR FLOOR SPACE 30" BY 48" COMPLY WITH CBC 11B-305.3 SHALL BE PROVIDED IN FRONT OF A LAVATORY TO ALLOW FORWARD APPROACH. SUCH CLEAR FLOOR SPACE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE ROUTE PER CBC 11B-305. 4. WATER CLOSET AND URINAL FLUSH VALVE CONTROLS, AND FAUCET AND OPERATING MECHANISM CONTROLS, SHALL BE OPERABLE WITH ONE HAND, SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST, AND SHALL BE MOUNTED NO MORE THAN 44" ABOVE THE FLOOR (PER CBC 11B-308) AND REQUIRE A FORCE TO OPERATE TO BE NO GREATER THAN 5 LBF. MAX. (PER CBC 11B-309.4). CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS AND CORRECT AS NECESSARY TO COMPLY WITH CODE. 5. MULTI-USER RESTROOM FLOORS SHALL SLOPE TO DRAIN, 1/8" PER FOOT MIN. LEGEND EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION NEW CONCRETE SLAB ON GRADE INFILL, REFER TO STRUCTURAL DRAWINGS NEW DEPRESSED CONCRETE SLAB ON GRADE FOR NEW TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS. 1i xx 00 WALL TYPE TAG, REFER TO WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS FINISH MATERIAL TAG, REFER TO SHEET A6.10 FOR FINISH SPECIFICATIONSXX-0 5 A5.03 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 0 4 P M A4.00 INTERIOR ELEVATIONS - RESTROOMS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/2" = 1'-0"A4.00 1 ENLARGED FLOOR PLAN - RESTROOMS A B C D 2 WOMENS INTERIOR ELEVATIONS 1/2" = 1'-0" 3 MENS INTERIOR ELEVATIONS 1/2" = 1'-0" A B C D 10-06 PHENOLIC TOILET PARTITION, MOUNTED OVERHEAD-BRACED 10-07 BABY CHANGING STATION, REFER TO PROJECT MANUAL FOR CUT SHEET 10-08 RECESSED COMBINATION WASTE DISPOSAL, TISSUE AND TOILET-SEAT COVER, REFER TO PROJECT MANUAL FOR CUT SHEET 10-11 SEMI-RECESSED PAPER TOWEL DISPENSER AND WASTE RECEPTACLE, REFER TO PROJECT MANUAL FOR CUT SHEET 10-14 GRAB BAR, REFER TO PROJECT MANUAL FOR CUT SHEET 10-16 COUNTERTOP MOUNTED SOAP DISPENSER, REFER TO PROJECT MANUAL FOR CUT SHEET 10-17 ACCESSIBLE TOILET COMPARTMENT, REFER TO DETAIL FOR ALL CODE REQUIRED CLEARANCES 22-02 FLOOR DRAIN, REFER TO PLUMBING DWGS. 22-03 UNDER MOUNT SINK AND FAUCET, REFER TO PLUMBING DWGS. 22-04 WALL MOUNTED TOILET AND FLUSH VALVE, REFER TO PLUMBING DWGS. 22-05 URINAL, REFER TO PLUMBING DWGS. 22-06 HI/LOW DRINKING FOUNTAIN AND BOTTLE FILLER, REFER TO PLUMBING DWGS. 26-08 SWITCH, REFER TO ELECTRICAL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 REF. T FC-5 2 A3.00 1 E F A4.01 A B C D A4.01 A B C D RESTROOM 11 JANITOR 12 OFFICE AND BREAKROOM 10 20 21 18 19 A4.01 A. B.D. 16 05-06 22-09 22-08 5 A5.05 1' - 1 3/4"7' - 5 3/8"10' - 2 7/8" 8 3/4" 4' - 8 3 / 4 " 18 " M A X . 17 " M I N . 7' - 1 0 1 / 2 " 5' - 0 " 4' - 0"4' - 7 1/8" 1' - 6" 9" 4" 9" 3' - 0 " 9" ø 5' - 0" 18 10-14 10-08 22-04 PT11 TYP WD1 TRIM CT1 WALL TILE 8' - 1 1 " 6' - 3 " 3 1 / 2 " PT11 TYP WD1 TRIM CT1 WALL TILE 21 PT11 TYP WD1 TRIM CT1 WALL TILE 10-10 22-07 6" 26-06 26-08 PT11 TYP WD1 TRIM CT1 WALL TILE 10-14 22-04 22-07 10-12 4 A5.01 NOTE: REFER TO & FOR ALL ACCESSIBLE TOILET ROOM CLEARANCES AND ACCESSORY MOUNTING HEIGHTS. 2 A5.01 6 A5.01 22-08 22-09 20 PT11 WB1 OPEN ABOVE CEILING JOIST, REFER TO STRUCT. DWGS F14 05-06 07-03 PT11 WB1 5 A5.05 07-03 22-0822-08 22-09 05-06 +/- 3' - 3" VIF2' - 3"2' - 0" FILLER +/- 2" 2' - 0" 1' - 1 1 " 7' - 0 " 4' - 7 " 1' - 6 " 2' - 1 0 " 11-02 PT11 TYP WB4 BASE WD2 UPPER CABINETS SSM2 COUNTERTOPS WD2 BASE CABINETS 4 A5.07 3 A5.07 2 EQ. CABINETS 5' - 4" WD2 OPEN SHELVING OPEN FOR MICROWAVE 2' - 0" 17 16 9 8 07 WB4 BASE PT11 TYP 1' - 4" 9"9" TYP. 26-0626-08 9" 10-05 EX2 15 14 PT11 TYP. WB4 BASE 1' - 3 " 8"2' - 0"8"7' - 0" 26-07 26-06 OPEN TO VESTIBULE 1' - 6"3' - 4"1' - 6" FILLER +/- 2" 2' - 0" 18 19 5 A5.01 2' - 1 0 " 1' - 6 " 4' - 7 " KNEE SPACE 22-03 3 A5.07 PT11 TYP SSM2 COUNTERTOP WD2 BASE CABINET WD2 OPEN SHELVING 5 A5.07 7' - 0 " 1' - 6"3' - 4" BLIND CORNER 3' - 8" 26-08 TYP. 26-06 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. REFER TO DETAIL FOR TYPICAL MOUNTING HEIGHTS. A. ALL BASE LEVEL WALL OUTLETS TO BE MOUNTED 15" MIN. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS TO BE VIF W/ ARCHITECT. B. ALL COUNTER LEVEL WALL OUTLETS TO BE MOUNTED 46" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS IN DECORATIVE TILE BACKSPLASH TO BE VIF W/ ARCHITECT. C. ALL LIGHT SWITCHES TO BE 6" O.C. FROM EDGE OF CASING OR WALL AND MOUNTED 48" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL SWITCH LOCATIONS TO BE VIF W/ ARCHITECT. 6. COORDINATE LOCATION AND PROVIDE BLOCKING, BACKINGS AND/OR REINFORCEMENTS IN PARTITIONS FOR ALL CABINETS, COUNTERTOPS AND ANY WALL MOUNTED ITEMS. KEYNOTES /17 A5.00 RESTROOM GENERAL NOTES 1. ALL DIMENSIONS SHOWN ON THIS SHEET INDICATE FIXTURE AND ACCESSORIES MINIMUM REQUIREMENTS FOR ACCESSIBILITY. REFER TO SHEET A5.01 FOR ADDITIONAL REQUIREMENTS. 2. ALL WATER AND DRAIN PIPES UNDER LAVATORY SHALL BE INSULATED. THERE SHALL BE NO SHARP OR ABRASIVE OBJECTS OR SURFACES UNDER THE LAVATORY. 3. A CLEAR FLOOR SPACE 30" BY 48" COMPLY WITH CBC 11B-305.3 SHALL BE PROVIDED IN FRONT OF A LAVATORY TO ALLOW FORWARD APPROACH. SUCH CLEAR FLOOR SPACE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE ROUTE PER CBC 11B-305. 4. WATER CLOSET AND URINAL FLUSH VALVE CONTROLS, AND FAUCET AND OPERATING MECHANISM CONTROLS, SHALL BE OPERABLE WITH ONE HAND, SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST, AND SHALL BE MOUNTED NO MORE THAN 44" ABOVE THE FLOOR (PER CBC 11B-308) AND REQUIRE A FORCE TO OPERATE TO BE NO GREATER THAN 5 LBF. MAX. (PER CBC 11B-309.4). CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS AND CORRECT AS NECESSARY TO COMPLY WITH CODE. 5. MULTI-USER RESTROOM FLOORS SHALL SLOPE TO DRAIN, 1/8" PER FOOT MIN. LEGEND EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION NEW CONCRETE SLAB ON GRADE INFILL, REFER TO STRUCTURAL DRAWINGS NEW DEPRESSED CONCRETE SLAB ON GRADE FOR NEW TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS. 1i xx 00 WALL TYPE TAG, REFER TO WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS FINISH MATERIAL TAG, REFER TO SHEET A6.10 FOR FINISH SPECIFICATIONSXX-0 5 A5.03 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 0 9 P M A4.01 INT. ELEVATIONS - STAFF RESTROOM & JAN. 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/2" = 1'-0"A4.01 1 ENLARGED FLOOR PLAN - STAFF RESTROOM & JAN. A B C D 2 RESTROOM INTERIOR ELEVATIONS 1/2" = 1'-0" A B C D A B C D 2 OFFICE & BREAKROOM INTERIOR ELEVATIONS 1/2" = 1'-0" 2 JANITOR INTERIOR ELEVATIONS 1/2" = 1'-0" 05-06 LADDER ACCESS TO ROOF 07-03 ROOF HATCH 10-05 EXIT SIGN, REFER TO T2.00 EGRESS/SIGNAGE PLAN 10-08 RECESSED COMBINATION WASTE DISPOSAL, TISSUE AND TOILET-SEAT COVER, REFER TO PROJECT MANUAL FOR CUT SHEET 10-10 RECESSED PAPER TOWEL DISPENSER AND WASTE RECEPTACLE, REFER TO PROJECT MANUAL FOR CUT SHEET 10-12 RECESSED SOAP DISPENSER, REFER TO PROJECT MANUAL FOR CUT SHEET 10-14 GRAB BAR, REFER TO PROJECT MANUAL FOR CUT SHEET 11-02 REFRIGERATOR, OWNER FURNISHED CONTRACTOR INSTALLED 22-03 UNDER MOUNT SINK AND FAUCET, REFER TO PLUMBING DWGS. 22-04 WALL MOUNTED TOILET AND FLUSH VALVE, REFER TO PLUMBING DWGS. 22-07 WALL MOUNTED LAVATORY, REFER TO PLUMBING DWGS. 22-08 MOP SINK AND WALL MOUNTED UTILITY FAUCET, REFER TO PLUMBING DWGS. 22-09 WALL MOUNTED WATER HEATER, REFER TO PLUMBING DWGS.; COORDINATE MOUNTING HEIGHT IN FIELD WITH ARCHITECT AND PLUMBING ENGINEER 26-06 POWER OUTLET, REFER TO ELECTIRCAL DWGS. 26-07 DATA OUTLET, REFER TO ELECTRICL DWGS. 26-08 SWITCH, REFER TO ELECTRICAL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 OPEN TO MULTI-PURPOSE ROOM A 11 PT11 WB4 2' - 0"26-06 PT11 WB4 6"4' - 6" 26-06 26-07 2 04 PT11 WB4 6"2' - 4" 1 03 PT11 WB4 EX2 10-05 OPEN TO MULTI-PURPOSE ROOM A 9' - 1 1 " PT11 TYP. 13 FILLER +/- 1"6' - 10" FILLER +/- 1" WB4 BASE PT11 TYP SSM1 COUNTERTOP WD2 CASEWORK 8 A5.07 710 05 PT11 TYP. 10-05 EX1 FILLER +/- 1"6' - 10" FILLER +/- 1" 8 A5.07 4' - 0 " PT11 TYP. WB2 BASE SSM1 COUNTERTOP WD2 CASEWORK 26-01 1' - 6" 26-06 16 17 22-06 10-15 10-15 WB2 PT11 TYP. 12 A5.00 EQ EQ 7' - 0 " EQEQ 26-06 18 PT11 TYP. WB2 PT11 WB2 OPEN TO MULTI-PURPOSE ROOM A PT11 WB2 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. REFER TO DETAIL FOR TYPICAL MOUNTING HEIGHTS. A. ALL BASE LEVEL WALL OUTLETS TO BE MOUNTED 15" MIN. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS TO BE VIF W/ ARCHITECT. B. ALL COUNTER LEVEL WALL OUTLETS TO BE MOUNTED 46" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS IN DECORATIVE TILE BACKSPLASH TO BE VIF W/ ARCHITECT. C. ALL LIGHT SWITCHES TO BE 6" O.C. FROM EDGE OF CASING OR WALL AND MOUNTED 48" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL SWITCH LOCATIONS TO BE VIF W/ ARCHITECT. 6. COORDINATE LOCATION AND PROVIDE BLOCKING, BACKINGS AND/OR REINFORCEMENTS IN PARTITIONS FOR ALL CABINETS, COUNTERTOPS AND ANY WALL MOUNTED ITEMS. KEYNOTES /17 A5.00 LEGEND EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION NEW CONCRETE SLAB ON GRADE INFILL, REFER TO STRUCTURAL DRAWINGS NEW DEPRESSED CONCRETE SLAB ON GRADE FOR NEW TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS. 1i xx 00 WALL TYPE TAG, REFER TO WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS FINISH MATERIAL TAG, REFER TO SHEET A6.10 FOR FINISH SPECIFICATIONSXX-0 5 A5.03 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 1 3 P M A4.02 INTERIOR ELEVATIONS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 A B C D A B C D A B C D 3 HALLWAY #04 INTERIOR ELEVATIONS 1/2" = 1'-0" 2 HALLWAY #06 INTERIOR ELEVATIONS 1/2" = 1'-0" 1 ENTRY / CHECK IN OFFICE INTERIOR ELEVATIONS 1/2" = 1'-0" 10-05 EXIT SIGN, REFER TO T2.00 EGRESS/SIGNAGE PLAN 10-15 RESTROOM SIGNAGE, REFER TO T2.00 EGRESS/SIGNAGE PLAN 22-06 HI/LOW DRINKING FOUNTAIN AND BOTTLE FILLER, REFER TO PLUMBING DWGS. 26-01 PANELBOARD, REFER TO ELECTRICAL DRAWINGS 26-06 POWER OUTLET, REFER TO ELECTIRCAL DWGS. 26-07 DATA OUTLET, REFER TO ELECTRICL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 25 24 23 22 21 TYP. 06-04 TYP. 06-05 TYP. 06-0608-0708-07 09-07 TYP. 06-07 WB3PT11 12 ' - 9 " NOTE: (E) TRUSSES AND NEW CEILING AND ROOF FRAMING SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR MORE DETAIL INFORMATION. ALL (E) CONDITIONS TO BE FIELD VERIFIED. TYP. 26-06 TYP. 26-07 FILLER +/- 1 1/2"3' - 8" 3 EQUAL BASE CABINETS 10' - 6"3' - 8" FILLER +/- 1 1/2" 7' - 2 " OPEN TO HALLWAY #06 09-07 TYP. 23-04 WB3 WD2 CASEWORK SSM1 COUNTERTOP 2' - 1 0 " PT11 12 ' - 9 " 11 A5.07 1 A5.07 15 1' - 0" 1' - 0" 26-07 26-06 OPEN TO HALLWAY #04 OPEN TO ENTRY / CHECK IN OFFICE #01 14 1213 11 23-05 TYP. 06-04 TYP. 06-06 TYP. 06-05 TYP. 06-08 09-07 WB3PT11TYP3' - 0"10-0410-05 10-05 EX1 EX1 TYP. 23-04 OF 4 9' - 2 " T Y P . 02 01 09-07 PT11 TYP. WB3 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. REFER TO DETAIL FOR TYPICAL MOUNTING HEIGHTS. A. ALL BASE LEVEL WALL OUTLETS TO BE MOUNTED 15" MIN. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS TO BE VIF W/ ARCHITECT. B. ALL COUNTER LEVEL WALL OUTLETS TO BE MOUNTED 46" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS IN DECORATIVE TILE BACKSPLASH TO BE VIF W/ ARCHITECT. C. ALL LIGHT SWITCHES TO BE 6" O.C. FROM EDGE OF CASING OR WALL AND MOUNTED 48" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL SWITCH LOCATIONS TO BE VIF W/ ARCHITECT. 6. COORDINATE LOCATION AND PROVIDE BLOCKING, BACKINGS AND/OR REINFORCEMENTS IN PARTITIONS FOR ALL CABINETS, COUNTERTOPS AND ANY WALL MOUNTED ITEMS. KEYNOTES /17 A5.00 LEGEND EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION NEW CONCRETE SLAB ON GRADE INFILL, REFER TO STRUCTURAL DRAWINGS NEW DEPRESSED CONCRETE SLAB ON GRADE FOR NEW TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS. 1i xx 00 WALL TYPE TAG, REFER TO WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS FINISH MATERIAL TAG, REFER TO SHEET A6.10 FOR FINISH SPECIFICATIONSXX-0 5 A5.03 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 1 6 P M A4.03 INT. ELEVATIONS - MULTI-PURPOSE RM. A 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 A B C D 1 MULTI-PURPOSE ROOM A INTERIOR ELEVATIONS 1/2" = 1'-0" 06-04 (E) TRUSSES TO REMAIN, V.I.F., REFER TO STRUCTURAL DWGS. 06-05 CEILING JOISTS, REFER TO STRUCTURAL DWGS. 06-06 STRUCTURAL JOISTS, REFER TO STRUCTURAL DWGS. 06-07 (E) 1X6 SHEATHING EXPOSED 06-08 1X6 SHEATHING TO MATCH (E) 08-07 BLOCK OFF (E) ATTIC VENT 09-07 3" PICTURE MOLDING TO CAP OFF GYP BD AT OPEN CEILING 10-04 RECESSED FIRE EXTINGUISHER CABINET 10-05 EXIT SIGN, REFER TO T2.00 EGRESS/SIGNAGE PLAN 23-04 SUPPLY GRILLE, REFER TO MECHANICAL DWGS. 23-05 RETURN GRILLE, REFER TO MECHANICAL DWGS. 26-06 POWER OUTLET, REFER TO ELECTIRCAL DWGS. 26-07 DATA OUTLET, REFER TO ELECTRICL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 12PT11TYP. WB4 9' - 1 1 " 2' - 6"2' - 6" 26-06 FILLER +/- 1/2"3' - 8"3' - 8" FILLER +/- 1/2" 8' - 0 " 7' - 2 " 9' - 1 1 " PT11 TYP. WB4 1 A5.07 EQ EQ 26-06 FILLER +/- 1"22' - 0" FILLER +/- 1" 2' - 1 0 " 6 5 4 3 SSM1 COUNTERTOP WD2 CASEWORK PT TYP. 11 A5.07 EQEQ EQEQ EQ EQ 26-06 PT TYP. WB4 7' - 0" 26-0626-07 14 9' - 1 1 " PT11 TYP. WB4 EQEQEQEQ 6" 26-08 TYP. 26-06 PT11 TYP. WB4 7' - 3" 111213 PT11 TYP. WB4 EQ EQ EQEQ 1' - 0" PT11 TYP. WB4 EQ EQ 2' - 0" 26-06 26-07 GENERAL NOTES 1. REFER TO ADDITIONAL NOTES ON SHEET T0.01. 2. CONTRACTOR SHALL VERIFY THAT (E) CONDITIONS ARE AS INDICATED ON THE DRAWINGS. NOTIFY THE ARCHITECT IMMEDIATELY OF VARIATIONS OR DISCREPANCIES. DO NOT PROCEED WITH AFFECTED WORK UNTIL THE VARIATIONS OR DISCREPANCIES ARE RESOLVED BY THE ARCHITECT. 3. RESTORE ALL SURROUNDING AREAS AFFECTED BY THE WORK. PROTECT ALL EXISTING ITEMS THAT ARE TO REMAIN. 4. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. DIMENSIONS SHOWN AT (E) CONDITIONS ARE TO FACE OF (E) FINISH. DIMENSIONS AT NEW WORK ARE TO FACE OF FRAMING, U.O.N. DIMENSIONS OF (E) CONDITIONS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. WHERE NO DIMENSION IS PROVIDED CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH AFFECTED WORK. 5. REFER TO DETAIL FOR TYPICAL MOUNTING HEIGHTS. A. ALL BASE LEVEL WALL OUTLETS TO BE MOUNTED 15" MIN. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS TO BE VIF W/ ARCHITECT. B. ALL COUNTER LEVEL WALL OUTLETS TO BE MOUNTED 46" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL OUTLET LOCATIONS IN DECORATIVE TILE BACKSPLASH TO BE VIF W/ ARCHITECT. C. ALL LIGHT SWITCHES TO BE 6" O.C. FROM EDGE OF CASING OR WALL AND MOUNTED 48" MAX. FROM FINISH FLOOR, U.N.O. ALL FINAL SWITCH LOCATIONS TO BE VIF W/ ARCHITECT. 6. COORDINATE LOCATION AND PROVIDE BLOCKING, BACKINGS AND/OR REINFORCEMENTS IN PARTITIONS FOR ALL CABINETS, COUNTERTOPS AND ANY WALL MOUNTED ITEMS. KEYNOTES /17 A5.00 LEGEND EXISTING WOOD STUD WALL TO REMAIN -NEW GYP BD SHEATHING ON INTERIOR SIDE(S) OF ALL (E) WALLS, TYP. -ALL EXTERIOR WALLS TO RECEIVE R-19 BATT INSULATION NEW CONCRETE SLAB ON GRADE INFILL, REFER TO STRUCTURAL DRAWINGS NEW DEPRESSED CONCRETE SLAB ON GRADE FOR NEW TILE FLOOR FINISH; SLOPE TO DRAIN 1/8" PER FOOT MIN.; REFER TO STRUCTURAL DWGS. 1i xx 00 WALL TYPE TAG, REFER TO WINDOW TAG, REFER TO SHEET A6.02 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE NEW SHEAR WALL SHEATHING, REFER TO STRUCTURAL DRAWINGS FINISH MATERIAL TAG, REFER TO SHEET A6.10 FOR FINISH SPECIFICATIONSXX-0 5 A5.03 1-HOUR RATED WALL -EXTERIOR WALLS ALONG GRIDS 1 AND 3 ARE TO BE 1-HOUR FIRE- RESISTANCE RATED DUE TO FIRE SEPARATION DISTANCE -EXTERIOR OPENINGS ARE TO BE PROTECTED BY AN EXTERIOR FIRE SPRINKLER SYSTEM PER CHBC 8-402.1 (DEFERRED SUBMITTAL) 2x WOOD STUDS @ 16" O.C., MATCH ADJACENT WALL ASSEMBLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 1 9 P M A4.04 INT. ELEVATIONS - TRAINING RM. B & C 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 A B C D A B C D 2 TRAINING ROOM B INTERIOR ELEVATIONS 1/2" = 1'-0" 1 TRAINING ROOM C INTERIOR ELEVATIONS 1/2" = 1'-0" 26-06 POWER OUTLET, REFER TO ELECTIRCAL DWGS. 26-07 DATA OUTLET, REFER TO ELECTRICL DWGS. 26-08 SWITCH, REFER TO ELECTRICAL DWGS. No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 16 A5.00 TILE BACKWARD PER FINISH SCHED. SPOUT MUST PROVIDE A FLOW OF WATER AT 4" HIGH. HI / LO DRINKING FOUNTAINS WHERE IT OCCURS TILE BASE PER FINISH SCHEDULE NOTES: 1. IF "X" IS GREATER THAN 24" THEN "Y" SHALL BE 18". 2. FORCE TO ACTIVATE CONTROLS NOT TO EXCEED 5 lbs. 3 1/2 " MAX. 18" MIN.48" MIN. CLR 48" MIN.CLRF.F.27 " M I N . F.F. 36 " M A X . 38 " - 4 3 " 16" MIN. Y20 A5.00 EQ EQ SEE PLAN FOR WIDTH SE E R E F L E C T E D C E I L I N G P L A N 48 " M A X . T O A L L O P E R A B L E P A R T S 36 " - 4 3 " T O B U B B L E R 36 " M A X . T O B U B B L E R 27 " M I N . C L E A R 16" MIN. FIN. FLR TILE BACK WALL, WHERE OCCURS, FOR MORE INFO, REFER TO INTERIOR ELEVATIONS & FINISH SCHED. OPTIONAL ACCESS PANEL, TOP & BOT. BOTTLE FILLER, WHERE OCCURS PER PLANS DUAL HEIGHT DRINKING FOUNTAIN, FOR ATTACHMENT SEE TILE BASE, FOR MORE INFO REFER TO INTERIOR ELEVATIONS & FINISH SCHED. ℄ CEILING LINE 2X WOOD STUD FRAMING WALL, SEE PLANS WALL FINISH PER SCHEDULE DRINKING FOUNTAIN & MOUNTING PLATE BY MANUF. 3/8" DIA. MACHINE BOLT. TYP. 6X WOOD BLOCKING WITH SIMPSON A34 AT TOP & BOT. EA. END TYP. 1/4"X2" SQ. WASHER., TYP. ℄ 27 " M I N TO F . F . 36 " M A X TO B U B B L E R 38 " - 4 3 " M A X TO B U B B L E R 3 1/2" MAX. 1' - 3" MIN. MAXIMUM 6" 67 OCCUPANCY 10" 1" 1" 1/ 2 " 1" 1/ 2 " 1" 1" NOTE: EVERY ROOM OR SPACE THAT IS AN ASSEMBLY OCCUPANCY SHALL HAVE THIS SIGN POSTED IN A CONSPICUOUS PLACE NEAR THE MAIN EXIT OF EXIT ACCESS DOORWAY, PER CBC 10004.3 1" HIGH LETTERS PORCELAIN OR BAKED ON ENAMEL ON STEEL OR 0,050 GA. T-3 ALUMN. LETTERS TO BE WHITE ON CONTRASTING COLOR BACKGROUND, COLOR TBD BY ARCHITECT EQUAL EQ U A L WHITE BORDER BLUE BACKGROUND THE COLOR BLUE SHALL APPROXIMATE FS 15090 IN FEDERAL STANDARD 595C WHITE FIGURE NOTE: 1. GRID LINES ARE SHOWN FOR PROPORTION ONLY AND ARE NOT TO APPEAR AS PART OF THE SYMBOL. 2. REFER TO CBC 11B-703.7.2.1 48 " M A X MI N . 15 " MAX. 10" UNOBSTRUCTED SIDE REACH 46 " M A X TO 24" MAX MORE THAN 10" 34 " M A X 48 " M A X MAX 10" 34 " M A X OBSTRUCTED HIGH SIDE REACH OBSTRUCTED HIGH SIDE REACH UNOBSTRUCTED FORWARD REACH OBSTRUCTED HIGH FORWARD REACH MI N 15 " 48 " M A X 20" MAX 48 " M A X OBSTRUCTED HIGH FORWARD REACH TO 25" MAX GREATER THAN 20" 44 " M A X 27 " M I N 27 " M I N 60 " M I N . 24" MIN. @ EXTERIOR 18" MIN @ INTERIOR FRONT APPROACH, PULL SIDE 48 " M I N . FRONT APPROACH, PUSH SIDE 60 " M I N . 36" MIN HINGE APPROACH, PULL SIDE 44 " M I N . * HINGE APPROACH, PUSH SIDE WITH BOTH CLOSER & LATCH 12" MIN. IF DOOR PROVIDED MIN 22" 60 " M I N . 24" MIN LATCH APPROACH, PULL SIDE HINGE APPROACH, PUSH SIDE MIN 24" *48" IF DOOR PROVIDED WITH CLOSER & LATCH 44 " M I N * *48" IF DOOR PROVIDED WITH CLOSER & LATCH CLR, TYP 32" MIN 48 " M I N . FRONT APPROACH SIDE APPROACH 42 " M I N . 42 " M I N . POCKET OR HINGE APPROACH STOP OR LATCH APPROACH 42 " M I N . MIN. 22" MIN. 24" 10 " 80 " M I N IN GROUP B OCCUPANCIES, KEY-LOCKING HARDWARE MAY BE USED IF SIGN STATING "THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED" IS PROVIDED AT INTERIOR SIDE OF DOOR; LETTERS TO BE 1" HIGH CLOSER, WHERE PROVIDED RATED DOOR - 5 LBS MAX PRESSURE FIRE DOOR - 15 LBS MAX PRESSURE NOTES: 1. EXIT DOORS SHALL BE OPERABLE FORM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 2. SURFACE SLOPE OF THE LEVEL AREA TO HAVE A MAX SLOPE OF 1:48. 3. DOOR CLOSER, IF PROVIDED, MUST BE SET SO THAT IS TAKES A DOOR AT LEAST 5 SECONDS TO CLOSE FROM A 90 DEGREE POSITION TO A 12 DEGREE POSITION. OPERABLE DOOR HARDWARE: SINGLE EFFORT LEVER TYPE HARDWARE; PANIC BAR; OR PUSH-PULL HARDWARE, PER DOOR HARDWARE SPECIFICATIONS SMOOTH UNINTERRUPTED SURFACE OR SMOOTH PANEL ON PUSH SIDE OF DOOR TO B O T T O M 34 " M I N TO T O P 44 " M A X 1/4" THK EQUILATERAL TRIANGLE SYMBOL; 1/4" MAX FROM EDGE OF CIRCLE 1/4" THK CIRCLE SYMBOL GEOMETRIC DOOR SYMBOL: UNISEX DOOR SYMBOL 12" 1/4" THK TOILET ROOM TACTILE SIGN: UNISEX TACTILE SIGN NOTES: 1. ALL TEXT/GRAPHICS TO BE WHITE ON CONTRASTING BACKGROUND, TYP. BACKGROUND COLOR TBD BY ARCHITECT, TYP. 2. THE COLOR OF THE DOOR SYMBOL SHALL CONTRAST WITH THE DOOR OR SURFACE ON WHICH THE SYMBOL IS MOUNTED, EITHER LIGHT ON A DARK BACKGROUND OR DARK ON A LIGHT BACKGROUND. FOR THE UNISEX SYMBOL, 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 DOOR OR SURFACE ON WHICH THE SYMBOL IS MOUNTED, EITHER LIGHT ON A DARK BACKGROUND OR DARK ON A LIGHT BACKGROUND. 3. WALL MOUNTED SIGNAGE TO BE LOCATED ON LATCH SIDE OF DOOR CLEAR OF DOOR SWING. LETTERING SHALL BE UPPERCASE CHARACTERS WITH CORRESPONDING CALIFORNIA GRADE II BRAILLE. 4. FOR SIGNAGE REQUIREMENTS REFER TO DETAIL 14 A5.00 RESTROOM 6" 6" 1/4" THK EQUILATERAL TRIANGLE SYMBOL MALE DOOR SYMBOL 1/4" THK PANEL MALE TACTILE SIGN MEN'S FI E L D 6" M I N PI C T O G R A M 6" 1/4" THK CIRCLE SYMBOL WOMEN DOOR SYMBOL 12" WOMEN TACTILE SIGN WOMEN'S 6" 9" 1/32" RAISED PICTOGRAM 5/8" TALL, 1/32" RAISED TEXT CALIFORNIA GRADE II BRAILLE ...... 1/4" THK PANEL FI E L D 6" M I N PI C T O G R A M 9" 1/32" RAISED PICTOGRAM 5/8" TALL, 1/32" RAISED TEXT CALIFORNIA GRADE II BRAILLE ...... 1/32" RAISED PICTOGRAM 5/8" TALL, 1/32" RAISED TEXT CALIFORNIA GRADE II BRAILLE ...... 12" EDGES AND VERTICES ON GEOMETRIC DOOR SYMBOLS (NTS): RADIUS @ VERTICES EDGES -EASED/ROUNDED OR CHAMFERED 1/8" MIN -1/4" MAX EASED EDGE, 1/16" MIN CHAMFERED, 1/8" MAX ISA ISA ISA VE R T I C A L 1/ 4 " M A X W/ B E V E L E D S L O P E 1/ 2 " M A X 1/ 4 " M A X 1 2 DOOR PER SCHEDULE METAL THRESHOLD SET IN BED OF MASTIC; MECHANICALLY FASTEN PER MANUFACTURER'S RECOMMENDATIONS 1:2 MAX. SLOPE FIRE EXTINGUISHER CABINET PA R T O F O P E R A T I N G H A N D L E / C O N T R O L S 48 " M A X . T O H I G H E S T FIRE ALARM PULL STATION THERMOSTAT LIGHT SWITCH RECEPTACLE 18 " 15 " M I N NOTE: LIGHT SWITCHES AND ELECTRICAL RECEPTACLES ON CIRCUITS OF 30 AMP MAX ARE 15" MIN TO 48" MAX A.F.F. MEASURED TO THE BOTTOM & TOP OF THE SWITCH OR OUTLET BOX ALL COUNTER LEVEL WALL OUTLETS REFER TO REACH RANGE DETAIL 9/A5.00. SOAP DISPENSER PAPER TOWEL DISPENSER HAND DRYER NAPKIN TAMPON DISPENSER COMBINED PAPER TOWEL DISPENSER / WASTE RECEPTACLE PA R T O F O P E R A T I N G H A N D L E / C O N T R O L 40 " M A X . T O H I G H E S T HOOK, TYP HOOK, ACCESSIBLE 60 " 48 " TOILET ROOM ACCESSORIES MISCELLANEOUS NOTE: 1. ALL HEIGHT DIMENSIONS ARE A.F.F. 2. CONTRACTOR TO PROVIDE MOUNTING HEIGHTS INDICATED, VERIFY INTENDED USE PRIOR TO ROUGH IN. PROVIDE BACKING AS REQUIRED. 3. THE PROJECTION FROM A SURFACE OR SEMI-RECESSED FIXTURE FROM THE FACE OF THE WALL OR PARTITION SHALL BE LIMITED TO 4" OF R A I S E D C H A R A C T E R S 58 " M I N - 6 0 " M A X A F F TO C E N T E R L I N E O F H I G H E S T L I N E EQ EQ MIN 9"DOOR SIGNAGE, WHERE OCCURS WALL SIGNAGE 11 A5.00 NOTES: 1. SIGNS TO BE LOCATED ADJACENT TO LATCH SIDE OF DOOR. WHERE NO SPACE ON LATCH SIDE IS AVAILABLE, SIGNS TO BE LOCATED AT NEAREST ADJACENT WALL. 2. SIGNS TO BE LOCATED ON APPROACH SIDE OF DOOR AS ONE ENTERS ROOM OR SPACE. SIGNS THAT IDENTIFY EXISTS ARE TO BE LOCATED ON APPROACH SIDE OF DOOR AS ONE EXISTS ROOM OR SPACE. 3. MOUNTING LOCATION SHALL BE DETERMINED SO THAT A PERSON MAY APPROACH WITHIN 3" OF SIGNAGE WITHOUT OBSTRUCTION OR STANDING WITHIN THE SWING OF THE DOOR. 4. FOR SIGNAGE REQUIREMENTS AND MOUNTING HEIGHTS REFER TO DETAIL 14 A5.00 MO U N T I N G H E I G H T , R E F E R T O 14 A5 . 0 0 SIGN AT WALL MIN 9" WALL SIGNAGE MO U N T I N G H E I G H T , R E F E R T O 14 A5 . 0 0 SIGN AT SIDELIGHT MIN 9" WALL SIGNAGE MO U N T I N G H E I G H T , R E F E R T O 14 A5 . 0 0 SIGN AT WINDOW +/-1" FROM CL CHARACTER TYPE: CHARACTERS ON SIGNS SHALL BE RAISED 1/32" MINIMUM AND SHALL BE SAN SERIF UPPERCASE CHARACTERS ACCOMPANIED BY CONTRACTED GRADE II BRAILLE. CHARACTER SIZE: RAISED CHARACTERS SHALL BE A MINIMUM OF 5/8" AND A MAXIMUM OF 2" HIGH. FINISH AND CONTRAST: CONTRAST BETWEEN CHARACTERS, SYMBOLS AND THEIR BACKGROUNDS MUST BE 70% MINIMUM AND HAVE A NON-GLARE FINISH. PROPORTIONS: VISUAL CHARACTERS ON SIGNS SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IS 60 PERCENT MINIMUM AND 110 PERCENT MAXIMUM OF THE HEIGHT OF THE UPPERCASE LETTER "I". STROKE THICKNESS OF THE UPPERCASE LETTER "I" SHALL BE 10 PERCENT MINIMUM AND 20 PERCENT MAXIMUM OF THE HEIGHT OF THE CHARACTER. BRAILLE: CONTRACTED (GRADE 2) CALIFORNIA BRAILLE SHALL BE USED WHENEVER BRAILLE IS REQUIRED IN OTHER PORTIONS OF THESE STANDARDS. DOTS SHALL BE 1/10" ON CENTER IN EACH CELL WITH 2/10" SPACE BETWEEN CELLS MEASURED FROM THE SECOND COLUMN OF DOTS IN THE FIRST CELL TO THE FIRST COLUMN OF DOTS IN THE SECOND CELL. DOTS SHALL BE RAISED A MINIMUM OF 1/40" ABOVE THE BACKGROUND. MOUNTING HEIGHT: SIGNS WITH RAISED CHARACTERS AND BRAILLE SHALL BE LOCATED 48" MINIMUM ABOVE THE FINISH FLOOR, MEASURED FROM THE BASELINE OF THE LOWEST LINE OF BRAILLE AND 60" MAXIMUM FROM THE BASELINE BRAILLE OF THE HIGHEST LINE OF RAISED CHARACTERS. EXIT ROUTE 5/ 8 " - 2 " 3/ 8 " - 1 / 2 " 3/ 8 " M I N EXIT 5/ 8 " - 2 " 3/ 8 " - 1 / 2 " 3/ 8 " M I N 60 " M A X A F F T O B A S E L I N E O F HI G H E S T L I N E O F R A I S E D C H A R A C T E R S 48 " M I N A F F T O B A S E L I N E O F LO W E S T L I N E O F B R A I L L E CONTRACTED (GRADE 2) CA BRAILLE RAISED .025" MIN TO .037 MAX FROM THE BACKGROUND CHARACTERS SHALL BE RAISED 1/32" MIN FROM BACKGROUND, UPPER CASE, SANS SERIF TYPE AND ACCOMPANIED WITH GRADE 2 BRAILLE. RAISED CHARACTERS SHALL BE AT LEAST 5/8" HIGH, BUT NO HIGHER THAN 2". BRAILLE TO BE POSITIONED BELOW THE RAISED CHARACTER TEXT WITH 3/8" MIN TO 1/2" MAX SPACE FROM TEXT. BRAILLE SHALL BE CENTERED DIRECTLY UNDER THE TACTILE LETTERING OR JUSTIFIED LEFT. NOTES: 1. FOR SIGNAGE REQUIREMENTS, REFER TO DETAIL 14 A5.00 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 2 1 P M A5.00 ACCESSIBILITY DETAILS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/2" = 1'-0"A5.00 12 ACCESSIBLE HI/LOW D.F. ALCOVE 1/2" = 1'-0"A5.00 16 ACCESS. HI/LOW D.F. ELEVATION 1 1/2" = 1'-0"A5.00 20 DRINKING FOUNTAIN ATTACHMENT 3" = 1'-0"A5.00 19 MAXIMUM OCCUPANCY SIGN No. Description Date 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 ACCESSIBILITY UPDATES 12/13/2024 BACKCHECK SET_V2 4/8/2025 1" = 1'-0"A5.00 1 INTERNATIONAL SYMBOL OF ACCESSIBILITY (ISA) 3/8" = 1'-0"A5.00 9 REACH RANGES 1/4" = 1'-0"A5.00 2 DOOR APPROACHES & CLEARANCES 3/8" = 1'-0"A5.00 4 DOOR REQUIREMENTS 1 1/2" = 1'-0"A5.00 11 RESTROOM SIGNAGE 6" = 1'-0"A5.00 8 ACCESSIBLE THRESHOLD, TYPICAL 1/2" = 1'-0"A5.00 17 MOUNTING HEIGHTS 1/2" = 1'-0"A5.00 10 SIGNAGE @ DOOR 1" = 1'-0"A5.00 14 SIGNAGE REQUIREMENTS 3" = 1'-0"A5.00 15 TACTILE EXIT SIGN 1 1/2" 12 " M I N C L R MI N C L R 1 1 / 2 " PROTRUDING OBJECT ABOVE 1-1/4" TO 2" DIA STAINLESS STEEL GRAB BAR MOUNTING FLANGE COVER PLATE WITH VANDAL RESISTANT SET SCREWS BACKING PLATE PROTRUDING OBJECT BELOW 33 " - 36 " T O T O P O F G R I P P I N G S U R F A C E 2' - 1 0 " M A X 29 " M I N 27 " M I N 9" M I N 8" - 10"3" MIN 6" 25" MAX. 17" MIN 2' - 1 0 " OF R E F E L E C T E D E D G E 3' - 4 " T O B O T T O M 18" MIN INSUL TRAP & HOT WATER LINE MIRROR AS OCCURS 30" X 48" CLR FLR SPACE 30" MIN CLR. ALL PIPES AND VALVES SHALL OCCUR WITHIN SHADED AREA ACCESSIBLE LAVATORY TOE AND KNEE CLEARANCE SPACE NOTE: 1. FAUCETS SHALL BE LEVER TYPE, ELECTRONICALLY OPERATED OR APPROVED SELF-CLOSING W/ 10 SECONDS MIN. FLOW. 2. FAUCETS SHALL BE OPERABLE W/ ONE HAND & NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. 3. FAUCET CONTROLS CAN NOT BE FURTHER BACK THAN THE TOE SPACE BELOW. 11" - 13" NOTE: 1. THERE SHALL BE NO SHARP OR ABRASIVE OBJECTS OR SURFACES UNDER SINK. 2. FAUCETS SHALL BE LEVER TYPE, ELECTRONICALLY OPERATED OR APPROVED SELF-CLOSING W/ 10 SECONDS MIN. FLOW. 3. FAUCETS SHALL BE OPERABLE W/ ONE HAND & NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. 4. FAUCET CONTROLS CAN NOT BE FURTHER BACK THAN THE TOE SPACE BELOW. 34 " M A X 9" M I N 17" MIN - 19" MAX 29 " M I N 27 " M I N 8" - 10" TOE CLR. 6" MAX. KNEE CLR. 11" - 13"ACCESSIBLE LAVATORY TOE AND KNEE CLEARANCE REQUIREMENTS; 30" MIN WIDTH ALL WATER SUPPLY AND DRAIN PIPES UNDER ACCESSIBLE LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. 3" 48" DEEP LAVATORY CLR FLR SPACE 24" 32 " M I N C L R 17 " - 1 8 " 18 " M I N 60" MIN CLR. 24" MIN 48" MIN 12" MAX 60 " M I N WALL MOUNTED 56" MIN 56"x60" 30"x48" 42" MIN MAX 12" 24 " M I N MI N 12 " DOOR PERMITTED TO SWING OVER HATCHED AREA CLEARANCE AROUND WATER CLOSET CLEARANCE AROUND SINK FLUSH ACTIVATOR ON WIDE SIDE STAINLESS STEEL GRAB BAR, REFER TO 1 A5.01 MAX 12"42" MIN TO O U T L E T 19 " M I N 17" - 18" LOCATE FLUSH VALVE ON WIDE SIDE MIN 12"24" MIN 36" MIN GR I P P I N G S U R F A C E 33 " - 3 6 " T O T O P O F 1 1/2"STAINLESS STEEL GRAB BAR, REFER TO 7" - 9" 24" MIN OF S E A T 17 " - 1 9 " TO T O P OP E R A B L E P A R T 40 " M A X T O H I G H E S T STAINLESS STEEL GRAB BAR, REFER TO SURFACE MOUNTED TOILET SEAT DISPENSER TOILET TISSUE DISPENSER, MOUNTED BELOW GRAB BAR MI N . 1 1 / 2 " MI N . 1 1 / 2 " 54" MIN 1 A5.01 1 A5.01 13 1/2" MIN. 17 " M A X . 30"x48" CLR. FLR. SPACE, CENTERED ON FIXTURE; REFER TO NOTE 1 BELOW ABOUT ALCOVE DEPTH TOE SPACE BELOW, 6" MAX DEEP BY 9" MIN HIGH NOTE: 1. iF URINAL IS IN AN ALCOVE DEEPER THAN 24", THEN THE CLEAR FLOOR SPACE IS TO BE WIDENED FROM 30" TO 36". 2. FLUSH VALVE HAND CONTROLS TO BE OPERATED WITH ONE HAND, WITH 5 LBS MAX OPERATING FORCE AND WITHOUT TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. 3. HAND CONTROLS TO BE LOCATED 44" MAXIMUM ABOVE THE FLOOR. 60 " M I N 59" MIN @ FLOOR MOUNTED W.C. 56" MIN @ WALL MOUNTED W.C. 60" MIN 60 " M I N 59" MIN @ FLOOR MOUNTED W.C. 56" MIN @ WALL MOUNTED W.C. 60 " M I N 59" MIN @ FLOOR MOUNTED W.C. 56" MIN @ WALL MOUNTED W.C. 60" MIN 60 " M I N 59" MIN @ FLOOR MOUNTED W.C. 56" MIN @ WALL MOUNTED W.C. 48" MIN48" MIN 36" MIN. DOOR PERMITTED TO SWING OVER HATCHED PORTION OF MANEUVERING CLEARANCE DOOR PERMITTED TO SWING OVER HATCHED PORTION OF MANEUVERING CLEARANCE A: OUT-SWINGING SIDE OPENING B: IN-SWINGING SIDE OPENING D: IN-SWINGING END OPENING C: OUT-SWINGING END OPENING Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 2 2 P M A5.01 ACCESSIBILITY DETAILS - RESTROOMS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 ACCESSIBILITY UPDATES 12/13/2024 BACKCHECK SET_V2 4/8/2025 3" = 1'-0"A5.01 1 GRAB BAR 1/2" = 1'-0"A5.01 4 ACCESSIBLE LAVATORY - WALL MOUNTED 1" = 1'-0"A5.01 5 ACCESSIBLE LAVATORY - UNDERMOUNT @ COUNTERTOP 1/2" = 1'-0"A5.01 3 SINGLE ACCOMODATION TOILET 1/2" = 1'-0"A5.01 2 ACCESSIBLE TOILET ACCESSORIES 1" = 1'-0"A5.01 7 ACCESSIBLE URINAL 1/4" = 1'-0"A5.01 6 TOILET COMPARTMENT CLEARANCES 8' - 0 " 4" 3" 4" TYP 1"X1"X1/8" STEEL TUBE PICKETS EQUALLY SPACED, TOPS ARE SPEAR-PRESSED. START AND END PICKETS 4" MAX. FROM ADJACENT POST TYP. STEEL BOTTOM RAIL, 1 1/2" x 1 1/2" CONCRETE PAVING/ MOW WHERE OCCURS FOOTING, REFER TO DETAIL HSS 3"X3"X3/16" GALV. POSTS @ 10'-0" O.C. WITH GALVANIZED CAST IRON CAPS,TYP. STEEL DOUBLE TOP RAILS, 1 1/2" x 1 1/2" 4 A5.02 FENCE POSTS, SEE ELEVATION FOR SIZE, SET W/ NON-SHRINK GROUT CROWN TOP OF FOOTING TO SLOPE AWAY FROM MOISTURE FINISH GRADE FINISH PAVING CONCRETE FOOTING SIZE AND REINFORCEMENT PER MANUFACTURER'S REQUIREMENTS 2% MAX2"2" A: AT LANDSCAPE AREAS B: AT PAVING AREAS 40 " ℄ 3"x3"x11 GA. STEEL POST AND HEADER 6"x2"x3/16" HSS PERIMETER FRAME, TYP 16 GA. PERFORATED METAL PANEL, 2'-0" MIN EACH SIDE FOR SECURITY, REFER TO SPECS. FOR ADJACENT FENCE SEE DETAIL CLOSER ON INSIDE, COORDINATE CLOSER MOUNTING W/ HEADER SIZE 12" x 2" HSS RAIL FOR EXIT DEVICE HARDWARE PANIC HARDWARE WITH VANDAL PULL TRIM, WHERE OCCURS; REFER TO GATE SCHEDULE FINISH PAVING FOOTING, REFER TO DETAIL NOTE: 1. GATE TO BE CUSTOM FABRICATED BY FENCING MANUFACTURER. CONTRACTOR TO SUBMIT SHOP DRAWINGS OF GATES AND GATE HARDWARE PRIOR TO FABRICATION. 2. GATE TO BE OPERABLE WITH ONE HAND WITHOUT TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST AND WITH 5 POUNDS MAX. OPERATING FORCE. 3. ALL OPERABLE GATE HARDWARE TO BE LOCATED BETWEEN 34" TO 44" ABOVE FINISH FLOOR. 10 " 2' MIN. 3 A5.02 4 A5.02 FACE OF BUILDING 4x4 WD POST WITHIN (E) STUD WALL FULL HT. OR SISTERED TO (E) STUDS, REFER TO STRUCT. DWGS. FOR TYP. DETAILS NOM. 1" GAP BETWEEN POST AND FACE OF BLDG. (3) L3x3x1/4 STL. ANGLES EVENLY SPACED W/ 3/8" BOLT THROUGH HSS & 3/8 LAG SCREW INTO WOOD POST MIN. 2" EMBED.; COVER ACCESS HOLES AFTER INSTALLATION TO PREVENT WATER INGRESS 40 " ℄ 3"x3"x3/16" STEEL POSTs FOR ADJACENT FENCE SEE DETAIL GATE LEVER AND LATCH; REFER TO GATE SCHEDULE FINISH PAVING FOOTING, REFER TO DETAIL NOTE: 1. GATE TO BE CUSTOM FABRICATED BY FENCING MANUFACTURER. CONTRACTOR TO SUBMIT SHOP DRAWINGS OF GATES AND GATE HARDWARE PRIOR TO FABRICATION. 2. GATE TO BE OPERABLE WITH ONE HAND WITHOUT TIGHT GRASPING, PINCHING OR TWSTING OF THE WRIST AND WITH 5 POUNDS MAX. OPERATING FORCE. 3. ALL OPERABLE GATE HARDWARE TO BE LOCATED BETWEEN 34" TO 44" ABOVE FINISH FLOOR. 3 A5.02 4 A5.02 FACE OF BUILDING 10 " 8' - 0 " 3"x3"x3/16" HSS PERIMETER FRAME, TYP 4x4 WD POST WITHIN (E) STUD WALL FULL HT. OR SISTERED TO (E) STUDS, REFER TO STRUCT. DWGS. FPR TYP. DETAILS NOM. 1" GAP BETWEEN POST AND FACE OF BLDG. (3) L3x3x1/4 STL. ANGLES EVENLY SPACED w/ 3/8" BOLT THROUGH HSS & 3/8 LAG SCREW INTO WOOD POST MIN. 2" EMBED.; COVER ACCESS HOLES AFTER INSTALLATION TO PREVENT WATER INGRESS 1' - 0 " 4" CONCRETE PAVING WITH #3 REINFORCING BARS @ 18" O.C. BOTH HORIZONTAL DIRECTIONS; PROVIDE BROOM FINISH RAN PERPENDICULAR TO PATH OF TRAVEL TYP,. UNO. REFER TO LANDSCAPE DRAWINGS FOR CONCRETE COLOR SUB BASE, COMPACTED TO 95% RELATIVE COMPACTION AND MOISTENED TO AT LEAST TWO PERCENT ABOVE OPTIMUM MOISTURE CONTENT, REFER TO GEOTECH REPORT UNDISTURBED EARTH NOTE: FOR MORE INFORMATION, REFER TO GEOTECH REPORT PREPARED BY GEOCON DATED APRIL 23, 2024 AND CIVIL DWGS. EQ EQ PE R G E O T E C H R E P O R T 4" 6" CONCRETE PAVING WITH #4 REINFORCING BARS @ 16" O.C. BOTH HORIZONTAL DIRECTIONS; PROVIDE BROOM FINISH RAN PERPENDICULAR TO PATH OF TRAVEL TYP,. UNO. REFER TO LANDSCAPE DRAWINGS FOR CONCRETE COLOR SUB BASE, COMPACTED TO 95% RELATIVE COMPACTION, REFER TO GEOTECH REPORT UNDISTURBED EARTH NOTE: FOR MORE INFORMATION, REFER TO GEOTECH REPORT PREPARED BY GEOCON DATED APRIL 23, 2024 AND CIVIL DWGS. EQ EQ AGGREGATE BASE FLUSH TRANSITION 1/4" RADIUS (E) CONCRETE PAVING W/ SAWCUT EDGE CONCRETE PAVING PER PLAN, REFER TO 1/2" MAX. #4 x 12" LONG EPOXY DOWELS @ 18" O.C. SEALANT & EXPANSION JOINT FILLER; 1/4" MAX BELOW FINISH PAVING REINFORCEMENT PER PAVING TYPE, REFER TO PAVING DETAILS 4" 8" 8" 1 A5.02 5 A5.02 1/2" RADIUS CONCRETE PAVING PER PLAN, REFER TO REINFORCEMENT PER PAVING TYPE, REFER TO PAVING DETAILS 4" 8" 8" 1 A5.02 5 A5.02 1/ 2 " FINISH GRADE / LANDSCAPING, REFER TO CIVIL & LANDSCAPE DWGS CLR. 3" CONCRETE PAVING PER PLAN, REFER TO REINFORCEMENT PER PAVING TYPE, REFER TO PAVING DETAILS 4" 8" 8" 1 A5.02 5 A5.02 FACE OF BUILDING SEALANT & EXPANSION JOINT FILLER 1/4" RADIUS 1/2" CONCRETE PAVING PER PLAN, REFER TO SAWCUT JOINT PER PLAN, SPACED AT INTERVALS NOT GREATER THAN 10' 1 A5.02 5 A5.02 3/16" SL A B T H I C K N E S S MI N I M U M O F 1 / 4 T H E NOTES: 1. SCORING PER PLAN, CONTRACTOR TO PROVIDE SHOP DRAWING FOR APPROVAL. 2. ADJUST SCORE LINES TO ALIGN WITH BUILDING AND SITE ELEMENTS AS MUCH AS POSSIBLE WHILE MAINTAINING DESIGN INTENT. 3. WHERE SAWCUT MEETS VERTICAL SURFACE, SAWCUT SHALL TERMINATE NO MORE THAN 1/2" FROM EDGE. 4. SAWCUT WITHIN 8 HOURS OF CONCRETE FINISH. CONCRETE PAVING PER PLAN, REFER TO SCORE JOINT, 3/8" RADIUS x 1" DEEP 1 A5.02 5 A5.02 PLACEMENT 1PLACEMENT 2 1'-0"1' -0" NOTES: 1. INSTALL CONSTRUCTION JOINTS AS NECESSARY. 2. ALL CONSTRUCTION JOINTS SHALL ALIGN WITH SCORING SHOWN ON PLAN. CONTRACTOR SHALL COORDINATE LOCATION OF CONSTRUCTION JOINTS AND SCORING PRIOR TO POUR. 3. ALL OTHER NON CONSTRUCTION JOINT SCORING SHALL BE SAWCUT JOINT. #4 SPEED DOWL AT 24" O.C. 1/4" RADIUS, TYP CONCRETE PAVING PER PLAN, REFER TO REINFORCEMENT PER PAVING TYPE, REFER TO PAVING DETAILS 4" 8" 8" 1 A5.02 5 A5.02 FINISH GRADE, REFER TO CIVIL DWGS 6"1 1/2" 6" RE F E R T O VA R I E S CI V I L 1/2" 1' - 6 " #4 REINFORCING BAR SEALANT & EXPANSION JOINT FILLER CONCRETE CURB Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 2 4 P M A5.02 SITE DETAILS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A5.02 3 METAL FENCE ELEVATION, TYPICAL 3/4" = 1'-0"A5.02 4 METAL POST FOOTING 1/4" = 1'-0"A5.02 7 PEDESTRIAN GATE ELEVATION - EGRESS 1/4" = 1'-0"A5.02 8 PEDESTRIAN GATE ELEVATION 3" = 1'-0"A5.02 1 CONCRETE PAVING 3" = 1'-0"A5.02 5 CONCRETE VEHICULAR PAVING 1 1/2" = 1'-0"A5.02 2 (N) CONCRETE TO (E) CONCRETE 1 1/2" = 1'-0"A5.02 6 CONCRETE EDGE 1 1/2" = 1'-0"A5.02 10 CONCRETE AT BUIDING 3" = 1'-0"A5.02 9 CONCRETE SAWCUT JOINT, TYP. 3" = 1'-0"A5.02 13 CONCRETE CONSTRUCTION JOINT, TYP 1 1/2" = 1'-0"A5.02 11 CONCRETE CURB No. Description Date 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 NON-RATED INSTALLATION RATED INSTALLATION 4" M A X 4" M A X NON-RATED PARTITION PER PLAN SCREW PER MANUFACTURER, TYP. RECESSED TRIM HANDLE RATED PARTITION PER PLAN CERTIFIED AND LISTED FIRE RATED CABINET SCREW PER MANUFACTURER, TYP. RECESSED TRIM HANDLE ALIGN AND TAPE JOINT - TOP AND SAND SMOOTH, BOTH SIDES (E) WALL OR PARTITION - FIELD VERIFY TYPE OF CONSTRUCTION PARTITION PER PLAN B1 - 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. B1b - (E) 2x WOOD STUDS (1) LAYER OF 5/8" GYP BD BOTH SIDES OF WALL INTERIOR FINISH PER SCHED. B1 -INTERIOR -NON-RATED PARTITION PARTITION GENERAL NOTES: 1. DIMENSIONS ARE TO FACE OF FINISH, CENTERLINE OF STRUCTURAL COLUMNS, FACE OF FRAMING, UNLESS OTHERWISE NOTED. 2. FIRE-RESISTANCE RATING OF BUILDING ELEMENTS, COMPONENTS OR ASSEMBLIES SHALL BE DETERMINED BY THE TEST PROCEDURES SET FORTH IN UL #U344 3. THE PARTITION TYPE ABOVE OR BELOW ANY OPENING IS TO BE THE SAME AS THAT SCHEDULED FOR EACH SIDE OF THE OPENING. 4. DIFFERING PARTITION TYPES SHALL ALIGN SO THAT WALL PLANES CONTINUE UNBROKEN IN ROOMS, UNLESS OTHERWISE NOTED. 5. USE CEMENT BOARD (OR APPROVED TILE BACKING BOARD) AT "WET" AREAS. USE MOISTURE-AND MOLD-RESISTANT TYPE X AT WALLS NOT SCHEDULED TO RECEIVE TILE AT TOILET ROOMS AND OTHER AREAS PRONE TO HUMIDITY. 6. REFER TO INTERIOR ELEVATIONS, INTERIOR FINISH SCHEDULE AND INTERIOR DETAILS FOR FINISHES, WALL COVERINGS, PANELS AND TRIMS. 7. PROVIDE BACKING AS REQUIRED FOR ALL WALL MOUNTED ELEMENTS. 8. FOR TYPICAL PARTITION DETAILS REFER TO: BASE DETAIL: RATED HEAD DETAIL: NON-RATED HEAD DETAIL: (E) 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DRAWINGS FOR ANY REPAIR A1 - (1) LAYER OF 5/8" GYP A1r - (1) LAYER OF 5/8" TYPE "X" GYP BD (1 HOUR RATED) INTERIOR FINISH PER SCHED. A1 -EXTERIOR -PLASTER TO GYP BD (E) 1X6 SHEATHING; REFER TO STRUCTURAL DRAWINGS FOR ANY REPAIR (E) PLASTER; PATCH AND REPAIR PLASTER FINISH AS REQUIRED, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE R-19 BATT INSULATION (E) 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. FOR ANY REPAIR (1) LAYER OF 5/8" GYP A2r & A2br - (1) LAYER OF 5/8" TYPE "X" GYP BD (1 HOUR RATED) INTERIOR FINISH PER SCHED. A2 -EXTERIOR SHEAR WALL -PLASTER TO GYP BD (E) 1X6 SHEATHING; REFER TO STRUCTURAL DWGS. FOR ANY REPAIR (E) PLASTER; PATCH AND REPAIR PLASTER FINISH AS REQUIRED, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE R-19 BATT INSULATION (E) 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DRAWINGS FOR ANY REPAIR A3 -EXTERIOR -PLASTER TO TILE (E) 1X6 SHEATHING; REFER TO STRUCTURAL DRAWINGS FOR ANY REPAIR (E) PLASTER; PATCH AND REPAIR PLASTER FINISH AS REQUIRED, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE R-19 BATT INSULATION A2 - PLYWOOD SHEAR WALL, REFER TO STRUCT. DWGS. A2b (NON-SHEAR WALL) - ADD SHEATHING TO ALIGN WALL FINISHES WITH ADJACENT SHEAR WALL (E) 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. FOR ANY REPAIR A4 -EXTERIOR SHEAR WALL -PLASTER TO TILE (E) 1X6 SHEATHING; REFER TO STRUCTURAL DWGS. FOR ANY REPAIR (E) PLASTER; PATCH AND REPAIR PLASTER FINISH AS REQUIRED, ALL NEW MATERIALS SHALL MATCH ORIGINAL AS CLOSE AS POSSIBLE IN FINISH AND TEXTURE R-19 BATT INSULATION A4 - PLYWOOD SHEAR WALL, REFER TO STRUCT. DWGS. A4b (NON-SHEAR WALL) - ADD SHEATHING TO ALIGN WALL FINISHES WITH ADJACENT SHEAR WALL CERAMIC TILE OVER BOND COAT OVER MORTAR BED; TILE LOCATIONS PER INT. ELEVATIONS CERAMIC TILE OVER BOND COAT OVER MORTAR BED; TILE LOCATIONS PER INT. ELEVATIONS 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. (1) LAYER OF 5/8" GYP BD INTERIOR FINISH PER SCHED. B3 -INTERIOR -NON-RATED PARTITION, TILE 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. (1) LAYER OF 5/8" GYP BD BOTH SIDES OF WALL INTERIOR FINISH PER SCHED. B2 -INTERIOR -NON-RATED SHEAR WALL B2 - PLYWOOD SHEAR WALL, REFER TO STRUCT. DWGS. B2b (NON-SHEAR WALL) - ADD SHEATHING TO ALIGN WALL FINISHES WITH ADJACENT SHEAR WALL 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. (1) LAYER OF 5/8" GYP BD BOTH SIDES OF WALL INTERIOR FINISH PER SCHED. B4 -INTERIOR -NON-RATED SHEAR WALL, TILE PLYWOOD SHEAR WALL, REFER TO STRUCT. DWGS. (1) LAYER OF 5/8" TYPE "X" GYP BD/ CEMENT BOARD CERAMIC TILE OVER BOND COAT OVER MORTAR BED; TILE LOCATIONS PER INT. ELEVATIONS (1) LAYER OF 5/8" TYPE "X" GYP BD/ CEMENT BOARD CERAMIC TILE OVER BOND COAT OVER MORTAR BED; TILE LOCATIONS PER INT. ELEVATIONS 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. B5 -INTERIOR -NON-RATED PARTITION, TILE BOTH SIDES (1) LAYER OF 5/8" TYPE "X" GYP BD/ CEMENT BOARD, BOTH SIDE OF WALL CERAMIC TILE OVER BOND COAT OVER MORTAR BED, BOTH SIDE OF WALL; TILE LOCATIONS PER INT. ELEVATIONS 2 ROWS OF 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. (1) LAYER OF 5/8" GYP BD INTERIOR FINISH PER SCHED. C1 -INTERIOR -CAVITY WALL, TILE (1) LAYER OF 5/8" TYPE "X" GYP BD/ CEMENT BOARD CERAMIC TILE OVER BOND COAT OVER MORTAR BED; TILE LOCATIONS PER INT. ELEVATIONS REFER TO PLAN VARIES 2 ROWS OF 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. C2 -INTERIOR -CAVITY WALL, TILE BOTH SIDES REFER TO PLAN VARIES (1) LAYER OF 5/8" TYPE "X" GYP BD/ CEMENT BOARD, BOTH SIDE OF WALL CERAMIC TILE OVER BOND COAT OVER MORTAR BED, BOTH SIDE OF WALL; TILE LOCATIONS PER INT. ELEVATIONS 2 ROWS OF 2x6 WOOD STUDS @ 16" OC; REFER TO STRUCTURAL DWGS. C3 -INTERIOR -SHEAR CAVITY WALL, TILE BOTH SIDES REFER TO PLAN VARIES (1) LAYER OF 5/8" TYPE "X" GYP BD/ CEMENT BOARD, BOTH SIDE OF WALL CERAMIC TILE OVER BOND COAT OVER MORTAR BED, BOTH SIDE OF WALL; TILE LOCATIONS PER INT. ELEVATIONS C3 - PLYWOOD SHEAR WALL, REFER TO STRUCT. DWGS. C3b (NON-SHEAR WALL) - ADD SHEATHING TO ALIGN WALL FINISHES WITH ADJACENT SHEAR WALL A3 - (1) LAYER OF 5/8" GYP/ CEMENT BD. A3r - (1) LAYER OF 5/8" TYPE "X" GYP BD (1 HOUR RATED) A4 - (1) LAYER OF 5/8" GYP/ CEMENT BD. A4r - (1) LAYER OF 5/8" TYPE "X" GYP BD (1 HOUR RATED) 9 A5.03 15 A5.03 10 A5.03 A: PERPENDICULAR TO FRAMING B: PARALLEL TO FRAMING ROOF MEMBRANE ASSEMBLY OVER PLYWOOD SHEATHING (E) 1x6 SHEATHING (E) ROOF TRUSS, VIF WOOD BLOCKING 1x6 SHEATHING (E) 2x6 WALL FRAMING, VIF; PROVIDE FRAMING AS REQUIRED FOR 1x6 SHEATHING IF (E) FRAMING DOESN'T EXIST PICTURE MOLDING 5/8" GYP BD ROOF MEMBRANE ASSEMBLY OVER PLYWOOD SHEATHING (E) 1x6 SHEATHING (E) ROOF TRUSS, VIF 1x6 SHEATHING PICTURE MOLDING 5/8" GYP BD 2x6 WALL FRAMING; COORDINATION REQUIRED FOR ATTACHMENT WITH NEW STRUCTURAL ROOF AND CEILING FRAMING, EXCAT LOCATION TO BE REVIEWED IN THE FEILD, ADDITIONAL FRAMING MAY BE REQUIRED FOR 1x6 SHEATHING PER PLAN WALL TYPE WALL FINISH PER SCHEDULE WALL BASE PER SCHEDULE FLOOR FINISH PER SCHEDULE 1/2" DIA. SIMP. TITEN HD SCREW ANCHORS 3 1/4" MIN. EMBED @ 4'-0" O.C. U.O.N. 1/2" MIN JOINT SEALANT PERIMETER AND EACH SIDE OF WALL, AT FIRE RATED WALLS USE UL CLASSIFIED FIRESTOP, ALL OTHER WALLS USE ACOUSTICAL SEALANT, TYP. PARTITION PERPENDICULAR TO JOIST PARTITION PARALLEL TO JOIST CEILING RAFTERS/JOIST, REFER TO STRUCTURAL DOUBLE TOP PLATES PER PLAN WALL TYPE PER PLAN WALL TYPE 2x BLOCKING, REFER TO STRUCTURAL DWG. GA P 1/ 2 " DEFLECTOR SCREW, REFER TO STRUCTURAL DETAIL 2/S0.23 DEFLECTOR SCREW, REFER TO STRUCTURAL DETAIL 2/S0.23 CEILING RAFTERS/JOIST, REFER TO STRUCTURAL DOUBLE TOP PLATES GA P 1/ 2 " NOTES 1. RATED GYPSUM WALL BOARD ASSEMBLY 2. METAL STUDS 3. STEEL OR IRON PIPE, CONDUIT, OR EMT. 4. STEEL, IRON OR COPPER PIPE OR CONDUIT. 5. STTEL OR COPPER PIPE WITH UP TO 1" FIBERGLASS OR MINERAL WOOL INSULATION. 6. PVC 2" CLOSED PIPE OR CONDUIT. 7. ELECTRICAL, TELEPHONE OR DATA CABLES. NOTE: ROMEX CABLE IS APPROVED FOR USE IN THIS SYSTEM. 8. SPECSEAL SERIES 100 SEALANT INSTALLED TO A 1 1/4" DEPTH AROUND PERIMETER OF OPENING. 9. MINERAL WOOL BATT NOMINAL 6 PCL. TO FULL WALL THICKNESS RECESSED FROM BOTH SIDES TO ACCOMMODATE FILL MATERIAL. FIRESTOP FOR MULTIPLE PIPE AND CABLES THROUGH GYP. BD. WALLS USING SpecSeal SERIES 100 SEALANT. PER UL# W-L-8003 1 15/16" MAX. 5/8" MIN. 1 4 5 6 7 8 3 8 2 9 3 4 5 6 7 1 A5.05 2 (E) TRUSS CHORD BEYOND, VIF ROOF JOIST, PER STRUCTURAL DWGS (E) TRUSS CHORD BEYOND, VIF CEILING JOIST PER STRUCTURAL DWG ROOF ASSEMBLY (E) TOP PLATES (E) PLASTER AND WOOD SEATHING 1 A5.05 1/2" MIN JOINT SEALANT PERIMETER AND EACH SIDE OF WALL, AT FIRE RATED WALLS USE UL CLASSIFIED FIRESTOP, ALL OTHER WALLS USE ACOUSTICAL SEALANT, TYP. 1/2" MIN JOINT SEALANT @ PERIMETER PENETRATIONS, AT FIRE RATED WALLS USE UL CLASSIFIED FIRESTOP 5/8" GYP BD CEILING 5/8" TYPE "X" GYP BD, TYP. PER PLAN WALL TYPE R-19 BATT INSULATION Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 2 5 P M A5.03 WALL TYPES & DETAILS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1 1/2" = 1'-0"A5.03 20 PARTITION RECESS, TYPICAL 3" = 1'-0"A5.03 19 PARTITION TO (E) WALL 1 1/2" = 1'-0"A5.03 5 WALL TYPES 1 1/2" = 1'-0"A5.03 16 TOP OF WALL SHEATHING DETAIL @ MULTIPURPOSE RM A 3" = 1'-0"A5.03 9 WALL BASE 3" = 1'-0"A5.03 15 NON-RATED WALL HEAD No. Description Date 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 1" = 1'-0"A5.03 17 RATED FIRESTOP 1" = 1'-0"A5.03 10 1-HOUR RATED WALL HEAD 2"x WD. STUDS PER PLAN 5/8" GYP. BOARD PAINT PER FINISH SCHED. CONT. BLOCKING WALL FINISH PER SCHED. 2"x WOOD CLNG. JOIST @ 16" O.C. CROSS TEES AT 24" O.C. MAIN RUNNERS AT 48" O.C. FIXTURES, SUPPORT PER NOTES, TYP. OPPOSITE FREE WALLS, NO GRID ATTACHMENT, 3/4" MIN. CLEAR 12 GA.HANGER WIRES AT 8" FROM ALL WALLS AT ALL MAIN RUNNERS AND CROSS TEES 12 GA. HANGER WIRES AT 4'-0" O.C. EACH WAY ALONG MAIN RUNNERS STRUT AT FREE WALLS 4 EA. 12 GA. SPLAY WIRES. PERIMETER STARTER WALLS, GRID ATTACHED TO (2) ADJACENT WALLS A B 6 A5.04 6 A5.04 12 A5.04 10 A5.04 8 A5.04 12 " M I N CLR 3/4" MIN 1/4" LENGTH OF END RUNNER WHICHEVER IS LEAST U. N . O WALL FINISH CONTINUES WHERE OCCURS 12 GA. HANGER WIRES, TYP. MIN. 3 TIGHT TURNS MAIN "T" RUNNERS AT 48" O.C. CROSS "T" AT 24" O.C. ACOUSTICAL LAY-IN PANEL POP RIVET PERIMETER ANGLE TO EA. TEE RUNNER INTERSECTION @ RESTRAINED WALLS WALL ANGLE ATTACHED TO WALL W/ #10 X 1-1/2"" WOOD SCREWS @ 16" O.C. OR 6d X 1-1/2" L. NAILS ON 16 O.C. 2X BLOCKING PER STRUCT. DRAWINGS RESTRAINED END PERIMETER STARTER WALLA C SECTION "T" RUNNER ACOUSTICAL LAY-IN PANEL 'V" STRUTT DRILL HOLE IN RUNNER & INSTALL 6d RING SHANK NAIL OR WITHIN 1/4" OF THE LENGTH OF END RUNNER WHICHEVER IS LESS WALL FINISH CONTINUES WHERE OCCURS 12 GA. HANGER WIRES, WITH TYP. MIN. 3 TIGHT TURNS IN 1-1/2" T-RUNNERS ACOUSTICAL LAY-IN PANEL WALL ANGLE ATTACHED TO WALL W/ #10 X 1-1/2"" WOOD SCREWS @ 16" O.C. OR 6d X 1-1/2" L. NAILS ON 16 O.C. 2X BLOCKING PER STRUCT. DRAWINGS B FREE END C INTERLOCK 'V' STRUTS OR HORIZ. 16" GA. TIE WIRE @ WALLS OPPOSITE POP RIVETED WALLS NOTE: 1. WHERE THE PERPENDICULAR DISTANCE FROM THE WALL TO THE FIRST PARALLEL MAIN RUNNER IS 8" OR LESS, THIS INTERLOCK IS NOT REQD. 2. NAILS @ THE END OF HORIZ. STRUTS ARE TO BE PLACED WITH NAIL HEAD TOWARD CENTERLINE OF SPAN OF STRUT. 8" MAX 8" MAX. U. N . O . 12 " M I N . 1/4" DIA. EYE-SCREW W/ 1-1/2" PENETRATION TYP. BRACING WIRE W/ 4 TIGHTS TURNS WITHIN 1-1/2" 3" MA X FOR BRACING WIRES FULLY EMBED EYE-SCREW SHANK IN DIRECTION OF WIRE W/ 4 TIGHT TURNS WITHIN 1-1/2", 1-1/2" PENETRATION INTO JOISTS 3" 2" MI N . WOOD JOIST OR RAFTER BOTTOM OF JOIST A B MAIN RUNNER ACOUSTICAL CEILING #12 TEKS HEX HEAD SELF DRILLING FASTENERS AT 18" O.C. STEEL STUD COMPRESSION STRUT, SEE SCHEDULE (2) #8 x 1-1/4" GALV. WOOD SCREWSREMOVE FLANGES AND BEND WEB HORIZONTAL 2X4 BLOCKING W/ (2) 16d NAILS AT EACH END ROOF FRAMING STEEL STUD COMPRESSION STRUT SCHEDULE LENGTH OF STRUT UP T0 2'-6" 2'-7" TO 4'-6" 4'-7" TO 9'-6" 9'-7" TO 16'-6" STRUT SIZE 18 GA, CEE STUDS W/ 1 5/8" FLANGES 2 1/2" CEE CEE METAL STUDS 2 1/2" CEE CEE METAL STUDS 4" CEE CEE METAL STUDS 4" CEE CEE METAL STUDS PROVIDE (4) SIMPSON A34. (2) ON EACH SIDE OF EACH END NOTE: 1. COMPRESSION STRUT SHALL NOT REPLACE HANGER WIRES STEEL "CEE" STUDS #12 TEKS HEX HEAD SELF DRILLING FASTENERS AT 18" O.C. 12 GA. VERTICAL HANGER WIRE @ 4'-0" EA. WAY (4'-0" O.C. @ MAIN RUNNER) MIN 3 TIGHT TURNS IN 3" BOTH ENDS OF WIRE, TYP. LATERAL FORCE BRACE ASSEMBLY SHALL BE 8' X 12' O.C. 45° MAX TYP. COMPRESSION STRUTS STEEL SECTION WITH L/R RATIO OF 200 MAX. ATTACH TO MAIN RUNNERS WITH 1/4" MACHIME-BOLT AND TO STRUCTURE WITH 3/16" DIAMETER ANCHOR AT CONCRETE / STEEL COMPRESSION STRUT SHALL NOT REPLACE HANGER WIRE (4)-12 GA. SPLAYED WIRES 90° APART HORIZONTALLY WITH MIN. 4 TIGHT TURNS IN 1-1/2" BOTH ENDS OF WIRE, TYP. WIRES SHOULD BE TAUT WITHOUT CAUSING THE CEILING TO LIFE NO SPLICES PERMITTED MAIN RUNNER CROSS RUNNER 2" MAX FROM BRACING WIRES TO CROSS RUNNERS & COMPRESSION STRUTT 10 A5.04 NOTE: FOR CONNECTIONS OF BRACING & HANGER WIRES THE STRUCTURE ABOVE, SEE DETAIL 11 A5.04 45.00°TYP 45° TYP MIN. (4) 12 GA. VERTICAL HANGER WIRES @ EA. LIGHT FIXTURE, AIR TERMINAL SERVICES OR ITEMS WEIGHING 56 lbs OR MORE ATTACH TO STRUCTURE ABOVE, SEE DETAIL 4 WIRES-12 GA. BRACING FOR FIXTURES, AIR TERMINALS, SERVICES OR ITEMS WEIGHING LESS THAN 56 lbs PER METAL SUSPENSION SYSTERMS FOR LAY-IN PANEL CEILINGS NOTE #6 1 #8 S.M.S. (TOTAL OF 2 SCREWS) IN OPPOSITE SIDES, LOCATE SCREWS NEAR THE CENTER OF TERMINAL OF FIXTURE 11 A5.04 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 2 7 P M A5.04 CEILING DETAILS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 6" = 1'-0"A5.04 1 GYPSUM BOARD CEILING 1. SUSPENSION LAY-IN CEILING SHALL BE CONTRACTOR DESIGN/BUILD. 2. PROVIDE HANGER WIRES ALONG MAIN RUNNERS. PROVIDE HANGER WIRES AT THE ENDS OF ALL MAIN AND CROSS RUNNERS, AT THE PERIMETER OF THE CEILING AREA. 3. PROVIDE TRAPEZE OR OTHER SUPPLEMENTARY SUPPORT MEMBERS AT OBSTRUCTIONS TO MAIN HANGER SPACING. PROVIDE ADDITIONAL HANGERS, STRUTS OR BRACES AS REQUIRED AT ALL CEILING BREAKS, SOFFITS OR DISCONTINUOUS AREA. HANGER WIRES THAT ARE OUT OF PLUMB ARE TO HAVE COUNTER-SLOPING WIRES. 4. CEILING GRID MEMBERS MAY BE ATTACHED TO ADJACENT WALLS. CEILING GRID MEMBERS SHOULD BE AT LEAST 1/2" FREE OF OTHER WALLS. IF WALLS RUN DIAGONALLY TO CEILING GRID SYSTEM RUNNERS, ONE END OF MAIN AND CROSS RUNNERS SHOULD BE FREE AND A MINIMUM OF 1/2" CLEAR OF WALL. 5. AT THE PERIMETER OF THE CEILING AREA WHERE MAIN OR CROSS RUNNERS ARE NOT CONNECTED TO THE ADJACENT WALL, PROVIDE INTERCONNECTIONS BETWEEN THE RUNNERS AT THE FREE END TO PREVENT LATERAL SPREADING. A METAL STRUT OR A WIRE WITH A POSITIVE MECHANICAL CONNECTION TO THE RUNNER MAY BE USED. 6. PROVIDE SETS OF SPLAYED BRACING WIRES ORIENTED 90 DEGREES FROM EACH OTHER. PROVIDE BRACING WIRES AT LOCATIONS FROM EACH PERIMETER WALL AND AT THE EDGE OF VERTICAL CEILING OFFSETS. THE SLOPE OF THESE WIRES SHOULD NOT EXCEED 45 DEGREES FROM THE PLANE OF THE CEILING AND SHOULD BE TAUT WITHOUT CAUSING THE CEILING TO LIFT. SPLICES IN BRACING WIRES ARE NOT TO BE PERMITTED WITHOUT APPROVAL. 7. FASTEN HANGER AND BRACING WIRES, HANGER OR BRACING WIRE ANCHORS TO THE STRUCTURE SHOULD BE INSTALLED IN SUCH A MANNER THAT THE DIRECTION OF THE WIRE ALIGNS AS CLOSELY AS POSSIBLE WITH THE DIRECTION OF THE FORCES ACTING ON THE WIRE. 8. SEPARATE ALL CEILING BRACING WIRES FROM ALL UNBRACED DUCTS, PIPES, CONDUIT, ETC. IT IS ACCEPTABLE TO ATTACH LIGHTWEIGHT ITEMS, SUCH AS SINGLE ELECTRICAL CONDUIT. 9. WHEN DRILLED-IN CONCRETE ANCHORS ARE USED IN REINFORCED CONCRETE FOR HANGER WIRES, 1 OUT OF 10 MUST BE FIELD TESTED BY TESTING LABORATORY FOR 200 POUNDS OF TENSION. WHEN FILLED-IN CONCRETE ANCHORS ARE USED FOR BRACING WIRES, 1 OUT OF 2 MUST BE FIELD TESTED BY TESTING LABORATORY FOR 440 POUNDS IN TENSION. NO SHOT-IN ANCHORS ARE PERMITTED. 10. ATTACHED ALL LIGHT FIXTURES TO THE CEILING GRID SYSTEM POSITIVELY. ATTACHMENT DEVICE SHALL HAVE A CAPACITY OF 100 PERCENT OF THE LIGHTING FIXTURE WEIGHT ACTING IN ANY DIRECTION. 11. FLUSH OR RECESSED LIGHT FIXTURES AND AIR TERMINALS OR SERVICES WEIGHING LESS THAN 56 POUNDS MAY BE SUPPORTED DIRECTLY ON THE RUNNERS OF A HEAVY DUTY GRID SYSTEM BUT THEY MUST HAVE SAFETY WIRES ATTACHED TO THE FIXTURE AT DIAGONAL CORNERS AND ANCHORED TO THE STRUCTURE ABOVE. ALL 4 FT. X 4 FT. RECESSED LIGHT FIXTURES AND AIR TERMINALS OR SERVICES WEIGHING 56 POUNDS OR MORE MUST BE INDEPENDENTLY SUPPORTED BY WIRES EACH ATTACHED TO THE FIXTURE AND THE THE STRUCTURE ABOVE REGARDLESS OF THE TYPE OF CEILING GRID SYSTEM USED. THE WIRES INCLUDING THEIR ATTACHMENT TO THE STRUCTURE ABOVE MUST BE CAPABLE OF SUPPORTING 4 TIMES THE WEIGHT OF THE UNIT. 12. ALL FIXTURES AND AIR TERMINALS OR SERVICES SUPPORTED ON INTERMEDIATE DUTY GRID SYSTEMS MUST BE INDEPENDENTLY SUPPORTED BY WIRES EACH ATTACHED TO THE FIXTURE OR TERMINAL AND TO THE STRUCTURE ABOVE. 13. SUPPORT SURFACE MOUNTED LIGHT FIXTURES BY AT LEAST TWO POSITIVE DEVICES WHICH SURROUND THE CEILING RUNNER AND WHICH ARE EACH SUPPORTED FROM THE STRUCTURE ABOVE BY WIRE. SPRING CLIPS OR CLAMPS THAT CONNECT ONLY TO THE RUNNER ARE NOT ACCEPTABLE. PROVIDE ADDITIONAL SUPPORTS WHEN LIGHT FIXTURES ARE LONGER. 14. SUPPORT PENDANT MOUNTED LIGHT FIXTURES DIRECTLY FROM THE STRUCTURE ABOVE WITH HANGER WIRES OR CABLES PASSING THROUGH EACH PENDANT HANGER AND CAPABLE OF SUPPORTING 4 TIMES THE WEIGHT OF THE FIXTURE. SPECIAL DETAILS ARE NECESSARY FOR THIS CONDITION AT THE CEILING GRID. 15. THE WIDTH OF THE PERIMETER SUPPORTING CLOSURE SHALL NOT BE LESS THAN 2". IN EACH ORTHOGONAL HORIZONTAL DIRECTION, ONE END OF THE CEILING GRID SHALL BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER END IN EACH HORIZONTAL DIRECTION SHALL HAVE A 0.75" CLEARANCE FROM THE WALL AND SHALL REST UPON AND BE FREE TO SLIDE ON A CLOSURE ANGLE. 16. FOR CEILING AREAS EXCEEDING 2,500 S.F., A SEISMIC SEPARATION JOINT OR FULL HEIGHT PARTITION THAT BREAKS THE CEILING UP IN TO AREAS NOT EXCEEDING 2,500 S.F. SHALL BE PROVIDED. EACH AREA SHALL BE PROVIDED WITH CLOSURE ANGLES. 17. EXCEPT WHERE RIGID BRACES ARE USED TO LIMIT LATERAL DEFLECTIONS, SPRINKLER HEADS AND OTHER PENETRATIONS, A 2" OVERSIZE RING, SLEEVE, OR ADAPTER THROUGH THE CEILING TILE SHALL BE USED TO ALLOW FOR FREE MOVEMENT OF AT LEAST 1" IN ALL HORIZONTAL DIRECTIONS. ALTERNATIVELY, A SWING JOINT THAT CAN ACCOMMODATE 1" OF CEILING MOVEMENT IN ALL HORIZONTAL DIRECTIONS IS PERMITTED TO BE PROVIDED AT THE TOP OF THE SPRINKLER HEAD EXTENSION. 18. LATERAL BRACING FOR SUSPENDED CEILING SHALL BE PROVIDED. WHERE CEILING IS NOT SUPPORTED BY INTERIOR PARTITIONS, CEILING BRACING SHALL BE PROVIDED BY FOUR NO. 12 GAUGE WIRES SECURED TO THE MAIN RUNNER WITHIN 2 INCHES ON THE CROSS RUNNER INTERSECTION AND SPLAYED 90 DEGREES FROM EACH OTHER AT AN ANGLE NOT EXCEEDING 45 DEGREES FROM THE PLANE OF THE CEILING. A STRUT FASTENED TO THE MAIN RUNNER SHALL BE EXTENDED TO AND FASTENED TO THE STRUCTURAL MEMBERS OF THE ROOF FLOOR ABOVE. THESE HORIZONTAL RESTRAINT POINTS SHALL BE PLACE 12 FEET O.C. IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN 6 FEET OF EACH WALL. ATTACHMENT OF RESTRAINT WIRES TO THE STRUCTURE ABOVE SHALL BE ADEQUATE FOR THE LOAD IMPOSED. SUSPENDED ACOUSTICAL CEILING NOTES 3/16" = 1'-0"A5.04 2 LAY-IN CEILING REQUIREMENTS 1 1/2" = 1'-0"A5.04 6 CEILING PERIMETER WALL ANGLES 3" = 1'-0"A5.04 11 WIRE TO WD. FRAMING CONN. 1 1/2" = 1'-0"A5.04 10 CEILING COMPRESSION STRUT 1/4" = 1'-0"A5.04 12 CEILING SPLAY BRACKING 1/4" = 1'-0"A5.04 8 FIXTURE SUPPORT No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 TPO ROOF MEMBRANE SYSTEM 1/2" COVER BOARD PLYWOOD SHEATHING, REFER TO STRUCTURAL DWGS. ROOF FRAMING, REFER TO STRUCT. DWGS. (E) ROOF FRAMING TO REMAIN 1x6 SHEATHING, PATCH AND REPAIR AS REQUIRED BATT INSULATION WHERE OCCURS, REFER TO BUILDING SECTIONS NOTE: REFER TO SPECIFICATIONS FOR ADDITIONAL INSTALLATION REQUIREMENTS 4" M I N 4" M I N . AS R E Q U I R E D T O CO V E R ( E ) F R A M I N G 1/2" 1/2" (E) WALL FRAMING ROOF FRAMING, REFER TO STRUCTURAL DWGS. ROOF ASSEMBLY SOLID CANT STRIP CONT. METAL CLEAT ROOF MEMBRANE INSTALLED UP AND OVER TOP OF PARAPET 22 GA. PRE-FIN. GSM COPING SYSTEM CONT. METAL CLEAT (E) TOP PLATES (E) PLASTER AND WOOD SEATHING 1 A5.05 ROOF TILE FELT UNDERLAYMENT SHEATHING FASCIA AIR SPACE BEHIND GUTTER METAL DRIP EDGE LOCATE GUTTER APPROX. 1/2" BELOW SLOPE LINE BIRDSTOP EXTENSION OF SLOPE 1/2" APPROX 1/ 2 " M I N . CODE APPROVED ADHESIVE OVER MECHANICAL ATTACHMENT RIDGE TILE WEATHER BLOCKING MORTAR OR OTHER APPROVED MATERIALS WRAPPING OF NAILER BOARD IS OPTIONAL EXCEPT WITH THE USE OF MORTAR SECURELY FASTEN RIDGE/HIP NAILER OF SUFFICIENT HEIGHT TO MAINTAIN AN EVEN PLANE OF TRIM TILES ROOF DECK UNDERLAYMENT FIELD TILE OPENINGS AT HIPS, RIDGES AND HEAD WALLS INCLUDING CHIMINEYS, SKYLIGHTS, SOLAR PANELS, AND DOWNSLOPE HORIZONTAL ABUTMENTS SHALL BE FITTED WITH WEATHER BLOCKING MATERIAL TO KEEP WATER ON THE SURFACE OF THE FIELD TILE. OTHER METHODS APPROVED BY LOCAL BUILDING OFFICIAL WILL BE ALLOWED. WRAPPING OF NAILER BOARD IS OPTIONAL EXCEPT WITH THE USE OF MORTAR. (ALL PROFILES OF TILE) NOTES: 1. FOR RECOMMENDED UNDERLAYMENT AND FASTENING REQUIREMENT, SEE TABLE 1A AND 1B. 2. ALL HIP AND RIDGE TILE ARE REQUIRED TO HAVE A CODE APPROVED ADHESIVE OR SPECIAL CLIP BETWEEN LAPS OF TRIM TILE TO COVER NAIL HOLE AND CREATE A BOND BETWEEN RIDGE TILES. 3. BATTENS FOR TILES WITH PROTRUDING ANCHOR LUGS ARE OPTIONAL FOR SLOPES BETWEEN 3:12 AND 7:12. DIRECT DECK ATTACHMENT OF TILE AS APPROVED BY LOCAL BUILDING OFFICIAL WILL BE ALLOWED. 4. DIMENSION SHOWN ARE MINIMUM AND ARE INTENDED TO BE APPROXIMATE TO ALLOW FOR REASONABLE TOLERANCE DUE TO FIELD CONDITIONS AND ARE PRACTICES. 1 A5.05 PLYWOOD SHEATHING, TYP. WOOD STUDS WALL SOLID CANT STRIP OR BRACE AS PER STRUCTURAL ROOF STRUCTURE PER STR. DWG., TYP. ROOF DRAIN ROOFING SYSTEM EXTEND UP TO PARAPET UNDERLAYMENT 12 GA. METAL PAN #4 LEAD SHEET FLASHING SET IN MASTIC OVER PRIMED SUBSTRATE, TYP. ROOFING SYSTEM 1/2" SEPARATION BOARD PLYWOOD SHEATHING, TYP. MAIN DRAIN 1' - 6" MULTIPLE LAYERS OF ENERGY GUARD®ROOF INSULATION, STAGGERED AND OFFSETROOF DECK/SUBSTRATE DRILL-TEC PLATES®& FASTENERS 12" (305 mm) O.C. OR 6" (152 mm) O.C. FOR BALLASTED SYSTEMS REINFORCED EVERGUARD®MEMBRANE FOR TPO ONLY FOR PVC MEMBRANE, SUBSTITUTE WITH FLAT STOCK METAL, FASTENED APPROPRIATELY EVERGUARD®WATER BLOCK APPROVED FASTENERS CONTINUE UNDERLAYMENT OVER EVERGUARD® MEMBRANE OR METAL SHINGLES, TILE, OR METAL PANELS BY OTHERS OVERLAP 18" (457 mm) MIN. NOTE: 1. MINIMUM SLOPE IS 2:12. 2. FOR INSULATION THICKNESS GREATER THAN 8" (203 mm), A COVER BOARD IS REQUIRED ON MECHANICALLY ATTACHED SYSTEMS ONLY. 3. ADD BALLAST PER SPECIFICATION FOR BALLASTED SYSTEMS. NOMINAL 2" X 3" OR 2" X 4" NAILER NOMINAL 2" X 2" NAILER UNDERLAYMENT BIRDSTOP PAN TILE BOOSTER TILE STARTER COVER TILE TWO CORROSION-RESISTANT NAILS, PER RAKE TILE, OF SUFFICIENT LENGTH TO PENETRATE THE NAILER OR BARGE BOARD A MINIMUM OF 3/4" NAILER BOARD OPTIONAL NAIL EXTEND FELT OVER EDGE MINIMUM OF 1" OPTIONAL NAIL BOARD BIRDSTOP STUCCO OR OTHER CLADDING NOTES: 1. DIMENSIONS SHOWN ARE MINIMUMS AND ARE INTENDED TO BE APPROXIMATE TO ALLOW FOR REASONABLE TOLERANCES DUE TO FIELD CONDITIONS, AND AREA PRACTICE. 2. SEE TABLE 1A FOR ADDITIONAL FASTENING REQUIREMENTS. 1 A5.05 VENT PIPE PER MECH. SEALANT STAINLESS STEEL HOSE CLAMP ROOFING SYSTEM FLASHING MEMBRANE HOT-AIR WELD ROOFING SYSTEM BASE FLASHING, HOT-AIR WELD ROOF ASSEMBLY 1/ 2 " 2" 4"8" M I N . CONT. SEALANT & BACKER ROD ROOF ASSEMBLY 1 A5.05 DRILL-TEC™PLATES & FASTENERS 12" (305 mm) O.C. (6" [152 mm] O.C. FOR BALLASTED SYSTEMS) PREMANUFACTURED OR UNREINFORCED FIELD FABRICATED CORNERS - HEAT WELDED REINFORCED EVERGUARD® MEMBRANE ROOF ASSEMBLY DRILL-TEC™ PLATES & FASTENERS 12" (305 mm) O.C. (6" [152 mm] O.C. FOR BALLASTED SYSTEMS) DRILL-TEC™ FASTENERS 12" (305 mm) O.C. (MIN. 1 PER PLANE) EVERGUARD® COATED METAL WITH HEMMED EDGE 2" AB O V E R O O F F I N I S H 8" M I N . FLASHING BENT INSIDE VENT COLUMN PER STRUCTURAL FLASHING FLASHING HOT AIR WELDED TO ROOFING MEMBRANE CONT. SEALANT & BACKER ROD ROOF MEMBRANE ROOF ASSEMBLY CONT. SEALANT & BACKER ROD REFER TO SMACNA FIG 4-15C FOR MORE INFORMATION 1/ 2 " 10 A5.05 9 A5.05 3'-0" x 2'-6" ROOF ACCESS HATCH SAFETY POST ROOF SHEATHING ROOF OPENING FRAMING (PER ROOF FRAMING PLAN) FIRE BLOCKING (2) LAYERS 5/8" TYPE 'X' TO UNDERSIDE OF CLNG. FRAMING @ 1-HR. RATED CLNG. CONDITION ANCHORAGE OCCURS @ TOP, BOTTOM & 4'-0" O.C. VERT. BETWEEN 9" X 3" X 3/8" STL. PLATE BOLT TO BLOCKING W/ 3/8" LAG BOLTS 1/2/" X 2" STL. BAR STRINGERS @ 20" O.C. 3/4" DIA. STL. BAR RUNGS @ 12" O.C., TYP. FIN. FLR. CONC. CURB (2) BEND STRINGER 3" W/ (1) HILTI 1/2" DIA. HILTI KWIK BOLT "TZ" CONC. ANCHOR EACH STRINGER. ICC-ESR-1917 42 " . 6" . 12 " . X 2'-6" WIDE 3' - 0" NOMINAL (1) LAYER 5/8" TYPE 'X' GWB EA. SIDE @ 1-HR FIRE RATED SHAFT CONDITIONS 8" 1' - 3 " 12 " M A X . 6" M I N . TY P . 1' - 0 " 26" SWEAT/BLEEDER SHEET ROOF DECK ROOF DECK VALLEY FLASHING OPTIONAL: SELF-ADHERING POLYMER MODIFIED ASPHALT MEMBRANE ON EACH SIDE TO COVER FLASHING FLANGE CUT TOP CORNER OF UNDERLAYMENT TO INSURE PROPER DIVERSION OF WATER INTO THE VALLEY METAL ROOF UNDERLAYMENT VALLEY FLASHING (EXTEND ENTIRE WIDTH OF VALLEY METAL BEYOND EDGE) 1/4" TYP. 3/16" 3/4" DIA STEEL BAR SKID RESISTANT TEXTURED RUNGS @ 12" O.C. MAX. TYP. 1/2" X 2" STEEL STRINGERS @ 20" O.C. 1/4" X 2 1/2" X 9" X 3" BENT STEEL PLATE TAB @ 5'-0" O.C. MAX. WELDED TO STRINGER BEND STRINGER 3" W/ (1) HILTI 1/2" DIA. HILTI KWIK BOLT "TZ" CONC. ANCHOR EACH STRINGER. ICC-EST-1917 WOOD STUDS WALL ASSEMBLY NUT W/ LOCK WASHER STRUCTURAL BACKING 1/2" DIA. GALV. MACHINE BOLTS EA. TAB 2 1/2" DIA. X 1/2" THK. STEEL SPACER WALL FINISH PER SCHED. NOTE: NO SHARP EDGES OR ABRASIVE SURFACES ON OR AROUND THE LADDER. EASE ALL EDGES AND GRIND ALL WELDS SMOOTH 3/16" CONC. SLAB 12 " O . C . M A X . E Q . S P A C I N G T Y P . 6" M A X . ROOF FRAMING PER STR. DWG. PLYWOOD SHEATHING PER STR. DWG. MEMBRANE ROOFING TEST, CLEAN, PRIME SUBSTRATE 1/2" THK. SEPARATION BOARD SPECIFIED ROOFING FASTENERS INTO BENT PLATE MEMBRANE ROOFING FLASHING TEST, CLEAN, PRIME SUBSTRATE 22 GA. SS SM SKIRT HEMMED SET ON SEALANT TERMINATION BAR SET IN SEALANT W/ CONT. SEALANT AT TOP GSM COUNTER FLASHING BY ROOF HATCH MFGR. ROOF HATCH 8" M I N . N T S 2" 4" . Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 2 9 P M A5.05 ROOFING DETAILS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3" = 1'-0"A5.05 1 TPO MEMBRANE ROOFING ASSEMBLY 3" = 1'-0"A5.05 2 PARAPET 1 1/2" = 1'-0"A5.05 18 ROOF EAVE & GUTTER 1 1/2" = 1'-0"A5.05 13 CLAY TILE ROOFING ASSEMBLY AND RIDGE 3" = 1'-0"A5.05 8 ROOF DRAIN 1 1/2" = 1'-0"A5.05 14 ROOF TRANSITION 1 1/2" = 1'-0"A5.05 17 GABLE EAVE DETAIL 3" = 1'-0"A5.05 3 VENT PIPE PENETRATION 1 1/2" = 1'-0"A5.05 12 THRU WALL OVERFLOW SCUPPER 3" = 1'-0"A5.05 7 PIPE PENETRATION 3/4" = 1'-0"A5.05 5 ROOF HATCH 1 1/2" = 1'-0"A5.05 19 CLAY TILE ROOF VALLEY NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE 3" = 1'-0"A5.05 9 LADDER ANCHOR 3" = 1'-0"A5.05 10 ROOF HATCH CURB FLASHING NOT TO SCALE No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 1 1/8" 9 1 / 4 " 9 1 / 8 " ORIGINAL BARN DOOR PROFILES; NEW DOORS TO MATCH 9 1 / 8 " NEW WATERPROOFING MEMBRANE AT NEW/REPLACEMENT WINDOWS, EXTEND 6"-8" FROM ROUGH OPENING TO TIE INTO EXISTING WATERPROOFING; PATCH (E) EXTERIOR PLASTER FINISH AS REQUIRED WOOD WINDOW; REPAIR (E) WOOD WINDOW OR NEW WOOD WINDOW TO MATCH ORIGINAL, REFER TO WINDOW SCHEDULE WOOD CASING TO MATCH ORIGINAL NEW WATERPROOFING MEMBRANE AT NEW/REPLACEMENT WINDOWS, EXTEND 6"-8" FROM ROUGH OPENING TO TIE INTO EXISTING WATERPROOFING; PATCH (E) EXTERIOR PLASTER FINISH AS REQUIRED (E) PLASTER DETAIL; REPAIR OR REPLACE AS REQUIRED TO COMPLETE WINDOW SCOPE WOOD WINDOW; REPAIR (E) WOOD WINDOW OR NEW WOOD WINDOW TO MATCH ORIGINAL, REFER TO WINDOW SCHEDULE WOOD CASING TO MATCH ORIGINAL WOOD WINDOW PER SCHEDULE 3 A5.06 2 A5.06 NEW WATERPROOFING MEMBRANE, EXTEND 6"-8" FROM ROUGH OPENING TO TIE INTO EXISTING BUILDING WATERPROOFING; PATCH (E) EXTERIOR PLASTER FINISH AS REQUIRED REFER TO WALL TYPES CERAMIC TILE WALL FINISH WHERE INDICATED, INSTALL SEALANT AT DOOR FRAME PERIMETER 1 1/4" 3 1 / 4 " 1/ 4 " 3 1 / 4 " 1 1/4" WOOD TRIM, TYP BOTH SIDES DOOR PER SCHEDULE WOOD FRAME SHIM, AS REQUIRED WOOD DOOR STOP, 5/8" x 1-1/2" REFER TO WALL TYPES 1/ 4 " 5/ 8 " 6" 1 1 / 4 " WOOD TRIM, TYP BOTH SIDES DOOR PER SCHEDULE WOOD FRAME SHIM, AS REQUIRED 1 1/4" 1/2" 1/4" WOOD DOOR STOP, 5/8" x 1-1/2" A: SAME FINISH DOOR WHERE OCCURS SAME FINISH C: INTERIOR CONCRETE / EXTERIOR PAVING DOOR WHERE OCCURS (E) WALL FACE SITE PAVING, SLOPED PER CIVIL DWGS.; 2% MAX INT. CONCRETE WD DOOR FRAME 1/ 4 " ALUMN. THRESHOLD, SAME WIDTH AS DOOR FRAME, SET IN FULL BED OF MASTIC. MECHANICALLY FASTEN INTO CONCRETE SLAB PER MAN. RECOMMENDATIONS NOTE: REFER TO FOR ACCESSIBLE THRESHOLD INFORMATION. B: INTERIOR CONCRETE / TILE DOOR WHERE OCCURS METAL T-MOLDING WELDED PROFILE TRANSITION STRIP. INSET INTO EPOXY-FILLED GROOVE PER MANUFACTURER'S INSTRUCTIONS TILE FLOOR, PER FINISH SCHEDULEINT. CONCRETE D: (E) CONCRETE CURB THRESHOLD DOOR WHERE OCCURS (E) WALL FACE SITE PAVING, SLOPED PER CIVIL DWGS, 2% MAX INT. CONCRETE WD DOOR FRAME FLUSH TRANSITION BETWEEN BUILDING SLAB AND NEW CONCRETE PAVING; WHERE FLUSH TRANSITION CAN NOT BE PROVIDED 1/4" MAX OFFSET ALLOWED PER CODE SEALANT AND EXPANSION MATERIAL 8 A5.00 -FLOOR DEPRESSION PER PLAN MA X 1/ 4 " BE V E L E D S L O P E 1/ 2 " M A X W / 1:2 MAX. SLOPE (E) CONCRETE THRESHOLD, REPAIR CONCRETE AS REQUIRED; TO BE FURTHER REVIEWED IN THE FIELD FOR ACCESSIBILITY COMPLIANCE 1/2" MAX FLUSH TRANSITION BETWEEN BUILDING SLAB AND NEW CONCRETE PAVING; WHERE FLUSH TRANSITION CAN NOT BE PROVIDED 1/4" MAX OFFSET ALLOWED PER CODE SEALANT AND EXPANSION MATERIAL Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 2 : 3 0 P M A5.06 DOOR & WINDOW DETAILS 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3" = 1'-0"A5.06 17 BARN DOOR PROFILES 6" = 1'-0"A5.06 3 WINDOW HEAD, TYPICAL (JAMB SIMILAR) 6" = 1'-0"A5.06 2 WINDOW SILL, TYPICAL 3/4" = 1'-0"A5.06 1 TYPICAL WINDOW WATERPROOFING TIE IN 3" = 1'-0"A5.06 9 INTERIOR WOOD DOOR JAMB, TYPICAL 3" = 1'-0"A5.06 10 INTERIOR WOOD DOOR HEAD, TYPICAL No. Description Date 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 ACCESSIBILITY UPDATES 12/13/2024 BACKCHECK SET_V2 4/8/2025 3" = 1'-0"A5.06 13 THRESHOLDS SOLID WOOD INSET SHAKER CABINET DOOR PER INT. ELE. SOFT CLOSE INSET HINGES, TYP. SOLID WOOD FACE FRAME NOTES: 1. CABINET FINISH PER FINISH SCHEDULE 2. CONTRACTOR TO PROVIDE SAMPLES AND SHOP DRAWINGS 3. ALL FASTENERS AND ADHESIVE TO BE USED AS NEEDED AND CONCEALED 7' - 9 " 3/ 4 " 5 1 / 2 " 1/ 8 " 2' - 2 " 1/ 8 " 6' - 6 1 / 4 " 1 1 / 2 " 1/ 8 " 3' - 7 " 1 3 / 4 " 1/ 8 " SOLID WOOD INSET SHAKER CABINET DOOR PER INT. ELE. SOFT CLOSE INSET HINGES, TYP. SOFT CLOSE INSET HINGES, TYP. SOFT CLOSE INSET HINGES, TYP. SOLID WOOD FACE FRAME SOLID WOOD FACE FRAME 3/ 4 " 1' - 6" ADJUSTABLE SHELF NOTE: ADJUSTABLE SHELFS - PEGS, THREE PER SHELF ADJUSTABLE SHELF FIXED SHELF FIXED SHELF 2' - 1 0 " 1 1 / 2 " 1/ 8 " 6" 1/ 8 " 1 1 / 2 " 1/ 8 " 1' - 7 " 1/ 8 " 1 1 / 2 " 4" 3/4" 4" 2' - 0" COUNTERTOP PER FINISH SCHEDULE; EASED EDGE PROFILE SOLID WOOD FACE FRAME SOLID WOOD INSET FLUSH FACE CABINET DRAWER; SOFT CLOSING DRAWER SLIDES NOTES: 1. CABINET FINISH PER FINISH SCHEDULE. 2. CONTRACTOR TO PROVIDE SAMPLES AND SHOP DRAWINGS 3. ALL FASTENERS AND ADHESIVE TO BE USED AS NEEDED AND CONCEALED. SOLID WOOD INSET SHAKER CABINET DOOR; SOFT CLOSE INSET HINGES, TYP. 1" ADJUSTABLE SOLID WOOD SHELF 1/4" ADJUSTABLE METAL PEGS FOR SHELVING 1 1 / 2 " 1/ 8 " SOLID WOOD INSET SHAKER CABINET DOOR PER INT. ELE. (2) 1" ADJUSTABLE SOLID WOOD SHELF SOFT CLOSE INSET HINGES, TYP. SOLID WOOD FACE FRAME NOTES: 1. CABINET FINISH PER FINISH SCHEDULE. 2. CONTRACTOR TO PROVIDE SAMPLES AND SHOP DRAWINGS 3. ALL FASTENERS AND ADHESIVE TO BE USED AS NEEDED AND CONCEALED. 4 ' - 1 " 6" 1' - 2" 1/2" SHELF DEPTH 1' - 0" MIN. 1/4" ADJUSTABLE METAL PEGS FOR SHELVING UNDER CABINET LED LIGHTING, REFER TO RCP FOR LOCATION 1 1 / 2 " 1/ 8 " 2' - 1 0 " 1 1 / 2 " 1 1 / 2 " 1/ 8 " 6" 1/ 8 " 1 1 / 2 " 1/ 8 " 7 7 / 8 " 1/ 8 " 1 1 / 2 " 1/ 8 " 7 7 / 8 " 1/ 8 " 1 1 / 2 " 4" U.N.O. 2' - 0" COUNTERTOP PER FINISH SCHEDULE; EASED EDGE PROFILE 4" SOLID WOOD INSET SHAKER CABINET DOOR PER INT. ELE. SOLID WOOD DRAWERS WITH SOFT CLOSING DRAWER SLIDES, TYP. SOLID WOOD FACE FRAME SOLID WOOD INSET FLUSH FACE CABINET DRAWER; SOFT CLOSING DRAWER SLIDES NOTES: 1. CABINET FINISH PER FINISH SCHEDULE. 2. CONTRACTOR TO PROVIDE SAMPLES AND SHOP DRAWINGS 3. ALL FASTENERS AND ADHESIVE TO BE USED AS NEEDED AND CONCEALED. 7" 7" 5" 4' - 0 " 1 1 / 2 " 1 1 / 2 " 3' - 3 1 / 2 " 1 1 / 2 " 4" 1' - 8" COUNTERTOP PER INTERIOR ELEVATIONS; EASED EDGE PROFILE EQ EQ EQ EQ FRAME TO ALIGN WITH COUNTERTOP EDGE 1" THICK ADJUSTABLE SHELVES TO MATCH CABINET @ LOWER CABINET; METAL PINS FINISHED PLYWOOD INTERIOR, TYP. 7' - 0 " 4" 1 1 / 2 " 2' - 3 " 1 1 / 2 " 4' - 0 1 / 4 " 1 3 / 4 " 1" THICK ADJUSTABLE SHELVES TO MATCH CABINET @ UPPER CABINET METAL ADJUSTABLE PINS, TYP. REFER TO PLAN 2'-0" UNO WD2 TYP. 2' - 1 0 " 1 1 / 2 " 1 1 / 2 " 1/ 4 " 2' - 1 " 1/ 4 " 1 1 / 2 " 4" 3/4" 4" 2' - 0" PER INTERIOR ELEVATIONS; EASED EDGE PROFILE SOLID WOOD INSET SHAKER CABINET DOOR; SOFT CLOSE INSET HINGES, TYP. 1" ADJUSTABLE SOLID WOOD SHELF 1/4" ADJUSTABLE METAL PEGS FOR SHELVING Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1 1/2" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 2 : 3 1 P M A5.07 INTERIOR DETAILS & CASEWORK 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1 1/2" = 1'-0"A5.07 1 FULL HEIGHT CABINET 1 1/2" = 1'-0"A5.07 3 BASE CABINET - UPPER DRAWER 1 1/2" = 1'-0"A5.07 4 UPPER CABINET 1 1/2" = 1'-0"A5.07 7 BASE CABINET - 3 DRAWERS 1 1/2" = 1'-0"A5.07 8 CASEWORK - CUBBIES 1 1/2" = 1'-0"A5.07 5 FULL HEIGHT CABINET - OPEN SHELVING 1 1/2" = 1'-0"A5.07 11 BASE CABINET No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 TYPE B1 INTERIOR SINGLE SWING DOOR FLAT 2 PANEL TYPE C1 INTERIOR DOUBLE SWING DOOR TWO LITE REMARKS TYPE A1 INTERIOR OPENING TYPE D1 EXTERIOR SINGLE SWING DOOR WOOD PANEL, UPPER LITE TYPE E EXTERIOR SINGLE SWING DOOR WOOD PANEL TYPE F EXTERIOR DOUBLE SWING DOOR A. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITIATION. B. ANY EXISTING DETAIL OR FEATURE INCLUDING PROFILES, WINDOW LUGS, HARDWARE, ETC IS TO BE RESTORED AND REUSED IF INTACT OR RECREATED TO MATCH ORIGINAL IF MISSING. C. GLAZING AT DOORS AND WINDOWS TO BE TRUE DIVIDED LITES WHERE OCCURS AND TEMPERED GLASS PER GALZING NOTES ON A6.02. D. LABEL, BUNDLE, & BAG ALL SALVAGED HARDWARE TO CORRESPOND TO DOOR SCHEDULE. STRIP & CLEAN SALVAGED HARDWARE AS NEEDED FOR REUSE. E. INSTALL EXTERIOR FLASHING INTEGRATED WITH THE DRAINAGE PLANE (CAL GREEN 5.407.2.2.2) F. ALL DOOR THRESHOLDS TO BE ACCESSIBLE. REFER TO DETAIL TYPE B2 INTERIOR SINGLE SWING DOOR TWO LITE TYPE B3 INTERIOR SINGLE SWING DOOR SINGLE LITE FLAT BOTTOM PANEL TYPE A2 INTERIOR OPENING 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. DOOR FRAME DAMAGED BEYOND REPAIR. REBUILD NEW TO MATCH (E) OPENING. CASING DAMAGED BEYOND REPAIR. REBUILD TO MATCH ORIGINAL. SALVAGE & REUSE (E) HARDWARE. MATCH ORIGINAL WHERE MISSING. ORIGINAL DOOR NO LONGER IN PLACE. REBUILD NEW TO MATCH HISTORICAL DRAWINGS IN (E) OPENING. IF MATERIAL IS SALVAGEABLE. RELOCATE AS NOTED ON PLANS & ELEVATIONS. NOTIFY ARCHITECT AND OWNER IF FRAMES OR CASING CANNOT BE REUSED. SALVAGE AND RESTORE INTACT ORIGINAL MATERIAL. NOTIFY ARCHITECT IF SPECIFIC COMPONENTS CANNOT BE REUSED. INSTALL NEW CROWN CASING TO MATCH ORIGINAL WHERE MISSING. INSTALL NEW APRON TO MATCH ORIGINAL WHERE MISSING. REMOVE ALL BROKEN GLASS AND INSTALL NEW. REPAIR CASING TO MATCH ORIGINAL. INSTALL NEW CASING & CROWN TO MATCH ORIGINAL. CARD READER ACCESS LOW-ENERGY POWER-OPERATED DOOR. PROVIDE POLE MOUNTED PUSH BOTTONS AT EXTERIOR OF DOOR PER PLAN. TYPE D2 EXTERIOR SINGLE SWING DOOR WOOD PANEL, UPPER LITE PE R S C H E D U L E DO O R H E I G H T 1' - 5 " PE R S C H E U D L E DO O R H E I G H T 1' - 3 " 9" 9" 1' - 4 " 9"9"9"9" 3' - 5 " 6" 6" 2' - 0 " 6" 1' - 0 " 6" NOTE: TYP DIMENSIONS FOR PANEL DOOR TYPES B, C & D LO C A T E D B E T W E E N 3 4 " - 4 4 " OP E R A B L E D O O R H A R D W A R E 9"9" 9" 1' - 0 " 1' - 7 " 9" 6' - 8 " M I N . DOOR GENERAL NOTES 8 A5.00 HW #1 (LARGE DOUBLE DOORS) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 6 HINGE CUSTOM HEAVY DUTY METAL T HINGE - TBD TO MATCH HISTORIC PHOTO 2 PULL PLATE - INSIDE TBD 1 DEADBOLT TBD 1 SET SEALS TBD 1 MEETING STILE SEAL TBD 1 KICKPLATE - INSIDE TBD 1 CANE BOLTS TBD 1 THRESHOLD AS DETAILED NOTE: 1. CONTRACTOR TO SUBMIT DOOR HARDWARE THAT IS APPRPRIATE FOR THE SCALE OF THESE DOORS. PROVIDE SHOP DRAWINGS AND HARDWARE SPCIFICATIONS PRIOR TO FABRICATION. 2. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD WITH ARCHITECT PRIOR TO INSTALLATION. 3. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #2 (MAIN ENTRY DOOR - LOW ENERGY POWER OPERATED) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LOCKSET / PANIC BAR 5575-L06 ELECTRIFIED 613 VON 1 POWER OPERATOR 4642 LCN 1 ACTUATOR BUTTON HI/LOW POST MOUNTED - TBD 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 DOOR BOTTOM 364LS Z49 AA ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. PROVIDE LOW VOLTAGE AND HARDWARE REQUIRED FOR LOW-ENERGY POWER OPERATOR. HI/LOW PUSH BUTTON OPERATOR POST MOUNTED PER PLAN. 2. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD WITH ARCHITECT PRIOR TO INSTALLATION. 3. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #3 (EXTERIOR - STAFF) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LEVER LOCKSET ND50 RHO 613 SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 DOOR BOTTOM 364LS Z49 AA ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD WITH ARCHITECT PRIOR TO INSTALLATION. 2. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #4 (EXTERIOR EXIT DOOR) PH QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LOCKSET 5575-L06 613 VON 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 DOOR BOTTOM 364LS Z49 AA ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD WITH ARCHITECT PRIOR TO INSTALLATION. 2. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. MANUFACTURERS ABBREVIATIONS: ARC = ARCADIA ALUMINUM STOREFRONT DOOR HARDWARE IVE = IVES HINGES & DOOR STOPS LCN = LCN DOOR CLOSER TRI=TRIMCO PUSH/PULL SCH = SCHLAGE LOCK CO. LOCKS, LATCHES AND CYLINDERS ZER = ZERO INTERNATIONAL THRESHOLDS, SET SEALS AND DOOR SWEEPS HARDWARE GROUPS HW #5 (EXTERIOR - STAFF, CARD READER) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LEVER LOCKSET AD-400 RHO 643e SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 DOOR BOTTOM 364LS Z49 AA ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. PROVIDE LOW VOLTAGE TO THIS DOOR FOR CARD READER ACCESS CONTROL. CONFIRM ACCESS CONTROL SYSTEM CONNECTS TO EXISTING ACCESS CONTROL SYSTEM. 2. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. 3. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #6 (INTERIOR - MULTI-PURPOSE DOUBLE DOOR) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 6 HINGE 5BB1 640 IVE 1 LEVER LOCKSET ND70 RHO 613 SCH 2 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 2 FLOOR STOP FS439 704 IVE 2 SET SEALS 488-S x 3M x MITRED TBD ZER 1 MEETING STILE SEAL 56/156 D ZER 2 DOOR SHOE 254 A ZER 2 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. 2. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #7 (INTERIOR - MULTI-PURPOSE SINGLE DOOR) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LEVER LOCKSET ND70 RHO 613 SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 DOOR SHOE 254 A ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. 2. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #8 (PUBLIC RESTROOM) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 PUSH PLATE 8200 613 IVE 1 PULL PLATE 8302 613 IVE 1 DEADBOLT B561 613 SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE 1 THRESHOLD AS DETAILED NOTE: 1. COORDINATED MOUNTING HEIGHTS OF PUSH/PULL PLATE AND CYLINDER WITH REQUIRED ACCESSIBILITY MOUNTING HEIGHTS, PROVIDE SHOP DRAWINGS PRIOR TO FABRICATION. 2. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. 3. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #9 (INTERIOR - STAFF, CARD READER) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LEVER LOCKSET AD-400 RHO 643e SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. PROVIDE LOW VOLTAGE TO THIS DOOR FOR CARD READER ACCESS CONTROL. CONFIRM ACCESS CONTROL SYSTEM CONNECTS TO EXISTING ACCESS CONTROL SYSTEM. 2. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. 3. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. HW #10 (JANITOR) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LEVER LOCKSET ND80 RHO 613 SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE NOTE: 1. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. 2. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. HW #11 (STAFF RESTROOM) QTY DESCRIPTION CATALOG NUMBER FINISH MFR 3 HINGE 5BB1 640 IVE 1 LEVER LOCKSET ND40 RHO W/ INDICATOR 613 SCH 1 CLOSER 4110-3049EDA-72MC, DEL, AVB 616 LCN 1 FLOOR STOP FS439 704 IVE 1 SET SEALS 488-S x 3M x MITRED TBD ZER 1 KICKPLATE 8400 12" X FULL DOOR B-CS 613 IVE 1 THRESHOLD AS DETAILED NOTE: 1. COORDINATE LOCATION OF FLOOR STOP IN THE FIELD W ITH ARCHITECT PRIOR TO INSTALLATION. 2. COORDINATE KEYING WITH BUILDING OWNERS' MASTER KEY SYSTEM. Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 3/8" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 2 : 3 2 P M A6.00 DOOR & WINDOW SCHEDULE 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 DOOR SCHEDULE DO O R # LOCATION SCOPE / PHASE TY P E DOOR MEASUREMENTS HA R D W A R E G R O U P PA N I C H A R D W A R E DOOR FRAME DETAIL REMARKSRO O M # NAME WI D T H HE I G H T TH I C K N E S S MATERIAL FRAME GL A Z I N G MATERIAL FINISH HE A D JA M B TH R E S H O L D 01 02 MULTI-PURPOSE ROOM A (N) EXTERIOR DOOR / (E) OPENING F 10' - 6" 10' - 6" 2" WD PT GL-1 WD PT 13C/A5.06 CUSTOM DOOR TO MATCH HISTORIC. TRUE DIVIDED LITES. DECORATIVE IRON BARN DOOR HINGES. REFER TO REMARK # 4,6 02 02 MULTI-PURPOSE ROOM A (N) EXTERIOR DOOR / (E) OPENING F 10' - 6" 10' - 6" 2" WD PT GL-1 WD PT 13C/A5.06 CUSTOM DOOR TO MATCH HISTORIC. TRUE DIVIDED LITES. DECORATIVE IRON BARN DOOR HINGES. REFER TO REMARK # 4,6 03 01 ENTRY / CHECK IN OFFICE (N) EXTERIOR DOOR / (E) OPENING E 3' - 6" 6' - 8" 1 3/4" YES WD PT - WD PT 13D/A5.06 CUSTOM WOOD PANEL + GLASS DOOR TO MATCH HISTORIC. REPAIR CONCRETE THRESHOLD. REFER TO REMARK # 13 04 01 ENTRY / CHECK IN OFFICE (N) EXTERIOR DOOR / (E) OPENING D1 3' - 0" 6' - 8" 1 3/4" WD PT GL-1 WD PT 13D/A5.06 CUSTOM WOOD PANEL + 3 OVER 3 TRUE DIVIDED LITE GLASS DOOR TO MATCH HISTORIC. OVERHEAD OPERABLE TRANSOM. REPAIR CONCRETE THRESHOLD. 05 04 HALLWAY (N) EXTERIOR DOOR / (E) OPENING D1 3' - 0" 6' - 8" 1 3/4" YES WD PT GL-1 WD PT 13C/A5.06 CUSTOM WOOD PANEL + 3 OVER 3 TRUE DIVIDED LITE GLASS DOOR TO MATCH HISTORIC. OVERHEAD OPERABLE TRANSOM. REPAIR CONCRETE THRESHOLD. 06 05 TRAINING ROOM C DEMO & INFILL - 3' - 0" 6' - 8" 1" - -- - - - - - OPENING NOT ORIGINAL TO BUILDING 07 10 OFFICE AND BREAKROOM (N) EXTERIOR DOOR / (E) OPENING D2 3' - 0" 6' - 8" 1 3/4" WD PT GL-1 WD PT 13C/A5.06 CUSTOM WOOD PANEL + 3 OVER 3 TRUE DIVIDED LITE GLASS DOOR TO MATCH HISTORIC. OVERHEAD OPERABLE TRANSOM. DEMO (E) CONCRETE THRESHOLD. REFER TO REMARK #12. 08 11 RESTROOM REMOVE & SALVAGE - 3' - 0" 6' - 8" 1 3/4" - -- - - - - - INFILL, REFER TO WINDOW SCHEDULE 09 07 WOMENS REMOVE & SALVAGE - 3' - 0" 6' - 8" 1 3/4" - - - -- - - - INFILL, REFER TO WINDOW SCHEDULE 11 01 ENTRY / CHECK IN OFFICE NEW - INTERIOR A2 4' - 0" 0" - - - - - 13A/A5.06 ARCHED OPENING, REFER TO INTERIOR ELEVATIONS 12 03 TRAINING ROOM B NEW - INTERIOR C1 6' - 0" 6' - 8" 1 3/4" WD PT GL-1 WD PT 10/A5.06 9/A5.06 13A/A5.06 REFER TO REMARKS #11 13 04 HALLWAY NEW - INTERIOR A2 4' - 0" 6' - 8" - - - WD PT - - 13A/A5.06 14 05 TRAINING ROOM C NEW - INTERIOR B2 3' - 0" 6' - 8" 1 3/4" WD PT GL-1 WD PT 10/A5.06 9/A5.06 13A/A5.06 REFER TO REMARKS #11 15 06 HALLWAY NEW - INTERIOR A2 4' - 6" 6' - 8" - - - WD PT - - 13A/A5.06 16 07 WOMENS NEW - INTERIOR B1 3' - 0" 6' - 8" 1 3/4" WD PT -WD PT 10/A5.06 9/A5.06 13B/A5.06 REFER TO REMARKS #11 17 09 MENS NEW - INTERIOR B1 3' - 0" 6' - 8" 1 3/4" WD PT - WD PT 10/A5.06 9/A5.06 13B/A5.06 REFER TO REMARKS #11 18 10 OFFICE AND BREAKROOM NEW - INTERIOR B3 3' - 0" 6' - 8" 1 3/4" WD PT GL-1 WD PT 10/A5.06 9/A5.06 13A/A5.06 REFER TO REMARKS #11, 12 19 10 OFFICE AND BREAKROOM NEW - INTERIOR A1 3' - 0" 6' - 8" - - - - - 13A/A5.06 20 12 JANITOR NEW - INTERIOR B1 3' - 0" 6' - 8" 1 3/4" WD PT - WD PT 10/A5.06 9/A5.06 13A/A5.06 REFER TO REMARKS #11 21 11 RESTROOM NEW - INTERIOR B1 2' - 10" 6' - 8" 1 3/4" WD PT - WD PT 10/A5.06 9/A5.06 13B/A5.06 REFER TO REMARKS #11 DOOR TYPES ARCHED N/A - - - - ARCHED ARCHED No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 NOTE: WINDOW SCHEDULE MOVED TO SHEET A6.02 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 4/ 7 / 2 0 2 5 9 : 2 2 : 3 5 P M A6.01 EXISTING WINDOW INVENTORY 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1 WINDOW 01 + DOOR 03 - ENTRY2WINDOW 02 + DOOR 04 - SIDE ENTRY3WINDOW 03 + WINDOW 044WINDOW 05 + WINDOW 06 5 WINDOW 07+08+09+106WINDOW 11+12+137WINDOW 148WINDOW 15 9 WINDOW 16 - ORIGINAL OPENING, NEW WINDOW10 WINDOW 1711 WINDOW 19 + DOOR 0812 WINDOW 21+22+23+24 13 WINDOW 25 - ARCHED WINDOW WITH STEEL DIVIDED LITES SALVAGE & REUSE TRANSOM & HARDWARE INTERIOR SILL & APRON MISSING CASING CROWN MISSING AT DOOR & WINDOW CONCRETE THRESHOLD DAMAGED WINDOWS & CASING DAMAGED BEYOND REPAIR FROM FIRE. INSTALL NEW TO MATCH ORIGINAL. ORIGINAL CASING, CROWN, SILL & APRON INTACT. ORIGINAL WINDOW FRAMES & HARDWARE INTACT. REMOVE BROKEN GLASS AND INSTALL NEW. RESTORE WINDOW, CASING, & HARDWARE ORIGINAL WINDOW HAS BEEN REMOVED. INSTALL NEW WINDOW TO MATCH EXISTING OPENING. REPAIR (E) CASING TO MATCH INSTALL NEW GLASS TO MATCH ORIGINAL WHERE MISSING. NEW APRON TO MATCH ORIGINAL SALVAGE ORIGINAL HARDWARE AT OPERABLE CASEMENT INSTALL NEW CASING CROWN WINDOWS TO BE RELOCATED. SALVAGE FRAMES, CASING, & HARDWARE INSTALL NEW APRONS WINDOWS DAMAGED BEYOND REPAIR. INSTALL NEW TO MATCH ORIGINAL. SALVAGE & REUSE TRANSOM & HARDWARE RESTORE (E) WINDOW. INSTALL NEW APRON WINDOW DAMAGED BEYOND REPAIR. REBUILD WINDOW TO MATCH ORIGINAL. SALVAGE & REUSE EXISTING SILL & APRON & CASING. MISSING CROWN CASING. WINDOWS DAMAGED IN FIRE. REBUILD WINDOWS & CASING TO MATCH ORIGINAL IF NOT SALVAGABLE. MISSING CASING CROWN & APRON. DOOR, WINDOWS & CASING DAMAGED BEYOND REPAIR FROM FIRE. INSTALL NEW TO MATCH ORIGINAL. WINDOWS DAMAGED BEYOND REPAIR. REBUILD WINDOWS & CASING TO MATCH ORIGINAL. WINDOW MAY BE DAMAGED BEYOND REPAIR. REBUILD WINDOWS & CASING TO MATCH ORIGINAL IF NOT SALVAGABLE. DAMAGED CASING & MISSING CASING CROWN. DOOR TO BE INFILLED. SALVAGE TRANSON FRAME & CASING IF POSSIBLE. WINDOW & CASING, SILL, APRON, & CROWN INTACT. RESTORE & REUSE. WINDOW & CASING, SILL, & CROWN INTACT. RESTORE & REUSE. RESTORE MISSING APRONS. 13 WINDOW 26- OVER HEAD FRONT ENTRY WITH GRILLE No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 TYPE A FIXED REMARKS 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. TYPE B DOUBLE HUNG TYPE C DOUBLE HUNG WITH TRANSOM TYPE D FIXED ARCHED NOTE: WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. ANY EXISTING DETAIL OR FEATURE INCLUDING PROFILES, WINDOW LUGS, HARDWARE, ETC IS TO BE RESTORED AND REUSED IF INTACT OR RECREATED TO MATCH ORIGINAL IF MISSING. GLAZING AT WINDOWS TO BE TRUE DIVIDED LITES WHERE OCCURS. LABEL, BUNDLE, & BAG ALL SALVAGED HARDWARE TO CORRESPOND TO DOOR SCHEDULE. STRIP & CLEAN SALVAGED HARDWARE AS NEEDED FOR REUSE. REFER TO SHEET A6.01 EXISTING WINDOW INVENTORY FOR ADDITIONAL REFERENCE. ALL WINDOWS TO HAVE INTERIOR MOUNTED MANUAL ROLLER SHADES. TYPE E CASEMENT WINDOW FRAME DAMAGED BEYOND REPAIR. REBUILD TO MATCH ORIGINAL. CASING DAMAGED BEYOND REPAIR. REBUILD TO MATCH ORIGINAL. SALVAGE & REUSE (E) HARDWARE. MATCH ORIGINAL WHERE MISSING. NEW WINDOW TO MATCH ORIGINAL IN (E) OPENING. IF MATERIAL IS SALVAGEABLE. RELOCATE AS NOTED ON PLANS & ELEVATIONS. NOTIFY ARCHITECT AND OWNER IF FRAMES OR CASING CANNOT BE REUSED. SALVAGE AND RESTORE INTACT ORIGINAL MATERIAL. NOTIFY ARCHITECT IF SPECIFIC COMPONENTS CANNOT BE REUSED. INSTALL NEW CROWN CASING TO MATCH ORIGINAL WHERE MISSING. INSTALL NEW APRON TO MATCH ORIGINAL WHERE MISSING. REMOVE ALL CRACKED AND BROKEN GLASS AND INSTALL NEW . REPAIR CASING TO MATCH ORIGINAL. TYPE F FIXED DIVIDED LITES TYPE G ARCHED FRONT WINDOW DOOR PER SCHEDULE GLAZING 1. PROVIDE SAFETY GLAZING / TEMPERED GLASS PER CBC 2406 AT THE FOLLOWING HAZARDOUS LOCATIONS: A. ALL GLAZING IN FIXED AND OPERABLE PANELS OF DOORS B. ALL GLAZING WITHIN 24" OF AN ADJACENT DOOR WINDOW TYPES Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 3/8" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 2 : 3 6 P M A6.02 WINDOW SCHEDULE 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 WINDOW SCHEDULE WI N D O W # LOCATION SCOPE / PHASE TY P E WINDOW MEASUREMENTS FRAME GL A Z I N G DETAIL REMARKSRO O M # NAME WI D T H HE I G H T SI L L H E I G H T MATERIAL FINISH HE A D JA M B SI L L 1 (N) WINDOW / (E) OPENING G 8' - 8" 7' - 0" WD PT GL-1 CUSTOM FIXED GLAZING TO MATCH HISTORICAL DRAWINGS. REFER TO REMARK #: 1, 2,3,4 2 01 ENTRY / CHECK IN OFFICE (N) WINDOW / (E) OPENING B 3' - 0" 5' - 1" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 1,2,3,4 3 03 TRAINING ROOM B (E) WINDOW / RELOCATE & RESTORE B 3' - 0" 5' - 1" 4' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,5,6,7,8,9 4 03 TRAINING ROOM B (E) WINDOW / RELOCATE & RESTORE B 3' - 0" 5' - 1" 4' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,5,6,7,8,9 5 03 TRAINING ROOM B (N) WINDOW / (E) OPENING B 2' - 8" 5' - 1" 4' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 1,2,3,4 6 03 TRAINING ROOM B (N) WINDOW / (E) OPENING B 2' - 8" 5' - 1" 4' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 1,2,3,4 7 04 HALLWAY (E) WINDOW / RELOCATE & RESTORE E 1' - 6" 3' - 0" 4' - 1" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,5,6,7,8,9 8 (E) WINDOW / RELOCATE & RESTORE B 2' - 0" 5' - 1" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,5,6,7,8,9 9 (E) WINDOW / RELOCATE & RESTORE B 2' - 0" 5' - 1" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,5,6,7,8,9 10 04 HALLWAY (E) WINDOW / RELOCATE & RESTORE E 1' - 6" 3' - 0" 4' - 1" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,5,6,7,8,9 11 05 TRAINING ROOM C (E) WINDOW / RESTORE C 3' - 0" 4' - 6" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 3,6,7,8,9 12 05 TRAINING ROOM C (N) WINDOW / (E) OPENING C 3' - 0"4' - 6" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 1,2,3,4 13 05 TRAINING ROOM C (N) WINDOW / (E) OPENING C 3' - 0"4' - 6" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #: 1,2,3,4 14 10 OFFICE AND BREAKROOM (E) WINDOW / RESTORE B 2' - 0" 4' - 6" 3' - 7" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 ORIGINAL WINDOW AND CASING INTACT. REFER TO REMARK #: 6, 9 15 (N) WINDOW / (E) OPENING B 3' - 0" 5' - 1" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 ORIGINAL SILL, CASING, & APRON INTACT. REFER TO REMARK #: 1,3,4,7,9 16 10 OFFICE AND BREAKROOM (N) WINDOW / (E) OPENING A 1' - 6" 3' - 0" 5' - 1" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 ORIGINAL WINDOW LOCATION PREVIOUSLY INFILLED. 17 10 OFFICE AND BREAKROOM (E) WINDOW / RELOCATE & RESTORE B 2' - 6" 5' - 1" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK #5, 6, 7,9,10 18 11 RESTROOM NEW F 3' - 0" 2' - 6" 5' - 7" WD PT GL-2 3/A5.06 3/A5.06 2/A5.06 NEW WINDOW IN (E) OPENING 19 09 MENS DEMO B 3' - 0" 5' - 1" 3' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 SALVAGE PARTS IF POSSIBLE FOR REUSE ELSEWHERE. REFER TO REMARK #6. 19.1 09 MENS NEW F 3' - 0" 2' - 6" 5' - 7" WD PT GL-2 3/A5.06 3/A5.06 2/A5.06 NEW WINDOW IN (E) OPENING 20 07 WOMENS NEW F 3' - 0" 2' - 6" 5' - 7" WD PT GL-2 3/A5.06 3/A5.06 2/A5.06 NEW WINDOW IN (E) OPENING 21 02 MULTI-PURPOSE ROOM A (E) WINDOW / RESTORE B 3' - 0" 5' - 1" 5' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK # 3,6,8,9 22 02 MULTI-PURPOSE ROOM A (E) WINDOW / RESTORE B 3' - 0" 5' - 1" 5' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK # 3,6,8,9 23 02 MULTI-PURPOSE ROOM A (E) WINDOW / RESTORE B 3' - 0" 5' - 1" 5' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK # 3,6,8,9 24 02 MULTI-PURPOSE ROOM A (E) WINDOW / RESTORE B 3' - 0" 5' - 1" 5' - 0" WD PT GL-1 3/A5.06 3/A5.06 2/A5.06 REFER TO REMARK # 3,6,8,9 25 02 MULTI-PURPOSE ROOM A (E) WINDOW / RESTORE D 2' - 6" 6' - 4" 4' - 10" WD/ST PT GL-1 - - - STEEL DIVIDED LITE WINDOW IN WOOD FRAME. REFER TO REMARK # 8,9,10 26 (N) WINDOW / (E) OPENING F 3' - 8" 3' - 0" 11' - 11 1/8" WD PT GL-2 RESTORE METAL DECORATIVE GRILLE. REFER TO REMARK #101ENTRY / CHECK IN OFFICE 6' -1" 6' -1" 6' -1" 01 ENTRY / CHECK IN OFFICE 2' - 10" No. Description Date BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 REF. 1006 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF TRAINING ROOM B 03 95 SF HALLWAY 04 375 SF TRAINING ROOM C 05 HALLWAY 06 162 SF WOMENS 07 139 SF MENS 09 273 SF OFFICE AND BREAKROOM 10 56 SF RESTROOM 11 15 SF JANITOR 12 03-04 FINISH NOTES 1. ALL INTERIOR FINISHES SELECTED SHALL CONFORM TO THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE, CHAPTER 8 AND THE 2019 CALIFORNIA GREEN BUILDING STANDARDS CODE, CHAPTER 5. INTERIOR WALL AND CEILING FINISHES SHALL BE CLASSIFIED AS CLASS C. 2. TOILET AND JANITORIAL ROOM FLOOR FINISH MATERIAL SHALL HAVE A SMOOTH, HARD, NON-ABSORBENT SURFACE. INTERSECTION OF FLOORS WITH WALLS SHALL HAVE A SMOOTH, HARD, NON-ABSORBENT VERTICAL BASE THAT EXTENDS UPWARD ONTO WALLS NOT LESS THAN 4" CBC SECTION 1210.2.1 3. WALLS AND PARTITIONS WITHIN 2'-0" OF SERVICE SINKS, URINALS AND WATER CLOSETS SHALL HAVE A SMOOTH, HARD, NON-ABSORBENT SURFACE WHICH EXTENDS UPWARD ONTO WALLS NOT LESS THAN 4'-0". CBC SECTION 1210.2.2 4. SUBSTITUTIONS, REVISIONS OR CHANGES MUST HAVE APPROVAL OF ARCHITECT PRIOR TO PURCHASE AND INSTALLATION. 5. ALL PAINTED GYP. BD. SURFACES TO HAVE LIGHT STIPPLE FINISH, U.O.N. ALL GYP. BD. SURFACES TO RECEIVE WALL COVERING SHALL HAVE MINIMUM LEVEL 5 SMOOTH FINISH. ALL WALL COVERING TO BE FROM THE SAME PRODUCTION RUN OR DYE LOT. 6. ALL PAINT FINISHES TO HAVE UNDERCOAT AND ONE OR MORE COLOR COATS AS REQUIRED BY SPECIFICATION FOR COMPLETE AND CONSISTENT COVERAGE. PROVIDE 8-1/2" X 11" PAINT BRUSHOUT FOR DESIGNER'S APPROVAL. 7. ALL WALLS AND LOW PARTITIONS TO BE FINISH PT-1 U.O.N. 8. VERIFY WITH ARCHITECT AT BEGINNING OF PROJECT WHICH ELEMENTS ARE TO BE PAINTED. 9. EXISTING CONCRETE SLAB SHALL BE PREPARED AND SEALED FROM MOISTURE PER MANUFACTURER'S WRITTEN INSTRUCTIONS. 10. FLOAT ALL AREA WHERE FLOOR IS NOT LEVEL OR TRUE PRIOR TO FLOOR INSTALLATION. 11. CARPET CONTRACTOR MUST VERIFY EXISTING FLOOR CONDITIONS PRIOR TO INSTALLATION. 12. ALL CARPET INSTALLED SHALL COMPLY WITH CBC SECTION 11B-302.2. ALL CARPET TO BE FROM THE SAME DYE LOT IN OPEN OR HIGH VISIBILITY AREAS. 13. PROVIDE APPROPRIATE FLOOR TRANSITIONS BETWEEN DIFFERING FLOOR TREATMENTS. PROVIDE SCHLUTER TRANSITION STRIPS WHERE TILE BUTTS A FLOOR FINISH IN A MANNER OTHER THAN FLUSH. USE VINYL TRANSITION STRIPS WHERE CARPET MEETS VCT, SHEET GOODS OR CONCRETE. 14. PROVIDE & INSTALL ALL FLOORING IN ACCORDANCE W/ MANUFACTURER'S WRITTEN INSTRUCTIONS. KEYNOTES LEGEND FINISH DESIGNATION. REFER TO FINISH LEGEND FOR FINISH SPECIFICATIONS DIRECTION OF PATTERN / LINES OF FLOORING XXXX ACOUSTICAL CEILING TILE ACT1 ARMSTRONG LYRA PB, 24" X 24" OFFICE AND KITCHEN CIELING GRID WHITE CERAMIC TILE (INCLUDING PORCELAIN) CT1 DAL-TILE COLOR WHEEL CLASSIC RESTROOM WALL TILE 6X6, IN RUNNING BOND PATTERN FIELD COLOR: MATTE ARCTIC WHITE 0790 3X6 COVE BASE CT2 2" x 2" MOSAIC PATTERN RESTROOM FLOOR TILE DAL-TILE KEYSTONES FIELD COLOR: CASTLEROCK (GROUP 3) D618 GLAZING GL-1 SINGLE PANE, LOW E COATED, TYPICAL WINDOW AND DOOR GLAZING REFER TO SPECS. GL-2 SINGLE PANE, LOW E COATED, FROSTED RESTROOM WINDOWS REFER TO SPECS PARTITION BOBRICK SIERRA SERIES (SCRC), SOLID COLOR RESTROOM TOILET PARTITIONS REINFORCED COMPOSITE VANDAL-RESISTANT OVERHEAD BRACED COLOR: FOREST GREEN SC04 STANDARD HARDWARE, INCLUDE HEAVY DUTY FULL HEIGHT STEEL BRACKETS, OCCUPANCY INDICATOR LATCH AND GAP FREE DOORS AND STILES PAINT PT1 COLOR TBD EXTERIOR PLASTER WALLS PT2 COLOR TBD EXTERIOR PLASTER ACCENT 1 (UPPER PLASTER) PT3 COLOR TBD EXTERIOR PLASTER ACCENT 2 (BASE) PT4 COLOR TBD (GREEN)EXTERIOR WOOD, TYPICAL (TRIM AND FRAMES) PT5 COLOR TBD (LIGHT GREEN)EXTERIOR WOOD, ACCENT (TRIM AND FRAMES) PAINT (CONTINUED): PT6 COLOR TBD (RED)EXTERIOR WOOD DOORS, TYPICAL PT7 COLOR TBD (ROSE)EXTERIOR WOOD, ACCENT (TRIM AND FRAMES) PT8 COLOR (LIGHT GREEN)EXTERIOR METAL PT10 COLOR TBD, EGGSHELL INTERIOR CEILINGS PT11 COLOR TBD, EGGSHELL INTERIOR WALLS, TYPICAL PT12 COLOR TBD, EGGSHELL INTERIOR WALLS, ACCENT PT13 COLOR TBD, SEMI GLOSS INTERIOR WOOD (WINDOWS, DOORS, TRIM) SOLID SURFACE MATERIAL SSM1 CORIAN RESTROOM COUNTERTOPS COLOR: DOMINO TERRAZZO (GROUP 12) SSM2 CORIAN BREAK ROOM COUNTERTOPS COLOR: CAMEO WHITE WALL BASE WB1 RUBBER COVE BASE, 4" TALL JANITORS COLOR TBD WB2 INTEGRAL CONCRETE COVE BASE, 6" TALL HALLWAY #06 COLOR TO MATCH (E) CONCRETE FLOOR WB3 CONCRETE TILE BASE, 7 1/4" TALL x 2 3/4" MULTI-PURPOSE ROOM A PACIFIC STONE, WB 135 SAND FINISH, COLOR TO MATCH (E) FLOOR WB4 SOLID WOOD BASE, 6" TALL ENTRY, HALLWAY #04, OFFICE, TRAINING ROOM B & C PAINT GRADE WOOD WD1 SOLID WOOD TRIM, PAINT GRADE ALL INTERIOR TRIM WD2 CASEWORK, PAINT GRADE ALL CASEWORK Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP 1/4" = 1'-0" 4/ 7 / 2 0 2 5 9 : 2 2 : 3 8 P M A6.10 FINISH PLAN & SCHEDULE 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"A6.10 1 FLOOR PLAN - FINISH PLAN COLORS, MATERIALS AND FINISHES FINISH SCHEDULE ROOM FLOOR BASE A - NORTH WALL B - EAST WALL C - SOUTH WALL D - WEST WALL CEILING REMARKSNO. NAME MATERIAL FINISH MATERIAL MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH 01 ENTRY / CHECK IN OFFICE (E) CONC WB4 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 02 MULTI-PURPOSE ROOM A (E) CONC WB3 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 03 TRAINING ROOM B (E) CONC WB4 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 04 HALLWAY (E) CONC WB4 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 05 TRAINING ROOM C (E) CONC WB4 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 06 HALLWAY CONC WB2 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 07 WOMENS CT CT2 CT1 CT CT1 CT CT1 CT CT1 CT CT1 GYP BD PT10 08 JAN. (E) CONC WB1 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 - - 09 MENS CT CT2 CT1 CT CT1 CT CT1 CT CT1 CT CT1 GYP BD PT10 10 OFFICE AND BREAKROOM (E) CONC WB4 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 ACT ACT1 11 RESTROOM CT CT2 CT1 CT CT1 CT CT1 CT CT1 CT CT1 GYP BD PT10 12 JANITOR (E) CONC WB4 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT11 GYP BD PT10 03-04 CLEAN AND POLISH (E) CONCRETE FLOOR. EXISTING SCORING TO REMAIN. No. Description Date 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 ALLEY ℄ NON-ORIGINAL CARPORT/ ENCLOSURE = 964 SQFT. HISTORIC BUILDING = 3263 SQFT. (E) RESIDENCE (E) RESIDENCE (E) RESIDENCE PROPERTY LINE PROPERTY LINE PR O P E R T Y L I N E PROPERTY LINE 02-32 TYP. 02-31 02 -39 TYP. 02-33 TYP. 02-36 TYP. 02-01 02-34TYP. 02-33 TYP. 02-34 TYP. 02-33 02-38 02-38 02-38 02-37 TYP. 02-36 02-37 TYP. 02-36 02-35 02-40 02-42 02-4402-44 02-43 02-4102-54 02-54 02-52 TYP. 02-53 TYP. 02-53 02-51 3' - 0" 24' - 10" 34' - 2" 7' - 10" SITE DEMO GENERAL NOTES 1. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT ALL (E) MATERIALS AND FINISHES TO REMAIN FROM DAMAGE DURING THE DEMO WORK. WHERE DEMOLITION WORK HAS OCCURRED AND DAMAGED HAS RESULTED, THE CONTRACTOR SHALL REPLACE DAMAGED MATERIALS AND FINISHES WITH NEW SIMILAR MATERIALS. 2. REMOVE ALL OBSOLETE EQUIPMENT, PANELS, CONDUIT AND PIPING. ALL UTILITIES SHALL BE REMOVED TO AS FAR BACK TO THEIR ORIGIN AS POSSIBLE. ALL UTILITIES SHALL BE PROPERLY CAPPED AT THEIR TERMINATION. 3. WHERE EXISTING WALL FRAMING OR PARTITIONS ARE SHOWN TO BE REMOVED, CONTRACTOR TO REMOVE/CAP ALL CONCEALED UTILITIES IN PREPARATION OF NEW CONSTRUCTION. 4. REFER TO HAZMAT REPORT FOR LOCATIONS REQUIRING ABATEMENT AND REMOVAL. IF CONTRACTOR ENCOUNTERS MATERIAL IN AN AREA BEYOND THE SAMPLE AREAS THAT IS DIFFERENT THAN MATERIAL FOUND IN THE SURVEY, NOTIFY ARCHITECT, OWNER, AND HAZARDOUS MATERIAL CONSULTANT IMMEDIATELY FOR CONSULTATION PRIOR TO REMOVAL. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. FOR WORK IN THE PUBLIC RIGHT OF WAY, INCLUDING BUT NOT LIMITED TO CURB, GUTTER, SIDEWALK, AND DRIVEWAY, CONTRACTOR SHALL MANAGE THE PROCESS FOR AN ENCROACHMENT PERMIT, INCLUDING BUT NOT LIMITED TO PERMITTING AND TRAFFIC CONTROL. DEMO PLAN LEGENDKEYNOTES EXISTING CONSTRUCTION TO BE DEMOLISHED EXISTING CONCRETE PAVING/PATHWAY TO BE DEMOLISHED PROPERTY LINE 02-0102-01 02-44 02-36 02-33 4' 0' 4' 8'12' Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 0 7 P M D0.00 DEMO SITE PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 3/16" = 1'-0"D0.00 1 SITE - EXISTING & DEMO 02-01 DEMO (E) NON-ORIGINAL CARPORT STRUCTURE AND SLAB 02-31 DEMO (E) CONCRETE DRIVEWAY 02-32 DEMO (E) DRIVE APPROACH, NEW APPROACH TO BE WIDENED, REFER TO CIVIL DWGS. 02-33 DEMO (E) CONCRETE PATH; DOCUMENT AND MARK DIMENSIONS AND CURVES FOR RECREATION AND REPLACEMENT OF (E) CONCRETE PATH PRIOR TO DEMO 02-34 DEMO (E) CONCRETE PAVING 02-35 (E) TREE AND ROOTS TO REMAIN, PROTECT IN PLACE; PROVIDE TREE PROTECTION FENCING AND CARE PER SPECIFICATIONS 02-36 DEMO (E) FENCEING ON ALL SIDES OF THE PROPERTY 02-37 DEMO (E) VEHICULAR GATE 02-38 DEMO (E) PEDESTRIAN GATE AND SUPPORTS 02-39 DEMO (E) SIDEWALK TO THE PROPERTY LINES, REFER TO CIVIL DWGS. 02-40 (E) STREET LIGHT TO REMAIN 02-41 (E) POWER POLE TO REMAIN 02-42 WATER SERVICE AND METER, REFER TO CIVIL DWGS. 02-43 DEMO (E) ABANDONED GAS METER 02-44 REMOVE (E) TREE STUMPS 02-51 SAWCUT, REFER TO CIVIL DRAWINGS 02-52 REMOVE (E) CURB AND GUTTER, REFER TO CIVIL DRAWINGS 02-53 CLEAR AND GRUB (E) LANDSCAPE 02-54 REMOVE (E) HOSE BIB, REMOVE PIPING AS FAR BACK TO ITS ORIGIN AS POSSIBLE & PROPERLY CAP PIPING TERMINATION 3" = 1'-0"D0.00 2 (E) CARPORT 3" = 1'-0"D0.00 3 (E) NORTH SIDE YARD No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 1 2 3 A B C D E F 02-02 TYP. 02-01 TYP. 02-04 TYP. 02-04 TYP. 02-04 TYP. 02-04 02-21 02-21 02-2102-21 TYP. 02-05 02-07 02-07 02-07 02-07 02-07 02-07 02-0702-07 02-0702-0702-0702-0702-0702-49 02-10 02-10 02-09 02-10 02-12 02-11 02-10 02-10 02-08 02-08 02-08 02-08 02-09 02-06 02-06 8" 15 ' - 8 " 25 ' - 0 " 1' - 3 " 42 ' - 7 " 72' - 5"18' - 10"34' - 0" 3' - 1 0 1 / 2 " 26 ' - 6 " 14 ' - 9 " 1"7' - 1"18' - 0"22' - 6"23' - 7"18' - 6"35' - 1 1/2" 2 D1.00 02-2002-23 02-24 02-22 3 D1.00 3 D1.00 10 ' - 0 " 02 -27 A2.001 A2.00 3 A2.01 1 02-46 02-46 TYP. 02-05 TYP. 02-05 .02-45 4 D1.00 5 D1.00 6 D1.00 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17192122232425 1 09 08 04 01 02 03 06 07 TYP. 02-05 02-50 DEMO PLAN GENERAL NOTES 1. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT ALL (E) MATERIALS AND FINISHES TO REMAIN FROM DAMAGE DURING THE DEMO WORK. WHERE DEMOLITION WORK HAS OCCURRED AND DAMAGED HAS RESULTED, THE CONTRACTOR SHALL REPLACE DAMAGED MATERIALS AND FINISHES WITH NEW SIMILAR MATERIALS. 2. REMOVE ALL OBSOLETE EQUIPMENT, PANELS, CONDUIT AND PIPING. ALL UTILITIES SHALL BE REMOVED TO AS FAR BACK TO THEIR ORIGIN AS POSSIBLE. ALL UTILITIES SHALL BE PROPERLY CAPPED AT THEIR TERMINATION. 3. WHERE EXISTING WALL FRAMING OR PARTITIONS ARE SHOWN TO BE REMOVED, CONTRACTOR TO REMOVE/CAP ALL CONCEALED UTILITIES IN PREPARATION OF NEW CONSTRUCTION. 4. REFER TO HAZMAT REPORT FOR LOCATIONS REQUIRING ABATEMENT AND REMOVAL. IF CONTRACTOR ENCOUNTERS MATERIAL IN AN AREA BEYOND THE SAMPLE AREAS THAT IS DIFFERENT THAN MATERIAL FOUND IN THE SURVEY, NOTIFY ARCHITECT, OWNER, AND HAZARDOUS MATERIAL CONSULTANT IMMEDIATELY FOR CONSULTATION PRIOR TO REMOVAL. 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. 6. ALL DOORS AND WINDOWS PLACEMENT IS SHOWN PER THE ORIGINAL DRAWINGS AND HAVE NOT BEEN VERIFIED FOR AS-BUILT LOCATIONS DUE TO THE SECURITY MEASURES IN PLACE ON THE EXTERIOR OF THE BUILDING. 7. DOORS HAVE BEEN REMOVED AND SOME WINDOW CASING REMAINS IN SOME OF THE WINDOWS. COMPLETE INTACT WINDOWS HAVE NOT BEEN VERIFIED DUE TO SECURITY MEASURES IN PLACE ON SITE. 8. WHERE DOORS AND WINDOWS ARE NO LONGER IN PLACE, NEW WOOD DOOR AND WINDOWS ARE TO BE INSTALLED TO MATCH ORIGINAL DRAWINGS. DEMO PLAN LEGENDKEYNOTES EXISTING CONSTRUCTION TO BE DEMOLISHED EXISTING STUD WALL TO REMAIN EXISTING SLAB TO BE DEMOLISHED PROPERTY LINE xx 00 WINDOW TAG, REFER TO SHEET A6.00 FOR WINDOW SCHEDULE DOOR TAG, REFER TO SHEET A6.00 FOR DOOR SCHEDULE DEMO ORIGINAL GENERATOR CONCRETE CURB DEMO (E) COLUMNS REMOVE OBSOLETE PLUMBING LINES REMOVE OBSOLETE PLUMBING LINES REMOVE OBSOLETE PLUMBING LINE AREA OF CONCRETE TO BE DEMO'D; REFER TO PLAN REMOVE OBSOLETE PLUMBING LINE AREA OF ORIGINAL FIREPLACE, (E) FRAMING TO BE MODIFIED; REFER TO STRUCTURAL DWGS. Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 1 2 P M D1.00 DEMO FLOOR PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 1/4" = 1'-0"D1.00 1 FLOOR PLAN - DEMO 0'8'4'4' 02-01 DEMO (E) NON-ORIGINAL CARPORT STRUCTURE AND SLAB 02-02 DEMO ORIGINAL GENERATOR CONCRETE CURB 02-04 (E) SCORED SLAB TO REMAIN; CLEAN, PATCH AND REPAIR TOPPING SLAB AS REQUIRED FOR SMOOTH FLOOR SURFACE, ASSUME 10% OF SLAB WILL NEED TO BE PATCHED; REFER TO FINISH PLAN FOR SCORED PATTERN 02-05 DEMO PORTION OF (E) CONCRETE SLAB; COORDINATE EXTENT OF DEMO WITH NEW PLUMBING LINE LOCATIONS, STRUCTURAL FOOTING WORK AND/OR DEPRESSED SLABS 02-06 DEMO INFILL AT ORIGINAL OPENINGS 02-07 (E) WINDOW TO BE RESTORED, PROTECT AS REQUIRED; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-08 (E) WINDOW TO BE REMOVED, SALVAGED AND REPOSITIONED, REFER TO THE ELEVATIONS AND WINDOW SCHEDULE FOR LOCATION; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-09 (E) WINDOW TO BE REMOVE AND SALVAGED FOR REINSTALLATION AT REAR ELEVATION, REFER TO THE ELEVATIONS AND WINDOW SCHEDULE FOR LOCATION; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION 02-10 (E) DOOR OPENING TO REMAIN, REFER TO A1.00 FOR NEW DOOR OR WINDOW REPLACEMENT 02-11 (E) NON-HISTORIC DOOR OPENING IN ORIGINAL WINDOW OPENING TO BE INFILLED 02-12 DEMO PORTION OF WALL FOR RELOCATED SALVAGED WINDOWS 02-20 (E) ORIGINAL WINDOW OPENING FRAMING TO REMAIN FOR RELOCATED WINDOW, ORIGINAL WINDOW MISSING 02-21 DEMO PORTION OF (E) CONCRETE SLAB AS REQUIRED FOR NEW STRUCTURAL FOOTING WORK 02-22 DEMO PORTION OF (E) CONCRETE SLAB REQUIRED TO REMOVE OBSOLETE PLUMBING LINES 02-23 DEMO OBSOLETE PLUMBING LINES WITHIN WALL CAVITY 02-24 DEMO (E) NON-STRUCTURAL METAL COLUMNS 02-27 ORIGINAL WOOD ARCHED WINDOW AND DOOR DAMAGED BEYOND REPAIR, REMOVE MATERIAL AND SALVAGE FOR REFERENCE; REBUILD NEW TO MATCH ORIGINAL 02-45 AREA OF ORIGINAL FIREPLACE, (E) FRAMING TO BE MODIFIED; REFER TO STRUCUTRAL DWGS. 12" = 1'-0"D1.00 2 (E) GENERATOR CURB 12" = 1'-0"D1.00 3 (E) PLUMBING AND COLUMNS 12" = 1'-0"D1.00 4 (E) PLUMBING DEMO 12" = 1'-0"D1.00 5 (E) PLUMBING DEMO 12" = 1'-0"D1.00 6 ORIGINAL FIREPLACE FRAMING 02-46 DEMO (E) OBSOLETE PLUMBING LINES IN THE (E) SLAB AND PROPERTLY CAPPED LINES AT THEIR TERMINATION; DEMO (E) CONCRETE SLAB AS REQUIRED FOR THIS WORK. 02-49 (E) WINDOW DAMAGED BEYOND REPAIR, REMOVE AND SALVAGE MATERIAL WHERE POSSIBLE; REFER TO A6.00 WINDOW SCHEDULE AND A6.01 WINDOW INVENTORY FOR ADDITIONAL DIRECTION. 02-50 DEMO WINDOW, SALVAGE FOR PARTS No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 ROOF GENERAL NOTES 1. IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT ALL (E) MATERIALS AND FINISHES TO REMAIN FROM DAMAGE DURING THE DEMO WORK. WHERE DEMOLITION WORK HAS OCCURRED AND DAMAGED HAS RESULTED, THE CONTRACTOR SHALL REPLACE DAMAGED MATERIALS AND FINISHES WITH NEW SIMILAR MATERIALS. 2. REMOVE ALL OBSOLETE EQUIPMENT, PANELS, CONDUIT AND PIPING. ALL UTILITIES SHALL BE REMOVED TO AS FAR BACK TO THEIR ORIGIN AS POSSIBLE. ALL UTILITIES SHALL BE PROPERLY CAPPED AT THEIR TERMINATION. 3. WHERE EXISTING WALL FRAMING OR PARTITIONS ARE SHOWN TO BE REMOVED, CONTRACTOR TO REMOVE/CAP ALL CONCEALED UTILITIES IN PREPARATION OF NEW CONSTRUCTION. 4. REFER TO HAZMAT REPORT FOR LOCATIONS REQUIRING ABATEMENT AND REMOVAL. IF CONTRACTOR ENCOUNTERS MATERIAL IN AN AREA BEYOND THE SAMPLE AREAS THAT IS DIFFERENT THAN MATERIAL FOUND IN THE SURVEY, NOTIFY ARCHITECT, OWNER, AND HAZARDOUS MATERIAL CONSULTANT IMMEDIATELY FOR CONSULTATION PRIOR TO REMOVAL 5. WHERE ORIGINAL MATERIALS REMAIN AND ARE SALVAGEABLE, ORIGINAL MATERIALS SHALL BE REPAIRED AS NEEDED. IF DETERIORATION IS BEYOND REPAIR OR ORIGINAL BUILDING FEATURES ARE MISSING, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION. DEMO ROOF PLAN LEGENDKEYNOTES DEMO (E) BUILDING DEMO (E) BUILT-UP ROOFING SYSTEM, REFER TO KEYNOTES FOR ADDITIONAL INFORMATION ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED, REFER TO KEYNOTES FOR ADDITIONAL INFORMATION (E) ROOF OPENING, REFER TO STRUCTURAL DRAWINGS FOR PATCH AND REPAIR 1 2 3 A B C D E F TYP. 02-01TYP. 02-13 TYP. 02-17 TYP. 02-17 TYP. 02-17 02-2502-25 02-26 02-16 02-26 TYP. 02-15 TYP. 02-15 TYP. 02-14 TYP. 02-14 02-19 02-19 2' - 1 " 15 ' - 8 " 1' - 6 " 23 ' - 6 " 1' - 3 " 24 ' - 9 " 19 ' - 3 " 19' - 3"54' - 7"18' - 10"34' - 0" 3' - 1 0 1 / 2 " 26 ' - 6 " 14 ' - 9 " 7"7' - 1"18' - 0"22' - 6"23' - 7"18' - 6"7" 18' - 11"71' - 11"34' - 6 1/2" RI D G E LEVEL LEVEL LE V E L DO W N DO W N DOWNDOWN DOWN DOWN 02-48 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE JD/AP As indicated 4/ 7 / 2 0 2 5 9 : 2 1 : 1 5 P M D1.10 DEMO ROOF PLAN 23004 CYPRESS CENTER RESTORATION CITY OF SANTA ANA 1/17/2025 625 S. CYPRESS AVE. SANTA ANA, CA 92701 0'8'4'4' 1/4" = 1'-0"D1.10 1 ROOF - DEMO 02-01 DEMO (E) NON-ORIGINAL CARPORT STRUCTURE AND SLAB 02-13 DEMO (E) BUILT-UP ROOFING SYSTEM DOWN TO SHEATHING AND REMOVE ALL ASSOCIATED FLASHING, PROTECT (E) SHEATHING IN PLACE; REFER TO A1.10 FOR ADDITIONAL SCOPE 02-14 ORIGINAL CLAY TILE ROOF TO BE SALVAGED, CLEANED AND RESTORED; PROTECT (E) SHEATHING IN PLACE; REFER TO A1.10 FOR ADDITIONAL SCOPE 02-15 ORIGINAL GUTTER TO BE SALVAGED, CLEANED AND RESTORED, GUTTER TO BE FREE OF DEBRIS AND ORGANIC MATERIAL; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE AND MEET THE SECRETARY OF THE INTERIOR'S STANDARDS FOR REHABILITATION 02-16 (E) CONDUCTOR HEAD AND DOWNSPOUT TO BE SALVAGED, CLEANED AND RESTORED; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-17 DEMO (E) PARAPET CAP 02-19 DEMO (E) ROOF DRAIN AND ASSOCIATED PLUMBING LINES 02-25 (E) UPPER DOWNSPOUT AND OVERFLOW SUPPER TO BE REMOVED; LOWER DOWNSPOUT AND CONDUCTOR HEAD ARE MISSING; ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-26 (E) UPPER DOWNSPOUT AND CONDUCTOR HEAD TO BE SALVAGED, CLEANED AND RESTORED; LOWER DOWNSPOUT IS MISSING; IF DETERIORATION IS BEYOND REPAIR, ALL NEW MATERIALS SHALL MATCH ORIGINALS AS CLOSE AS POSSIBLE 02-48 DEMO AREA OF (E) ROOF FOR NEW ROOF ACCESS HATCH; REFER TO STRUCTURAL DRAWINGS FOR FRAMING MODIFICATIONS 12" = 1'-0"D1.10 2 (E) ROOF CONDITIONS No. Description Date DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 OCFA SUBMITTAL 9/26/2024 BACKCHECK SET 1/17/2024 BACKCHECK SET_V2 4/8/2025 OUTSIDE DIAMETER PRESSURE TREATED SEE MECHANICAL DRAWINGS SEE CIVIL DRAWINGS SEE ARCHITECTURAL DRAWINGS TONGUE AND GROOVE TOP OF CONCRETE UNLESS OTHERWISE NOTED TOP OF SLAB/STEEL THRU THROUGH FLOORFLR. HDR. INT. HT. I.D. IN. HORIZ. GALV. G.L. GLB HD FTG. FT. GA. F.N. HEADER INSIDE DIAMETER INTERIOR HEIGHT HORIZONTAL INCH GLUED LAMINATED BEAM GALVANIZED GRID LINE HOLDOWN FOOTING FIELD NAILING FEET GAUGE V.I.F. VERIFY IN FIELD WITHOUT WOOD WEIGHT WORKING POINT WITH WT. W/O W.P. W/ WD. TYPICAL TOP OF VERTICAL U.O.N VERT. TYP. T.O.S. T.O.C T.O. DIAPH. E/S EXT. FIN. FDN. E/W EMB. EQUIV. E.N. EQ. (E) E/F E/E EL. EA. DWG. DN. DIM. COL. CONT. DBL. DET. DIA. Ø CONN. COND. CONC. COMP. BTWN. CLR. CNTR. CMU C.F. BOT. B.O. B.N. S.M.D DIAPHRAGM EACH SIDE EXTERIOR FOUNDATION EACH WAY FINISH EMBEDMENT EQUIVALENT EDGE NAILING EQUAL EXISTING EACH FACE EACH END ELEVATION EACH DRAWING DIMENSION DOWN STEEL STANDARD STIFFENER THICK TOP AND BOTTOM SYMMETRIC SHEAR WALL THREADED SYM. THR'D. THK. T&B T&G STIFF. STL. S.W. STD. SHEATHING SLAB ON GRADE SHEET SIMPSON SCHEDULE SIMILAR SPECIFICATIONS STAGGERED S.O.G. SPEC. STAG. SIM. SHTG. SCH. SIMP. SHT. COLUMN CONTINUOUS DOUBLE DIAMETER DETAIL CONNECTION CONDITION CONCRETE COMPACTED CONCRETE MASONRY UNIT BOUNDARY NAILING BETWEEN CENTER CUBIC FEET CLEAR BOTTOM BOTTOM OF PERP. PERPENDICULAR PLYWOOD REINFORCING REQUIRED REVISION REFERENCE REQ'D S.A.D. S.C.D. REV. PLYWD. REINF. P.T. REF. METAL ON CENTER OPPOSITE OPENING NEW NOT IN CONTRACT NOT TO SCALE PARALLEL O.C. OPNG. OPP. PAR. O.D. N.I.C. N.T.S MTL. (N) (A) ARCH. BM. BLKG. BLDG. (B) APPROX. A.B. ADJ. ADD'L ABOVE ARCHITECT BLOCKING BUILDING BEAM BELOW APPROXIMATE ADJACENT ANCHOR BOLT ADDITIONAL LB POUND LEVEL LONGITUDINAL LAG SCREW MINIMUM MECHANICAL MAXIMUM MACHINE BOLT MISCELLANEOUS MAX. MECH. MISC. MIN. M.B. L.S. LONG. LV. COLL.COLLECTOR P/T POST TENSIONED MICROLLAMML. PSL PARALLEL STRAND LUMBERCNTRSNK.COUNTER SUNK NORMAL WEIGHTN.W. SQUARESQ. TUBE STEELTS RELATIVE COMPACTIONR.C. C.J.CONSTRUCTION JOINT C.I.P.CAST IN PLACE HSS HOLLOW STRUCTURAL STEEL LIGHT WEIGHTL.W.A.F.F.ARCHITECTURAL FINISHED FLOOR TRANSVERSETRNSV. PLATE CENTERLINECL PL LONG LEG VERTICALLLV A.T.R.ALL THREAD ROD F.S.FAR SIDE H.D.G.HOT DIP GALVANIZED V.W.A. VERIFY WITH ARCHITECT NEAR SIDEN.S. LAMINATED VENEER LUMBERLVL SEE LANDSCAPE DRAWINGSS.L.D. N DET. NO/SHT. NO. 1 COL. S I Z E A A DWG. SHEET DWG. SHEET DWG. SHEET GRID LINE KEYNOTE TAG MATCHLINE ELEVATION REVISIONS COLUMN TAG NORTH ARROW SECTION SECTION DETAIL ELEVATION X Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 2/ 2 5 / 2 0 2 5 1 : 5 5 : 4 7 P M S0.00 COVER SHEET 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS SHEET LIST SHEET NUMBER SHEET NAME S0.00 COVER SHEET S0.01 GENERAL NOTES S0.02 GENERAL NOTES S0.04 SPECIAL INSPECTIONS & TESTING S0.11 LOADING PLANS S0.21 TYPICAL CONCRETE DETAILS S0.22 TYPICAL FOUNDATION DETAILS S0.23 TYPICAL WOOD DETAILS S0.24 TYPICAL WOOD DETAILS S0.31 TYPICAL WSWH DETAILS S1.01 FOUNDATION & FIRST FLOOR FRAMING PLAN S1.02 ROOF FRAMING PLAN S2.01 FOUNDATION & FIRST FLOOR DETAILS S2.02 FRAMING DETAILS S0.00 N.T.S. 1 ABBREVIATIONS S0.00 1/4" = 1'-0" 2 GENERAL SYMBOLS No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 0 P M S0.01 GENERAL NOTES 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 2 P M S0.02 GENERAL NOTES 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 STATEMENT OF SPECIAL INSPECTIONS 1. SPECIAL INSPECTIONS AND TESTS SHALL BE PERFORMED BY AN INDEPENDENT QUALIFIED INSPECTION AND/OR TESTING AGENCY APPROVED BY THE JURISDICTION FOR SUCH WORK,AND IN ACCORDANCE WITH CHAPTER 17 OF THE CODE. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS PERFORMED BY THE BUILDING OFFICIAL. 2. THE OWNER SHALL BE RESPONSIBLE FOR RETAINING THE SPECIAL INSPECTION AND/OR TESTING AGENCY. 3. THE SPECIAL INSPECTION AND/OR TESTING AGENCY SHALL KEEP RECORDS AND SUBMIT SPECIAL INSPECTION AND TEST REPORTS TO THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER OF RECORD IN ACCORDANCE WITH SECTIONS 1704.2.4 AND 1704.5 OF THE CODE AND JURISDICTION-SPECIFIC REQUIREMENTS. 4. THE CONTRACTOR SHALL NOTIFY THE TESTING LAB A MINIMUM OF 48 HOURS PRIOR TO TIME OF INSPECTION. 5. THE CONSTRUCTION OR WORK FOR WHICH SPECIAL INSPECTION OR TESTING IS REQUIRED SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTION OR TESTING PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL INSPECTIONS OR TESTS. THE CONTRACTOR SHALL PROVIDE A MINIMUM OF 3 DAYS NOTICE TO THE APPROVED TESTING AGENCY PRIOR TO ANY REQUIRED INSPECTIONS. 6. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING OR INSPECTION AGENCY REVEAL THAT ANY PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS, ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY REPAIRS OR CORRECTIONS SHALL BE MADE AT THE CONTRACTOR'S EXPENSE. CONTRACTOR SHALL NOTIFY THE ENGINEER AND OWNER IMMEDIATELY OF NON-CONFORMING WORK. THIS NOTIFICATION SHALL SPECIFICALLY ADDRESS THE NON-CONFORMING WORK AND SHALL BE SEPARATE AND IN ADDITION TO THE SPECIAL INSPECTION REPORTS. 7. SPECIAL INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER AT THE TIME OF COMPLETION FOR REVIEW OF CONFORMANCE WITH THE REQUIREMENTS OF THE STRUCTURAL DRAWINGS. AND SPECIFICALLY BRING ANY NON-CONFORMING ITEMS TO THE ATTENTION OF THE REVIEWER 8. SPECIAL INSPECTIONS AND TESTS FOR SEISMIC RESISTANCE SHALL BE PERFORMED FOR THE DESIGNATED SEISMIC SYSTEM/SEISMIC FORCE RESISTING COMPONENT WHEN APPLICABLE AND AS PER SECTIONS 1705.12 & 1705.13 OF THE CODE. a. DESIGNATED SEISMIC SYSTEM/SEISMIC FORCE RESISTING SYSTEM: WOOD FRAMED DIAPHRAGM & SHEAR WALLS. SEE THE ABOVE-REFERENCED CODE SECTIONS FOR ADDITIONAL SPECIAL INSPECTION AND TEST REQUIREMENTS FOR STRUCTURAL STEEL, STRUCTURAL WOOD, COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION, DESIGNATED SEISMIC SYSTEMS, ARCHITECTURAL COMPONENTS, MEP COMPONENTS, STORAGE RACKS, SEISMIC ISOLATIONS SYSTEMS, AND COLD-FORMED STEEL SPECIAL BOLTED MOMENT FRAMES. 9. SPECIAL INSPECTIONS FOR WIND RESISTANCE SHALL BE PERFORMED FOR THE MAIN WIND FORCE RESISTING SYSTEM AND WIND RESISTING COMPONENTS WHEN APPLICABLE AND AS PER SECTION 1705.11 OF THE CODE. a. MAIN WIND FORCE RESISTING SYSTEM/WIND RESISTING COMPONENT: WOOD FRAMED DIAPHRAGM & SHEAR WALLS. SEE THE ABOVE-REFERENCED CODE SECTIONS FOR ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR STRUCTURAL WOOD, COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION, AND WIND-RESISTING COMPONENTS. 10. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A WIND OR SEISMIC RESISTING COMPONENT LISTED ABOVE SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THIS STATEMENT OF SPECIAL INSPECTIONS. 11. STEEL CONSTRUCTION: SPECIAL INSPECTIONS FOR STEEL ELEMENTS OF BUILDINGS AND STRUCTURES SHALL BE AS REQUIRED BY SECTION 1705.2 OF THE CODE AND IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360, INCLUDING THE SPECIAL INSPECTION TABLE SHOWN HEREIN. SEE ADDITIONAL REQUIREMENTS NOTED FOR SEISMIC AND WIND RESISTANCE OF INSPECTION NOTES #8 AND #9. 12. CONCRETE CONSTRUCTION: SPECIAL INSPECTIONS AND VERIFICATIONS FOR CONCRETE CONSTRUCTION SHALL BE AS REQUIRED BY SECTION 1705.3 OF THE CODE, INCLUDING THE SPECIAL INSPECTION TABLE SHOWN HEREIN. CONCRETE SPECIAL INSPECTIONS AND TESTS ARE NOT REQUIRED FOR: a. ISOLATED SPREAD FOOTINGS OF BUILDINGS 3 STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK. b. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING PRESTRESSED SLABS ON GRADE WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS LESS THAN 150 PSI. c. CONCRETE PATIOS, DRIVEWAYS AND SIDEWALKS, ON GRADE. 13. MASONRY CONSTRUCTION: SPECIAL INSPECTIONS AND VERIFICATIONS FOR MASONRY CONSTRUCTION SHALL BE AS REQUIRED BY SECTION 1705.4 OF THE CODE AND IN ACCORDANCE WITH TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6 QUALITY ASSURANCE REQUIREMENTS, INCLUDING THE SPECIAL INSPECTION TABLES SHOWN HEREIN. 14. WOOD CONSTRUCTION: SPECIAL INSPECTIONS FOR WOOD CONSTRUCTION SHALL BE AS REQUIRED BY SECTION 1705.5 OF THE CODE. SEE ALSO REQUIREMENTS NOTED FOR SEISMIC AND WIND RESISTANCE OF INSPECTION NOTES #8 AND #9. 15. SOILS: SPECIAL INSPECTIONS FOR EXISTING SOIL CONDITIONS, FILL PLACEMENT, AND LOAD BEARING REQUIREMENTS SHALL BE AS REQUIRED BY SECTIONS 1705.6 THROUGH 1705.9 OF THE CODE, INCLUDING THE SPECIAL INSPECTION TABLES SHOWN HEREIN. 16. DEEP FOUNDATIONS: SPECIAL INSPECTIONS FOR DRIVEN AND CAST-IN-PLACE DEEP FOUNDATIONS SHALL BE AS REQUIRED BY SECTIONS 1705.7 AND 1705.8 OF THE CODE RESPECTIVELY, INCLUDING THE TESTS AND INSPECTIONS CONTAINED WITHIN THE APPROVED GEOTECHNICAL REPORT, AND INCLUDING THE SPECIAL INSPECTION TABLES SHOWN HEREIN. 1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT. 2. INSPECT ANCHORS CAST IN CONCRETE. 3. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.b a. MECHANICAL ANCHORS AND ADHESIVE ANCHORS 4. VERIFY USE OF REQUIRED MIX DESIGN. 5. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. 6.. INSPECT FORMWORK FOR SHAPE LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. a. WHERE APPLICABLE, SEE ALSO SECTION 1705.12 (SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE). b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 318-19 SECTION 17.8.2, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK. REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION (CBC TABLE 1705.3) VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD CBC REFERENCE - - - - X - X - X X X - X ACI 318: CH. 20, 25.2, 25.3, 26.6.1-26.6.3 ACI 318: 17.8.2, 26.13.3 ACI 318: 17.8.2 ACI 318: CH.19, 26.4.3, 26.4.4 ASTM C172, ASTM C31, ACI 318: 26.5, 26.12 ACI 318: 26.11.1.2(b) 1908.4 - - - 1904.1, 1904.2, 1908.2, 1908.3 1908.10 - a 1. STRUCTURAL WOOD SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE: a. INSPECTION OF FIELD GLUING OPERATIONS OF ELEMENTS OF THE SEISMIC-FORCE RESISTING SYSTEM. b. INSPECTION OF NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC-FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS*, WOOD SHEAR PANELS*, WOOD DIAPHRAGMS*, DRAG STRUTS, BRACES, AND HOLD-DOWNS. REQUIRED VERIFICATION AND INSPECTION FOR SEISMIC RESISTANCE (CBC SECTION 1705.12) VERIFICATION AND INSPECTION CONTINUOUS REFERENCED STANDARD X - - X CBC SEC. 1705.12.2 * SPECIAL INSPECTIONS NOT REQUIRED WHERE FASTENER SPACING OF SHEATHING IS MORE THAN 4" O.C. PERIODIC 2. REINFORCED CONCRETE SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE a. PLACEMENT OF REINFORCING STEEL CBS SEC. 1705.12 ACI 318-14, SEC. 26.13 - b. PLACEMENT OF CONCRETE X ACI 318-14 SEC. 26.13.3 X - ACI 318-14 SEC. 26.13.3 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE N.T.S. 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 3 P M S0.04 SPECIAL INSPECTIONS & TESTING 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.04 N.T.S. 1 STATEMENT OF SPECIAL INSPECTIONS S0.04 N.T.S. 2 MINIMUM TEST AND SPECIAL INSPECTIONS OF CONCRETE CONSTRUCTION S0.04 N.T.S. 3 MINIMUM INSPECTION FOR SEISMIC RESISTANCE No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 1 2 3 A B C D E F 1 2 3 A B C D E F LEGEND: TYPICAL ROOF LOADS SDL = 23 PSF, LL = 20 PSF BARREL TILE ROOF LOADS SDL = 31 PSF, LL = 20 PSF FLOOR LOADS SDL = 20 PSF, LL = 100 PSF NOTES: 1. ROOF HAS NOT BEEN DESIGNED FOR ANY NEW MEP LOADS 2. LOADS ARE TOTAL LOADS AND INCLUSIVE OF (E) LOADS Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 1/8" = 1'-0" 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 5 P M S0.11 LOADING PLANS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.11 1/8" = 1'-0" 1 FIRST FLOOR LOADING PLAN S0.11 1/8" = 1'-0" 2 ROOF LOADING PLAN No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 W1895-88-01 2025-01-17 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 A A BAR SIZE #3 #4 #5 #6 #7 #8 #9 NOTES: 1. ALL UNITS IN INCHES, U.O.N. 2. THIS TABLE CONTAINS MIN. LENGTHS FOR LAP SPLICES & BAR DEVELOPMENT NOT OTHERWISE SPECIFIED ON THESE DRAWINGS. THESE LENGTHS MAY BE REDUCED IN CERTAIN SITUATIONS, SUBJECT TO PRIOR REVIEW & APPROVAL OF THE ENGINEER. 3. MULTIPLY Ld AND Ls BY 1.33 FOR LIGHTWEIGHT CONCRETE. 4. MULTIPLY Ld AND Ls BY 1.2 FOR EPOXY-COATED REINFORCEMENT. IF CLEAR COVER IS LESS THAN 3* db OR CLEAR SPACING IS LESS THAN 6* db MULTIPLY Ld AND Ls BY 1.5 INSTEAD OF 1.2. 5. CLEAR SPACING OF BARS OR WIRES BEING DEVELOPED OR LAP SPLICED SHALL BE AT LEAST 2*db AND CLEAR COVER SHALL BE AT LEAST db. IF THIS REQUIREMENT IS NOT MET, MULTIPLY Ld AND Ls BY 1.5. 6. MULTIPLY Ld AND Ls BY 1.3 IF MORE THAN 12" OF FRESH CONCRETE IS PLACED BELOW HORIZ. REINFORCEMENT. 7. DO NOT FIELD BEND REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE. 8. WHEN SPLICING BARS OF DIFFERENT DIAMETERS, Ls SHALL BE THE GREATER OF Ld OF THE LARGER BAR AND Ls OF THE SMALLER BAR. Ld (DEVELOPMENT LENGTH) 17 30 0 0 f'c (psi) Ls (LAP SPLICE LENGTH) GRADE 60 REINFORCING LAP SPLICE / DEVELOPMENT SCHEDULE f'c (psi) 15 40 0 0 13 50 0 0 30 0 0 40 0 0 50 0 0 22 19 17 28 24 22 33 29 26 48 42 38 55 48 43 62 54 48 22 19 17 29 25 23 36 31 28 43 37 34 63 54 49 72 62 56 81 70 63 18 25 0 0 24 30 36 53 60 68 24 25 0 0 32 39 47 69 78 88 BAR SIZE #3 #4 #5 #6 #7 #8 #9 NOTES: 1. ALL UNITS IN INCHES, U.O.N. 2. THIS TABLE CONTAINS MIN. LENGTHS FOR HOOKED BAR DEVELOPMENT NOT OTHERWISE SPECIFIED ON THESE DRAWINGS. THESE LENGTHS MAY BE REDUCED IN CERTAIN SITUATIONS, SUBJECT TO PRIOR REVIEW & APPROVAL OF THE ENGINEER. 3. HOOK DEVELOPMENT LENGTHS ARE FOR GRADE 60 REINFORCING. 4. SEE GRADE 80 TABLE FOR GRADE 80 REINFORCING. 5. MULTIPLY Ldh BY 1.33 FOR LIGHTWEIGHT CONCRETE. 6. MULTIPLY Ldh BY 1.2 FOR EPOXY-COATED REINFORCEMENT. 7. S IS THE MINIMUM CENTER-TO-CENTER SPACING OF HOOKED BARS. WHERE HOOK SPACING IS LESS THAN S FOR #11 AND SMALLER BARS, MULTIPLY Ldh BY 1.6. 8. MULTIPLY Ldh BY 1.25 IF MINIMUM SIDE COVER IS NOT MET FOR #11 AND SMALLER BARS. 9. FOR HOOKS TERMINATING INSIDE COLUMN CORE, MIN SIDE COVER SHALL BE 2 1/2" AND SUPERSEDES THE SIDE COVER REQUIREMENTS OF THIS TABLE. MULTIPLY Ldh BY 1.25 IF THIS REQUIREMENT IS NOT MET. 10. WHERE HOOKS TERMINATE AT ENDS OF DISCONTINUOUS MEMBERS WITH SIDE AND TOP (OR BOTTOM) COVER LESS THAN 2 1/2", PROVIDE HOOK CONFINEMENT PER END MEMBER HOOK CONFINEMENT DETAIL. 11. HOOKS SHALL BE AS CLOSE AS PRACTICAL TO THE FAR ENDS OF BEAM-COLUMN JOINTS AND CORBELS. 12. HOOKS SHALL NOT BE USED TO DEVELOP BARS IN COMPRESSION. E (HOOK EXTENSION) 90 ° B E N D Ldh (DEVELOPMENT LENGTH) GRADE 60 REINFORCING f'c (psi) MI N . H O O K E D BA R S P A C I N G S = 6 * D B , SE E N O T E 7 30 0 0 40 0 0 50 0 0 2 1/4 D (I N S I D E BE N D ø ) 6 25 0 0 "S" CENTER-TO-CENTER BAR SPACING "C" SIDE COVER EDGE OF CONC. STD. HOOK E= 1 2 d b VIEW A-A D = 6db FOR BAR SIZES #3-#8 8db FOR BAR SIZES #9-#11 10db FOR BAR SIZES #14-#18 D = 6db FOR BAR SIZES #3-#8 8db FOR BAR SIZES #9-#11 10db FOR BAR SIZES #14-#18 ≥2 1/2" E=4db 90° 180° Ldh 2 1/2" ALL REINF. BAR REINF. BAR STANDARD HOOK OPTIONS 18 0 ° B E N D MI N . H O O K E D BA R S I D E CO V E R , C , SE E N O T E S 8 & 9 4 1/2 2 1/2 2 1/4 2 1/4 3 6 2 1/2 3 3 3 3/4 7 1/2 2 1/2 3 3/4 3 3/4 4 1/2 9 3 4 1/2 4 1/2 5 1/4 10 1/2 3 1/2 5 1/4 5 1/4 6 12 4 6 6 9 1/4 13 3/4 4 3/4 7 7 6 6 6 6 6 6 6 8 1/2 8 7 1/2 7 1/4 11 10 1/2 9 3/4 9 1/2 13 3/4 13 1/4 12 1/4 12 16 3/4 16 15 14 1/2 20 1/4 19 1/4 18 17 1/2 NON-CONTACT LAP SPLICE 6 MIN. 1 LAP SPLICE OPTIONS HOOK D, TYP. NON-CONTACT LAP SPLICE Ls LsMAX. SPACING S: MIN. OF 6", Ls/5 WIRE TIES CONTACT LAP SPLICE WIRE TIES CONTACT LAP SPLICE, OFFSET LAP LAP SPLICE COUPLER OR WELDED SPLICE Ls 2'-0" CLR.Ls BAR DEVELOPMENT COUPLER SPLICE SPLICE AND DEVELOPMENT STAGGER DETAIL 2' - 0" CLR. HORIZONTAL BAR PLACEMENT LOCATION DEVELOPMENT LENGTH MODIFIER Ld CO N C . I S C A S T B E L O W B A R MU L T I P L Y L d B Y 1 . 3 IF M O R E T H A N 1 2 " O F F R E S H HORIZ. BAR BEING DEVELOPED CRITICAL SURFACE WIRE TIES LAP SPLICE OF DIFFERENT SIZED BARS AND Ls OF SMALLER BAR LAP SPLICE LENGTH MAX. OF Ld OF LARGER BAR 3" dB MIN. CLEAR COVER MINIMUM CLEAR SPACING SHALL BE THE MAX OF: 1", AND 1.33*Dagg, AND 2*db WITHOUT PENALTY OR 1", 1.33"Dagg, AND db WITH PENALTY DEVELOPED BAR OR LAP SPLICE ADJACENT BAR OR LAP SPLICE MIN. BAR CLEAR SPACING OF DEVELOPED BARS AND CONTACT SPLICES NOTES: 1. SEE NOTE 6 IN THE SPLICE / DEVELOPMENT SCHEDULE. 2. Dagg IS THE MAXIMUM AGGREGATE SIZE. 3. FOR GRADE 80 REINFORCING, IF CLEAR SPACING IS LESS THAN 6", PROVIDE CONFINING REINFORCING, SEE NOTE 8 IN THE SPLICE / DEVELOPMENT SCHEDULE 4. BAR COVER REQUIREMENTS MAY BE GREATER. SMALLERBAR LARGER BAR Ld 2'-0" CLR.Ld MIN. BAR SPACING: 1 1/2" OR 1.5d WHICHEVER IS LARGER MAX. BAR SPACING: Ls/5 OR 6" WHICHEVER IS LESS. BAR SPACING FOR BARS SPLICED WITH A NON-CONTACT LAP BAR SPACING FOR NON-SPLICED BARSA B 2 1/2" CLR. MIN. @ #5 BARS & SMALLER, 6d CLR. MIN. @ #6 BARS & LARGER 12d MIN. SPACING AT BARS CLOSEST TO NOZZLE 6d MIN. SPACING AT BARS IN CURTAIN FURTHEST FROM NOZZLE 3d MIN. SPACING & Ls/5 MAX. SPACING 2" MIN. CLR. BUT NOT GREATER THAN 6" WHERE d = DIAMETER OF LARGER BAR DOUBLE CURTAIN SPACING SINGLE CURTAIN SPACING BAR SPACING AT NON-LAPPED BARS, U.O.N. LAPPED BAR SPACING CL CL CL CL CL CL A B IN CONCRETE IN SHOTCRETE d d d d Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 6 P M S0.21 TYPICAL CONCRETE DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.21 N.T.S. 1 GRADE 60 LAP SPLICE / DEVELOPMENT SCHEDULE S0.21 N.T.S. 2 GRADE 60 HOOKED BAR DEVELOPMENT LENGTH S0.21 N.T.S. 5 SPLICE / DEVELOPMENT DETAILS S0.21 1" = 1'-0" 9 BAR SPACING No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 T.O. CONC. SLAB S.A.D. T.O. CONC. SLAB S.A.D. T.O. SLAB PER PLAN STD. BAR OFFSET TO LONG. BARS AT JOINT STIRRUPS, TYP. FTG. REINF. TOP & BOTTOM STD. 90° VERT. HOOKS STD. 90° HOOK., TYP. STIRRUPS, TYP. FTG. REINF. TOP & BOTTOM TYP. Ls TYP. Ls IF D - 2"> Ld. HOOKS NOT REQ'D, TYP. D TO M A T C H ( E ) S. O . G . ( 5 " M I N . ) (N ) C O N C . S L A B CHIP (E) S.O.G. & EXPOSE (E) REINF. #4 ADHESIVE DOWELS @ 12" AT EACH EDGE. SEE NOTE 1 (E) S.O.G. SLAB REINF. PER PLAN PREPARE SUBGRADE AS PER GEOTECHNICAL REPORT Ls ED G E 1 " C O N T . 6" NOTE: 1. WHERE ADHESIVE DOWELS CANNOT BE INSTALLED, CONTRACTOR'S OPTION TO CHIP BACK (E) SLAB-ON-GRADE AND EXPOSE (E) REINFORCEMENT TO LAP WITH NEW SLAB BARS. V. I . F . 4" M I N . AT CONTROL JOINT SAW CUT WITH EARLY ENTRY SAW AS SOON AS CONC. WILL NOT RAVEL. FILL WITH SEALANT TYP. SLAB REINF. PER PLAN PREPARE SUBGRADE PER GEOTECH. REPORT 1 1 / 4 " + / - H, P E R P L A N 1/4"+/- EXTEND 50% OF BARS ACROSS JOINT SEE NOTE 2 NOTES: 1. CONTRACTOR TO SUBMIT THE CONTROL AND CONSTRUCTION JOINT PLAN TO THE SEOR AND ARCHITECT FOR REVIEW AND APPROVAL PRIOR TO POURING THE SLAB-ON-GRADE. 2. BARS MAY BE CONTINUOUS AT CONTROL JOINTS IN REGIONS NOT SENSITIVE TO DISTRIBUTED SHRINKAGE CRACKING (E.G., COVERED, ETC.). INCLUDE PROPOSED LOCATIONS IN THE PLAN NOTED IN NOTE 1. 3. DO NOT CUT SLAB BARS AT CONTROL JOISTS AT STRUCTURAL SLAB-ON-GRADES. PER PLAN FOR LOCATIONS. FTG. PER PLAN, (E) S.O.G., V.I.F. SEE SCH. FOR REBARSEE SCH. FOR REBAR SEE FOR CONN. TO (E) S.O.G. 3/S0.22 PREP SUBGRADE PER GEOTECH. REPORT, TYP. PER PLAN PE R P L A N PE R G E O T E C H . R E P O R T 6 ' - 0 " NOTE: 1. ALL EXCAVATIONS SHALL BE MADE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECH. REPORT AND OSHA REQUIREMENTS. 2. ADJACENT (E) FOUNDATIONS TO BE UNDERPINNED AS REQ'D. Ld h STEM WALL 6" THK. #4 @ 12" O.C. E/W#4 @ 12" O.C. E/W #4 @ 12" O.C. INTO S.O.G. 12" Ls SEE PLAN FOR REBAR S.O.G. NOT SHOWN FOR CLARITY 4 " M I N . STEM WALL, SEE FOR REBAR, DISPLACE AROUND SLEEVE 4/S0.22 MIN. (2) HORIZ. BARS RUNNING ABOVE SLEEVE SLEEVE, SEE M.E.P. DWGS.PROVIDE (4) #4 DIAG. BARS, EXTEND Ld BEYOND SLEEVE. PROVIDE STD. HOOK IF Ld CANNOT BE ACHIEVED 'H ' 'H ' MIN. 1' - 6" 3" M A X . 'd ' NATURAL SLOPE NOTES: 1. COORDINATE LOCATION, DEPTH, EXTENT, AND EDGE CONDITIONS OF DEPRESSION WITH ARCHITECTURAL DRAWINGS. 2. SEE TYP. S.O.G. DETAIL FOR SLAB THICKNESS 't', REINF. & SUBGRADE PREPARATION, TYP. 1:6 MAX. SLOPE SLAB REINF. PER PLAN, TYP. NOTES: 1. COORDINATE SIZE AND LOCATION WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. 1 1 / 2 " C L R . NO T E 1 6" M A X . TYP. 2" CLR. TYP. NOTE 1 SLAB ON GRADE APPLY BONDING AGENT #4 DOWELS AT 18" MAX. SPACING W/ 3" EMBED AT PERIMETER AND AT EA. CORNER #4 @ 12" CONT. SITE ACCESSORY, S.A.D. BASE CONN. PER MANUF. TYP. 1' - 0" 3/4" CHAMFER AT TOP OF CONC. EXPOSED TO VIEW DBL. TIES AT TOP (4) #4 VERT. + #3 @ 10" O.C. TIES, TYP. TYP. 3" CLR., GR A D E M I N . 6 ' - 0 " E M B E D . B E L O W Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 7 P M S0.22 TYPICAL FOUNDATION DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.22 3/8" = 1'-0" 1 FOOTING REINFORCING AT CORNER AND INTERSECTION S0.22 1" = 1'-0" 3 SLAB-ON-GRADE TO EXISTING SLAB-ON-GRADE S0.22 1" = 1'-0" 2 TYPICAL SLAB-ON-GRADE S0.22 1" = 1'-0" 4 TYPICAL FOUNDATION WITH STEM WALL S0.22 1" = 1'-0" 5 TYPICAL SLEEVE PENETRATION IN STEM WALL No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 S0.22 3/4" = 1'-0" 7 CONCRETE SLAB-ON GRADE DEPRESSION S0.22 3/4" = 1'-0" 6 TYPICAL HOUSEKEEPING PAD AT SLAB-ON-GRADE S0.22 3/4" = 1'-0" 8 TYPICAL SITE PILE FOOTING EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 1. JOIST TO SILL OR GIRDER, TOE NAIL 2. BRIDGING TO JOIST, TOE NAIL E/E 3. 1" x 6" SUBFLOOR OR LESS TO EA. JOIST, FACE NAIL 4. WIDER THAN 1" x 6" SUBFLOOR TO EA. JOIST, FACE NAIL 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND & FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL SOLE PLATE TO JOIST, AT BRACED WALL PANELS 7. TOP PLATE TO STUD, END NAIL 8. STUD TO SOLE PLATE 9. DOUBLE STUDS, FACE NAIL 10. DOUBLE TOP PLATES, FACE NAIL DOUBLE TOP PLATES, LAP SPLICE (PARTITION) 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAIL 12. RIM JOIST TO TOP PLATE, TOE NAIL 13. TOP PLATES, LAP AND INTERSECTIONS, FACE NAIL 14. CONTINUOUS HEADER, TWO PIECES 15. CEILING JOISTS TO PLATE, TOE NAIL 16. CONTINUOUS HEADER TO STUD, TOE NAIL 17. CEILING JOISTS, LAP OVER PARTITIONS, FACE NAIL 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 19. RAFTER TO PLATE, TOE NAIL 21.1" x 8" SHEATHING OR LESS TO EA. BEARING, FACE NAIL 22.WIDER THAN 1" x 8" SHEATHING TO EA. BEARING, FACE NAIL 23.BUILT-UP CORNER STUDS 24.BUILT-UP GIRDER & BEAMS 25. 2" PLANKS, FACE NAIL NAILING SCHEDULE CONNECTION NAILING (3) 8d (2) 8d (2) 8d (3) 8d (2) 16d 16d @ 16" O.C. (3) 16d @ 16" O.C. (2) 16d (4) 8d TOE NAIL OR (2) 16d END NAIL 16d @ 24" O.C. 16d @ 16" O.C. (8) 16d (3) 8d 8d @ 16" O.C. (2) 16d 16d @ 16" O.C. ALONG EACH EDGE (3) 8d (4) 8d (3) 16d (3) 16d MIN. SEE 2019 CBC TABLE 2308.7.3.1 (3) 8d 20.1" DIAGONAL BRACE TO EA. STUD & PLATE, FACE NAIL (2) 8d (2) 8d (3) 8d 16d @ 24" O.C. 20d @ 32" O.C. FACE NAIL T&B STAGG. ON OPP. SIDES & (2) 20d FACE NAIL AT ENDS AND SPLICES 16d @ EACH BEARING 26.COLLAR TIE TO RAFTER, FACE NAIL (3) 10d 27.JACK RAFTER TO HIP (3) 10d TOE NAIL (2) 16d FACE NAIL 28.ROOF RAFTER TO 2x RIDGE BEAM (2) 16d TOE NAIL (2) 16d FACE NAIL 29.JOIST TO BAND JOIST, FACE NAIL (3) 16d 30.LEDGER STRIP, FACE NAIL AT EACH JOIST (3) 16d 31.WOOD STRUCTURAL PANELS SUBFLOOR, ROOF & WALL SHEATHING (TO FRAMING) 10d 32.PANEL SIDING (TO FRAMING) 8d 33.FIBERBOARD SHEATHING 8d 34.INTERIOR PANELING 6d D = DEPTH OF JOIST W = STUD WIDTH L = CLEAR SPAN W PARTITIONS MAX. 0.25W, 0.4W FOR MI N . W MI N . W 5/8" MIN. FOR PARTITIONS 0.4W, 0.6W MA X . 1/ 6 D MAX. 1/3 D 1/3 L MAX. 1/3 L MIN.D MIN. MA X . 1/ 3 D T& B 2" M I N . DMI N . 3/ 4 D NOTES: 1. NOTIFY ENGINEER OF RECORD FOR ANY PENETRATIONS THAT FALL OUTSIDE OF THE SPECIFIED PARAMETERS. 2. REFER TO MANUFACTURER SPECIFICATIONS FOR ALLOWABLE HOLES / NOTCHES IN ENGINEERED WOOD. DBL TOP PL STUD WALL PER PLAN JOIST PER PLAN DRILL NEAT HOLE AT CENTERLINE OF PLATES 1 3/4" MAX. AT 2x4 PL 2 3/4" MAX. AT 2x6 PL SEE NOTE 2 PROVIDE CTS STRAP TIE AT EA. NOTCHED PL (2 STRAPS AT NOTCHED DBL. TOP PLATE) W/ (4) 10d MIN., E/E, EA. STRAP NOTE: 1. FLOOR JOISTS LOCATED UNDER PLUMBING WALL SHALL BE DOUBLED (U.O.N.) & SPACED TO GIVE PROPER CLEARANCE FOR PIPING. 2. FOR PENETRATIONS LARGER THAN DIMENSIONS SHOWN, CONTRACTOR SHALL VERIFY WITH ENGINEER. 4'-0" MIN. TO FIRST TOP PLATE SPLICE TYP. EA. DIRECTION TY P . 5/ 8 " M I N . TY P . 1" M I N . E/E 6" MIN. 2x DBL. TOP PL 2x DBL. TOP PL WHERE PLATE IS DRILLED OR NOTCHED MORE THAN 1/3 WIDTH OF PLATE IT IS CONSIDERED A BREAK IN THE PLATE & AN A.B. IS REQUIRED BOTH SIDES EA. SILL PLATE SHALL HAVE (2) A.B. AS A MIN. A.B. & WASHER PER SHEAR WALL SCHEDULE (5/8"Ø A.B. W/ 3" SQ. x 3 GA PLATE WASHER U.O.N.) NOTES: 1. db REFERS TO A.B. Ø. 2. SILL PLATES IN CONTACT W/ CONCRETE SHALL BE P.T.D.F. OR FOUNDATION GRADE REDWOOD. 3. IF 7db MIN./12" MAX. DIM. W/ HD THEN MEASURE FROM CENTERLINE HD A.B. 4. SILL BOLTS SHALL BE 5/8"Ø L-BOLTS W/ 7" EMB. INTO FTG. (BELOW SLAB WHERE OCCURS) AT 4'-0" MAX. SPACING. 9" M A X . 7d b M I N . 9" M A X . 7d b M I N . 9" M A X . 7d b M I N . 9" MAX. 7db MIN. FO R A L L W A L L S , T Y P . SE E S H E A R W A L L S C H E D U L E F O R S P A C I N G , 4 ' - 0 " M A X . PLAN VIEW POST PER PLAN A35 E/S (USE LTP4 AT DOOR OPENING OR END OF SILL) SEE NOTES 1 & 2 3x SILL PLATE. SILL PL SHALL BE P.T.D.F. WHEN IN CONTACT WITH CONC. NOTES: 1. FOR 2x4 WALLS USE A34 CLIPS. 2. SIMILAR CONDITION AT SILL PLATE OVER WOOD FRAMING. 3. FOR POSTS AT HOLDOWNS, SEE HOLDOWN SCHEDULE. FOR CONNECTION REQUIREMENTS. S.A.D. WALL STUDS, WHERE OCCURS ANCHORS PER TYP. S.W. DETAILS, WHERE S.W. OCCURS. OTHERWISE, SILL ANCHORS SHALL BE PER TYPE 6 S.W. PER THE S.W. SCHEDULE CONC. FTG./CURB/STEM WALL, PER PLAN A35 E/S (USE LTP4 AT DOOR OPENING OR END OF SILL) SEE NOTES 1 & 2 MEMBER HANGER FACE MOUNT TOP FLANGE 2x ROOF RAFTER 2x FLOOR JOIST DBL. 2x ROOF RAFTER TJI ROOF RAFTER TJI FLOOR JOIST (SPAN < 18'-0") TJI FLOOR JOIST (SPAN ≥ 18'-0") LVL OR DBL. LVL FLOOR JOIST 4x OR 6x BEAM GLULAM OR PSL BEAM LSU³ OR U³ JB OR HUTF³ LUS OR U LB OR JB HU³ HUTF³ IUS OR HU³ ITS OR LBV³ HU LBV HU BA HUCQ HB MIU OR HU LBV OR BA ITSIUS NOTES: 1. ALL HANGERS BY SIMPSON OR APPROVED EQUIVALENT. INSTALL PER MANUFACTURER'S INSTRUCTIONS, FILL ALL HOLES U.O.N. 2. USE LARGEST HANGER ALLOWED FOR FRAMING MEMBER. 3. HANGER MAY BE SLOPED UP TO 45°. LVL ROOF RAFTER HU³ LBV³ 1 OR 2 HOUR FIRE WALL DGF DGF (4) 16d (KING TO HDR.) (2) 2x SILL PLATE AT WINDOW A34 T&B AT KING TYP.(2) 2x TOP PL, TYP. U.O.N. 3x SILL PL W/ (16) 16d NAILS IN (2) ROWS STAGGERED 4' - 0" MIN. LAP 1 WHERE STUD OCCURS OVER ANY PART OF A.B. NUT OR WASHER PROVIDE 2x SCAB PLATE W/ (4) 10d NAILS TO SILL PLATE. DRILL 1 1/2" Ø HOLE FOR A.B. 2 2 (1) 2x KING STUD FOR ROUGH OPENING LESS THAN 3'-0" WIDE AT INTERIOR WALLS, (2) 2x KING STUDS FOR ROUGH OPENING OVER 3'-0" WIDE AND AT EXTERIOR WALLS, U.O.N. LOCATE SPLICE OVER STUD, TYP. 3 2x TRIMMER STUD AT ROUGH OPENING. SINGLE STUD AT OPNG < 3'-0" DLB. STUD AT OPENING > 3'-0". 4 HDR. PER PLAN. 4x8 MIN. AT 2x4 WALL & 6x8 MIN. AT 2x6 WALL, U.O.N. W/ A34 CLIP T&B, E/E (4 TOTAL) 5 2x BLOCKING AT WALL MID-HEIGHT & 6'-0" O.C. AT WALLS OVER 12'-0" IN HEIGHT 6' - 0" MAX. 3 1 3 6 CRIPPLE TO KING w/ 16d @ 12" O.C., TYP. 2x STUDS @ 16" O.C., TYP. U.O.N. 6 5 BASE CAPPOST CAPPOST END CAP POST PER PLAN SIMP. 'ECCQ' POST CAP ROTATE STRAP AS REQ'D. TO CONCEAL IN FINISHES ROTATE STRAPS AS REQ'D. TO CONCEAL FASTENERS IN WALL, TYP. SIMP. 'CCQ' POST CAP SIMP. 'CCQ' POST CAP POST PER PLAN BM. PER PLAN COL. & BM. SPLICE A B C S.A.D. CL POST PER PLAN SIMP. 'ECC' POST CAP ROTATE STRAP AS REQ'D. TO CONCEAL IN FINISHES ROTATE STRAPS AS REQ'D. TO CONCEAL LAG BOLTS IN WALL, TYP. SIMP. 'CC' POST CAP CONTINUOUS BM. SIM. COL. & BM. SPLICE SIMP. 'CC' POST CAP POST PER PLAN BM. PER PLAN BASE CAPPOST CAPPOST END CAPA B C CL WHERE BM. WIDTH IS WIDER THAN POST BELOW, INSTALL A 1/2" THK. CAP PL OVER HSS POST TO MATCH BM. WIDTH ABOVE SIM. AT CONT. BM. CONDITION W/ 'CCOQ' POST CAP, WHERE OCCURS HSS POST PER PLAN 3/16SIMP. 'ECCOQ' POST CAP SDS OPTION BOLTED OPTION S.A.D. WHERE BEAM WIDTH IS WIDER THAN POST BELOW, INSTALL A 1/2" THK. CAP PL OVER HSS POST TO MATCH BM. WIDTH ABOVE SIM. AT CONT. BM. CONDITION W/ 'CCO' POST CAP, WHERE OCCURS HSS POST PER PLAN 3/16SIMP. 'ECCO' POST CAP HSS POSTD HSS POSTD NOTE: 1. WHERE BEAMS INTERSECT AT A SINGLE POST PROVIDE SIMPSON ECCLQ/CCCQ/CCTQ AS REQUIRED 3x SILL PLATE. SILL PL SHALL BE P.T.D.F. WHEN IN CONTACT WITH CONC. WALL STUDS, SEE 5/8"Ø SIMP. TITEN HD ANCHORS W/ 2 1/2" EMB. @ 48" O.C. MAX. (E) S.O.G., MIN. 4" THK., V.I.F. 9/S0.23 PARALLEL TO JOISTS PERPENDICULAR TO JOISTS DBL. TOP PL CEILING JOIST PER PLAN STUD WALL, S.A.D. 1/2" GAP SIMPSON SDPW19600 DEFLECTOR SCREWS @ 48" O.C. (IAPMO ER-192) W/ 1" EMB. INTO JOIST PRE-DRILL 3/8"Ø HOLE IN DBL. TOP PL 2x6 FLAT BLKG. @ 48" O.C. SUPPORTED ON CEILING JOISTS PER PLAN. DO NOT ATTACH TO (E) TRUSS MEMBERS 1/2" GAPPRE-DRILL 3/8"Ø HOLE IN DBL. TOP PL JOIST PER PLAN 3/4" OFFSET 3/4" OFFSET SIMPSON SDPW19600 DEFLECTOR SCREWS @ 48" O.C. (IAPMO ER-192) W/ 1" EMB. INTO BLKG.STUD WALL, S.A.D. DBL. TOP PL NOTE:(E) TRUSS MEMBERES NOT SHOWN FOR CLARITY. Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE N.T.S. 2/ 2 5 / 2 0 2 5 1 : 5 5 : 5 8 P M S0.23 TYPICAL WOOD DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.23 N.T.S. 1 NAILING SCHEDULE S0.23 N.T.S. 4 HOLES & NOTCHES IN STUDS & JOIST FOR SAWN LUMBER S0.23 1" = 1'-0" 5 HOLES & STRAPS AT STUD WALL TOP PLATE FOR MEP S0.23 1" = 1'-0" 6 TYPICAL SILL BOLTING LAYOUT S0.23 1" = 1'-0" 7 TYPICAL WOOD POST BASE AT SILL PLATE S0.23 N.T.S. 8 TYPICAL HANGER SCHEDULE S0.23 N.T.S. 9 TYPICAL WALL/HEADER FRAMING S0.23 1" = 1'-0" 10 WOOD BEAM TO POST CONNECTION S0.23 1" = 1'-0" 15 TYPICAL NON-BEARING WALL TO (E) S.O.G. S0.23 N.T.S. 2 INTERIOR NON-BEARING WALL TOP RESTRAINT No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 NOTES: 1. USE 1/2" CDX PLYWOOD UNLESS OTHERWISE NOTED. 2. E.N. ACROSS ALL PANEL EDGES, FIELD NAILING IS 12" O.C. ALL NAILS ARE COMMON WIRE NAILS, MAY USE 10d SHORTS (2 1/8" MIN. LENGTH) W/ FULL HEADS. 3. ALL MEMBERS RECEIVING E.N. INCLUDING SILL PLATE SHALL BE 3x MIN. NAILING SHALL BE STAGGERED. EXCEPTION: WHERE PLYWOOD IS APPLIED TO ONLY ONE SIDE OF WALL AND NAIL SPACING IS 6" O.C. MEMBERS RECEIVING EDGE NAILING CAN BE 2x. 4. ALL FDN. ANCHOR BOLTS ARE 5/8"Ø L-BOLTS W/ 7" EMB. & A 2" HOOK OR ALL THREAD ROD WITH A NUT, WASHER AND NUT ON THE EMBEDDED END. WHEN SHEAR WALLS ARE LOCATED ON (E) CONCRETE 5/8"Ø ALL THREAD ROD WITH SIMPSON SET-XP EPOXY MAY BE USED. ANCHORS SHALL HAVE A MIN. EMBEDMENT OF 7", A MIN. EDGE DISTANCE OF 1 3/4" AND SHALL HAVE A 3" SQ. x 3 GA PLATE WASHER AT THE SILL. CONTRACTOR MAY USE BP5/8-3 OR BPS5/8-3 SIMPSON WASHERS. PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. WHERE WALL IS GREATER THAN 2x4 AND SHEATHING OCCURS ON BOTH SIDES, ANCHOR BOLTS SHALL BE STAGGERED. A.B. & WASHER SHALL BE HOT DIPPED GALVANIZED. 5. SILL CONNECTION IS FOR WOOD TO WOOD CONNECTION ONLY, TYP. BTWN. FLOORS. WHERE SPACING IS CLOSER THAN 8" O.C. RIM OR RIM BLOCKING SHALL BE 3 1/2" MIN. WIDTH AND FASTENERS SHALL BE STAGGERED. SDS 1/4 x 6 MAY BE USED IN LIEU OF SDWS 0.220 x 6 AT CONTRACTOR'S DISCRETION. MARK 10d @ 6" O.C. CAPACITY (PLF) 286 RIM CONN. SPACING (SIMP. A35, LTP4 OR LS50) 24" O.C. 16" O.C. SILL PL CONN. SPACING (SIMP. SDWS 0.220 x 6) SEE NOTE 5 FDN. ANCHOR SPACING. SEE NOTE 4 48" O.C. 424 EDGE NAILING (E.N.) SEE NOTE 2 12" O.C. 48" O.C.16" O.C.10d @ 4" O.C. 6 4 a b c d 3x P.T. SILL PL FDN. ANCHOR SIZE & SPACING PER SHEAR WALL SCH. EDGE NAILING AT HORIZ. & VERT. EDGES, STAGGER NAILS W/ NAILS FROM ADJACENT PANELS LEAVE 1/16" GAP BTWN. PANEL EDGES, TYP. 3x BLKG. CENTERED ON HORIZ. PLYWD. JOINTS VERT. PLYWD. JOINTS TO BE CENTERED ON STUDS END POST & HOLDOWN PER PLAN CONC. S.O.G. PER PLAN MIN. PANEL SIZE 24" SQ. TYP. STUDS PER PLAN W/ F.N. PER SHEAR WALL SCH. CONC. FOUNDATION PER PLAN 7" E M B . PE R H D S C H . EM B . 3/8" MIN. EDGE DIST., TYP. 3x (MIN.) STUDS AT PANEL EDGES FOR NAILING TIGHTER THAN 6" O.C. STUD WALL PER PLAN NOTES: 1. KEY NOTES INDICATED WITH LETTERS REFER TO SHEAR WALL SCHEDULE ON DETAIL 2. REINFORCING NOT SHOWN IN CONCRETE ELEMENTS, SEE FOUNDATION DETAILS FOR BALANCE OF INFORMATION.. A 3x P.T. SILL PL D ROOF S.A.D. STUD WALL PER PLAN ROOF JOISTS PER PLAN ROOF SHTG. PER PLAN CONT. DBL. TOP PL 3x RIM BLKG. B.N. A B ROOF - JOISTS PERPENDICULAR 1/S0.24 SHEAR WALL SHTG. PER PLAN TO BE PLACED ON INSIDE FACE OF WALL (E) CONC. S.O.G., SEE FOR CONN. TO FDN. 3/S0.22 SHEAR WALL SHTG. PER PLAN TO BE PLACED ON INSIDE FACE OF WALL INTERIOREXTERIOR INTERIOREXTERIOR STEM WALL PER PLAN MI N . 7" E M B . 1/ 2 " NOTES: 1. KEY NOTES INDICATED WITH LETTERS REFER TO SHEAR WALL SCHEDULE ON DETAIL 2. WHERE ONLY 1 SIDE OF SHEAR WALL SHEATHING IS CALLED OUT PLAN, SHEATHING MAY BE APPLIED ON EITHER SIDE OF WALL. 3. REINFORCING NOT SHOWN IN CONCRETE ELEMENTS, SEE FOUNDATION DETAILS FOR BALANCE OF INFORMATION. 4. SEE FRAMING PLANS FOR DIRECTION OF JOISTS. BOTH PARALLEL AND PERPENDICULAR JOISTS ARE SHOWN ON THIS DETAIL FOR REFERENCE. ROOF S.A.D. STUD WALL PER PLAN ROOF JOISTS PER PLAN ROOF SHTG. PER PLAN CONT. DBL. TOP PL 3x BLKG. B.N. A B 1/S0.24 ROOF - JOISTS PERPENDICULAR SHEAR WALL SHTG. PER PLAN JOIST OVERLAP BEYOND STEM WALL PER PLAN MI N . 7" E M B . STUD WALL PER PLAN A 3x P.T. SILL PLD SHEAR WALL SHTG. PER PLAN 1/ 2 " (E) CONC. S.O.G., SEE FOR CONN. TO FDN. 3/S0.22 ALIGN T.O. FDN. W/ T.O. (E) S.O.G., TYP. OPENING S.A.D. 4'-0"x4'-0" MAX., U.O.N. ON PLAN 3x BLKG. @ STRAP BM. OR DBL. JOISTS, PER PLAN CONT. SIMP CS16 STRAP E/S, 4'-0" MIN. END LENGTH ROOF SHTG. B.N. E/S OF OPNG. WHERE SIMP. STRAP DOES NOT OCCUR MIN. 3 BAYS FIELD NAILING, TYP. MIN PANEL SIZE 24" SQ. DIAPHRAGM BOUNDARY NAILING, (B.N.) TYP. 4'x8' PLYWD. SHEETS W/ FACE GRAIN PERP. TO FRAMING, U.O.N. PLACE IN A STAGGERED PATTERN, TYP. U.O.N. 3x CONT. RIM JOIST OR BLKG, TYP @ DIAPHRAGM EDGES AA B B SECTION A-A SECTION B-B JOIST FRAMING PER PLAN DIAPHRAGM BOUNDARY NAILING (B.N.) TYP. PANEL EDGE NAILING (E.N.) WHERE BLOCKED DIAPHRAGM IS SPECIFIED PER PLAN TYP. PANEL EDGE NAILING (E.N.) TYP. SEE NOTE 1 PLYWD. SHTG. PER PLAN JOISTS PER PLAN E.N. 1/8" GAP EDGE DIST. 3/8" MIN.PLYWD. SHTG. PER PLAN 3x4 FLAT BLKG. 3x FULL DEPTH BLKG. MAY BE USED AT CONTRACTOR'S OPTION E.N. 1/8" GAP EDGE DIST. 3/8" MIN. NOTE: 1. ALL FRAMING MEMBERS AND BLOCKING RECEIVING NAILS SPACED AT 2 1/2" O.C. OR TIGHTER SHALL BE 3x MIN. WIDTH NOTES: 1. IF REQUIRED EMBEDMENT IS DEEPER THAN FOOTING CALLOUT ON PLAN, FOOTING SHALL BE LOCALLY DEEPENED TO PROVIDE 3" MIN. CLR. BETWEEN ANCHOR HEAD AND SOIL. EMBEDMENT DIMENSION IS TAKEN FROM TOP OF REBAR TIE, NOT TOP OF FOOTING DEEPEN TIES TO MATCH. 2. ALL HARDWARE (ALL-THREAD ROD, COUPLERS, WASHERS, NUTS, ETC.) IN CONTACT WITH CONCRETE TO BE HOT DIPPED GALVANIZED. 3. FOR PROJECTS IN THE CITY OF LOS ANGELES LISTED HOLDDOWN CAPACITY SHALL BE MULTIPLIED BY A MODIFICATION FACTOR OF 0.75. Le1 (INTERIOR FTG., MAT SLAB) HDU5 HDU4 5645 4565 PERIMETER FOOTINGINTERIOR FOOTING ANCHOR Ø 5/8" 5/8" HOLDOWN CAPACITY (LBS.) 3x3x1/2" 3x3x3/8" WASHER SIZE 6" 6" Le1 (EXTERIOR FTG.) 6" 6" LOCATE CONT. BAR AT EA. CORNER OF TIE REINF. OR ADD #4 x 4'-0" DOWELS WHERE CONT. BARS DO NOT OCCUR MIN. POST SIZE U.O.N. 4x4 4x4 FOOTING & REINF. PER PLAN PROVIDE #5 TIE E/S OF ANCHOR HOLDOWN PER PLAN POST PER PLAN ANCHOR ROD PER SCH. PER PLAN PE R P L A N MI N . 3" C L R . MAX. 1 1/2" PE R S C H . 'L e ' CONC. SLAB ON GRADE PER PLAN (REINF. NOT SHOWN) PER PLAN PE R P L A N MI N . 3" C L R . ENSURE WASHER PLATE IS WITHIN REBAR CAGE PE R S C H . 'L e ' CONC. SLAB ON GRADE PER PLAN (REINF. NOT SHOWN) PROVIDE (N) 2x4 STUDS MIN, @ 16" O.C. REMOVE (E) TOP PLATE ABOVE STUDS TO BE REPLACED, EXTEND (N) PLATE TO FIRST ADJACENT UNDAMAGED STUD AT E/E (E) ROOF FRAMING NOT SHOWN FOR CLARITY REMOVE (E) WALL STUDS AT AREAS OF DETERIORATION TYP. END LENGTH, SPLICE (E) & (N) TOP PLATES W/ CS14 STRAP, 20" END LENGTH, TYP. REMOVE (E) BOT. PLATE BELOW STUDS TO BE REPLACED, PROVIDE 3x BOT. PLATE, EXTEND TO FIRST ADJACENT UNDAMAGED STUD AT E/E FRAMING, COORDINATE W/ S.E.O.R. EXTENT OF DAMAGE/DETERIORATION, CONTRACTOR TO SURVEY (E) PROVIDE ADD'L STUD UNDER END OF T&B PLATES SILL BOLTS MIN. 5/8"⌀ SIMPSON TITEN SCREW ANCHOR W/ 4" EMB., SEE DETAIL 6/S0.23NOTES: 1.SEE DETAIL FOR INFORMATION NOT SHOWN 2.CONTRACTOR TO PROVIDE SHORING OF ROOF STRUCTURE AS REQD, AT LOAD BEARING WALLS. 3.OPTION TO REPLACE ONLY (E) BOT. PL. IF STUDS ABOVE ARE IN SOUND CONDITION. 4.FOR EXTERIOR WALLS, REMOVE SHEATHING AT LEAST ONE STUD BAY BEYOND DAMAGE EXTENT & REPLACE W/ MIN. 1/2" PLYWOOD W/ 10d B.N. & F.N. @ 12" O.C.. S.A.D. FOR REPLACEMENT OF FINISHES. 9/S0.23 2x MID-HEIGHT BLKG., TYP.ROOF EL. VARIES B.O. TRUSS EL. VARIES (E) ROOF TRUSS, V.I.F., DEPTH VARIES, TYP. (E) 1x STRAIGHT SHEATHING, V.I.F. ROOF SHEATHING PER PLAN ROOF JOISTS PER PLAN, ALIGNED W/ T.O. (E) TRUSS TOP CHORD, TYP. CEILING JOISTS PER PLAN, ALIGN W/ B.O. (E) TRUSS BOTTOM CHORD FASTEN SHEATHING TO (N) FRAMING ONLY 2x6 MIN. FLAT @ 6'-0" O.C. MAX. W/ (3) 10d NAILS TO EA. CEILING JOIST, STAGGER AS NEEDED TOTAL SHEAR WALL LENGTH PER PLAN E.N. SHTG. TO SHEAR WALL END POST, TYP. 4x BLKG. AT STRAP, TYP. SIMP. CS16 STRAP ABOVE & BELOW OPNG. E.N. SHTG. TO SHEAR WALL KING POST, TYP. LENGTH PER PLAN WALL PIER LENGTH PER PLAN WALL PIER OPEN NOTE: 1. FOR TYPICAL FRAMING AROUND AN OPENING, SEE DETAIL OR TO END OF WALL EXTEND STRAP 2 BAYS MIN. TYP. HEADER & STUD FRAMING, SEE NOTE 1 9/S0.23 3'-6" MAX. SIMP. COL. CAP PER DET. CLIP PER S.W. SCH. SHTG. PER PLAN BM. PER PLAN SW STRAP PER PLAN JOIST & ORIENTATION PER PLAN WHERE OCCURS RIM JOIST OR BLKG. POST PER PLAN CL STRAP EQ. U.O.N.EQ. U.O.N. NOTE: 1. JOIST FRAMING AND SHEAR WALL SHEATHING NOT SHOWN FOR CLARITY. (E) OR (N) STUDS PER PLAN 10/S0.23 3x BLOCKING MATCHING DEPTH OF ROOF JOISTS FOR (1) BAY E/S OF BEAM, NOTCH AT (E) TRUSS TOP CHORDS, TYP., ATTCH TO EACH JOIST W/ A35 CLIP E/E DRAG BEAM PER PLAN BLOCKING REQD. FOR 1 BAY E/S OF BEAM ONLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 2/ 2 5 / 2 0 2 5 1 : 5 6 : 0 1 P M S0.24 TYPICAL WOOD DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.24 N.T.S. 1 SHEAR WALL SCHEDULE S0.24 1/2" = 1'-0" 2 TYPICAL PLYWOOD SHEAR WALL ELEVATION S0.24 1" = 1'-0" 5 TYPICAL EXTERIOR SHEAR WALL S0.24 1" = 1'-0" 9 TYPICAL INTERIOR SHEAR WALL S0.24 1" = 1'-0" 13 DIAPHRAGM OPENING AT ROOF S0.24 1/2" = 1'-0" 14 TYPICAL DIAPHRAGM FRAMING S0.24 1" = 1'-0" 3 TYPICAL FOUNDATION HOLDOWN DETAILS S0.24 1/2" = 1'-0" 7 TYPICAL WALL REPAIR DETAIL S0.24 1" = 1'-0" 11 TYPICAL ROOF AND CEILING S0.24 1" = 1'-0" 15 OPENING REINFORCEMENT AT WOOD SHEAR WALL S0.24 1" = 1'-0" 16 WOOD BEAM COLLECTOR TO WALL S0.24 1" = 1'-0" 12 BRACING AT DRAG BEAM No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 STRONG-WALL®HIGH STRENGTH WOOD SHEARWALL SHEAR ANCHORAGE MODEL SEISMIC Lt OR Lh(in.) SHEAR REINFORCEMENT MIN. CURB/ STEMWALL WIDTH (in.) ANCHOR BOLT FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING. #3 HAIRPIN, GRADE 60 REBAR (MIN.) ANCHOR BOLT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. 3" Lh MIN. 1 1/2" CLR. HAIRPIN INSTALLATION HAIRPIN SHEAR REINFORCEMENT (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) WSWH18 15 (2) #3 HAIRPINS 6 (2) 1" WSWH-AB WSWH-RTBL BRICK LEDGE INSTALLATION TOP OF CONCRETE (2) 1" WSWH-AB WSWH-RTPF PANEL FORM INSTALLATION (2) 1" WSWH-AB WSWH-RT WITH ANCHOR BOLT STABILIZERS 2x2 1 1/2" (2) 1" WSWH-AB (2) 1" WSWH-AB WSWH-RT EXTERIOR INSTALLATION WSWH-RT INTERIOR INSTALLATION 6 1/2" 6 1/2" 6 1/2" le LENGTH WSWH18 WSWH-AB1x24 1" 24"15 1/2" WSWH PANEL MODEL MODEL NO. DIAMETER LENGTH L e DIAMETER LENGTH HS ON HIGH STRENGTH MODELS HEAVY HEX NUT FIXED IN PLACE ON ALL WSWH-AB ANCHOR BOLTS HEAVY HEX NUT PLATE WASHER HEAVY HEX NUT 36 XX 1 HOLES ● MAX. THREE HOLES IN FACE AND THREE IN EDGE. ● 3/4"-DIA.Ø HOLES, MAX. ● 6" O.C., MIN. ALLOWABLE SMALL HOLES FACE AND EDGE DRILL ZONES ALLOWABLE LARGE HOLES IN ADDITION TO ALLOWABLE SMALL HOLES HOLES FOR WSWH24X7 PANEL ONLY ● MAX. OF ONE 4 5/8"x6" HOLE. ● 8" FROM TOP OF PANEL, MIN. HOLES ● 4 5/8"-DIA. HOLES, MAX. ● MAX. OF TWO 4 5/8"-DIA.Ø HOLES OR ONE 41/4"x12" HOLE. ● NO MINIMUM ON-CENTER SPACING REQUIRED. NO EDGE HOLES ALLOWED IN LOWER 26" OF PANEL NO FACE HOLES ALLOWED IN LOWER 46" OF PANEL FACE DRILL ZONE MAINTAIN 1 1/2" MIN. EDGE DISTANCE FROM CHASE AND OUTSIDE EDGE, TYP. NO HOLES ALLOWED IN TOP 8" OF PANELEDGE DRILL ZONE MIDDLE 1/3 OF PANEL THICKNESS FACE DRILL ZONE CENTER 4 5/8" OF PANEL FACE AS SHOWN NO HOLES ALLOWED IN TOP 8" OF PANEL 24 " 22" 12" ABOVE EXISTING HOLE, MIN. INSTALL SDS 1/4"x6" SCREWS AT AN ANGLE THAT PREVENTS THEM FROM EXITING SIDE OF FRAMING; APPROX. 30 DEGREES (TYP.) WSWH-TP24 46 8 WSWH-TP CONNECTION MODEL NO. FASTENER QUANTITY SWS16150 SDS25600 FURRING NOT REQUIRED EXCEPT AS REQUIRED FOR FINISH MATERIAL ATTACHMENT TOP PLATES 7/8" MAX. WOOD SHIM. FOR SHIMS GREATER THAN 7/8", SEE ATTACH WSWH-TP PLATE (PROVIDED) ON ONE SIDE ONLY WITH A COMBINATION OF SDS 1/4"x6"AND SWS16150 CONNECTOR SCREWS ALIGN WSWH-TP NOTCHES WITH BOTTOM OF TOP PLATES OPTIONAL 1"Ø BY 1/4" DEEP COUNTERBORE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL 1" DIAMETER BY 1/4" DEEP COUNTERBORE INSTALL WSWH-TP ON EXTERIOR FACE SWS16150 SDS25600 SECTION 4x FRAMING SECTION 6x FRAMING 12/S0.31 WSWH-TP18 26 4 STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL TOP PLATES RIM JOIST, BM., OR BLKG. IF APPLICABLE HEAVY HEX NUT AND HEAVY BEARING PL WSWH HOLDOWN SEE FOR ALLOWABLE EDGE AND FACE DRILL ZONES 7/8" MAX. WOOD SHIM. FOR SHIMS GREATER THAN 7/8", SEE WSWH-TP SHEAR TRANSFER PL S0.31 10 S0.31 4 3/S0.31 12/S0.31 SEE , , AND FOR ANCHORAGE DETAILS HEAVY HEX NUT AND HEAVY BEARING PLATE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL PLACE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY BEARING PLATES AND HEAVY HEX NUTS (PROVIDED). DO NOT USE AN IMPACT WRENCH. USE 1 5/8" WRENCH FOR 1" NUT. TIGHTEN ANCHOR NUTS FINGER TIGHT + 1/2" TURN. 1/S0.31 5/S0.31 6/S0.31 FULL-HEIGHT ADJACENT STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL LTP4 CLIP, MIN. (2) E/S INSTALL SDS 1/4"x6" SCREWS (MIN.) FROM THE TOP SIDE OF THE PLATES PER QTY. AND SPACING REQUIREMENTS DETAILED IN SEE FOR TOP CONN. 4x SHIM BLOCK FULL-HEIGHT ADJACENT FRAMING CRIPPLE SHEARWALL, BLKG. AND STRAP 4x SHIM BLOCK STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL SEE FOR TOP CONN. 1" TO 4" SHIM BLOCK4 1/8" TO 12" SHIM BLOCK CRIPPLE WALL FOR 8" TO 12" BLOCK DEPTHS: ATTACH SIMPSON STRONG-TIE ® CS16 STRAPS AT EDGE OF WSWH PANEL (EACH SIDE) USING 10dx11/2" NAILS SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10": • 8 NAILS INTO BLOCK • 8 NAILS INTO WSWH PANEL SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": • 10 NAILS INTO BLOCK • 10 NAILS INTO WSWH PANEL 4/S0.31 4/S0.31 TOP OF CONCRETE HEAVY HEX NUT FIXED IN PLACE ON ALL WSWH ANCHOR BOLTS 1" HIGH STRENGTH ROD HX ON EXTENSION KIT TOP OF CONCRETE WSWH-HSR CUT TO LENGTH AS NECESSARY HIGH STRENGTH COUPLER NUT WSWH-AB HIGH STRENGTH COUPLER NUT LENGTH 6 1/2" 6 1/2" ASSEMBLY le = WSWH-AB le + WSWH-HSR le +6 1/2" le WSWH18 WSWH-HSR1x24KT 1" 24"17 1/2" WSWH-HSR1x36KT 1" 36"29 1/2" WSWH PANEL MODEL MODEL NO. DIAMETER LENGTH le 24 HX 1 WSWH-HSR AND WSWH-AB ASSEMBLY WSWH-HSR_KT Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 1" = 1'-0" 2/ 2 5 / 2 0 2 5 1 : 5 6 : 0 6 P M S0.31 TYPICAL WSWH DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S0.31 1" = 1'-0" 1 STRONG-WALL® WSWH SHEAR ANCHORAGE SCHEDULE AND DETAILSS0.31 1" = 1'-0" 5 WSWH ANCHOR BOLT TEMPLATES S0.31 1" = 1'-0" 6 WSWH ANCHOR BOLTS S0.31 1" = 1'-0" 3 TRIM ZONE AND ALLOWABLE HOLES S0.31 1" = 1'-0" 4 TOP CONNECTION S0.31 1" = 1'-0" 9 SINGLE STORY WSWH ON CONCRETE S0.31 1" = 1'-0" 10 STANDARD INSTALLATION BASE CONNECTION S0.31 1" = 1'-0" 12 TOP OF WALL HEIGHT ADJUSTMENTS S0.31 1" = 1'-0" 7 WSWH ANCHOR BOLT EXTENSION No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 1 2 3 A B C D E F 25 ' - 0 " 15 ' - 8 " 18' - 6"23' - 7"22' - 6"18' - 0"7' - 1" 89' - 8" 40 ' - 8 " 6x6 6x6 (E) CONC. S.O.G., TYP. 9' -6" 4 5' -6" 4 5' -6" 4 22' -4" 4 2A2A 2A 2A 2A 2A 18 ' - 0" 4 8' - 0" 6 5' -4" 6 2A2A 6' -6" 6 2A2A 13 ' - 6" 4 2B 2B 2A 2A 2A2A 2A2A F-25 SF-2A SF-2A SF-2A SF-2 SF-2ASF-2A SF - 2 A SF - 2 A 1 S2.01 TYP. 1 S2.01 TYP. 2 S2.01 W S W H 18 x 1 4 WS W H 18 x 1 4 6 SF - 2 6 6 6 6 6 6 REINFORCE SHEAR WALL AT OPENING, SEE 6 7 8 3 S2.01 15/S0.24 4 S2.01 4x4 2 S2.01 SIM. 4 S2.01 SIM. E/E OF STRIP FTG. SF - 2 12 12 12 12 1' - 6" 1' - 6 " 1' - 6" 5 S2.01 14 13 UN D E R W S H W E / E 3' - 6 " S T E M W A L L 4x6 13 13 13 13 13 13 1313 13 13 S2.02 10 LEGEND: STRUCTURAL STUD WALL CONC. FOOTING OR GRADE BEAM SW SHEAR WALL SHTG. S.W. MARK, SEE SCH. MIN. LENGTH JOIST OR TRUSS SPAN WD. OR STL. BEAM NON-STRUCTURAL WALL, S.A.D., MIN. 2x4 @ 16" O.C. FOR NON-LOAD BEARING WALLS, SEE DETAIL STRUCTURAL WALL (B) SIMP. 'HDU' HOLDOWN PER KEY NOTES HEADER, SEE DET. X SIZE @ XX"O.C. X'-XX" WD. COLUMN (B) WD. COLUMN C1 PRE-MANUFACTURED SHEAR PANEL, SEE S0.31 (E) CONC. FOOTING OR GRADE BEAM PRE-MANUFACTURED SHEAR PANEL (B) PLYWOOD SHEATHING OPNG. 1/S0.24 9/S0.23 CEILING JOIST SPANSIZE @ XX"O.C. (E) CONCRETE SLAB, V.I.F. TENSION STRAP PER KEY NOTES 9/S0.23 4" THK. CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. E/W, PROVIDE CONTROL JOINTS @ 15'-0" O.C. MAX., SEE (E) STRUCTURAL STUD WALL (E) HEADER, V.I.F. (E) OPNG. 2/S0.22 (E) STRUCTURAL STUD WALL (B) HDR. KEY NOTES: 1 STRUCTURAL SHEATHING 2 SIMPSON HOLDOWN REQUIRED AT EACH END OF SHEAR WALL. U.O.N. HOLDOWN POST TO RECEIVE EDGE NAILING. SEE DETAIL 2A HDU4 W/ 6x6 POST 1A 1/2" PLYWOOD SHEATHING INSTALLED OVER (E) STRAIGHT SHEATHING W/ 10d NAILS @ 6" O.C. (B.N. & E.N.) & 12" O.C. F.N., UNBLOCKED, SEE DETAIL 3/S0.24 2B HDU5 W/ 6x6 POST 3 4x12 OR 3 1/2 x 11 1/4 PSL DRAG BEAM W/ STRAPPING ALIGNING W/ SHEAR WALL BELOW 14/S0.24 5 CUT, SHORE, AND RECONNECT (E) ROOF TRUSSES TO NEW BEAM 6 LOCALLY REMOVE (E) FOUNDATIONS FOR NEW WORK, CONTRACTOR TO PROVIDE SHORING TO (E) FRAMING AS REQ'D. 4A MST48 7 REPAIR LOCATIONS OF DAMAGED (E) WALL FRAMING, FULL SURVEY BY G.C. REQ'D., SEE DETAIL 7/S0.24 8 SISTER 2x6 STUDS TO (E) STUDS, ORIENT PERPENDICULAR TO (E) STUDS, SEE DETAIL 9/S0.23 9 REMOVE (E) ROOF TRUSSES FOR ROOF HATCH, REFRAME W/ LVL ROOF JOISTS PER PLAN 10 WOOD BEAM TO WOOD BEAM CONNECTION, PROVIDE HUS410 HANGER. 4B CONT. CS14 11 PROVIDE SIMPSON H8 EA. END OF ROOF JOIST AT SUPPORTS FOR EXTENT AS SHOWN ON PLAN. SEE FOR CLARITY 4C CMST12 12 PROVIDE 4x4 WOOD POST FOR GATE CONNECTION, S.A.D, CONNECT POST TO (E) FRAMING SIM. TO .7/S0.23 13 ALL FOUNDATION EXCAVATIONS MUST BE OBSERVED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL 14 PILE FOOTINGS PER DET. REQ'D. FOR SITE LIGHT FIXTURES, S.A.D.8/S0.22 1/S2.02 4 SIMPSON STRAP OVER WOOD FRAMING PER PLAN FOUNDATION SHEET NOTES: 1. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD AND NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES. 2. NOMINAL TOP OF SLAB ELEVATION = 0'-0". ELEVATIONS ARE GIVEN RELATIVE TO GROUND FLOOR NOMINAL ELEVATION OF 0'-0" 3. FOR TYPICAL FOUNDATION DETAILS, SEE S02.X SERIES. FOR TYPICAL WSWH DETAILS, SEE S0.31. 4. BOTTOM OF ALL NEW FOUNDATIONS TO BE -5'-0" TYP. PER GEOTECH. REPORT, SEE 5. VERIFY DEPTH OF ALL EXISTING FOUNDATIONS BEFORE EXCAVATING. BOTTOM OF (N) FOUNDATIONS TO BE SET A MINIMUM OF A 1:1 SLOPE AWAY FROM BOTTOM OF (E) FOUNDATIONS TO AVOID SURCHARGE OF (E) FOUNDATIONS, U.O.N. PROVIDE UNDERPINNING IF NEEDED, REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS. 6. ALL FOUNDATIONS ARE CENTERED ABOUT POST/WALL CENTERLINES, U.O.N. 7. SEE ARCHITECTURAL DRAWINGS FOR EDGE OF SLAB DIMENSIONS, LOCATIONS OF DRAINS, CURBS, PLANTERS, BOLLARDS, SLOPES, AND CONTOURS OF AREAS SLOPED TO DRAIN NOT SHOWN. FRAMING SHEET NOTES: 1. ALL FRAMING IS NEW UNLESS OTHERWISE NOTED AS EXISTING (E). 2. ALL EXISTING FRAMING, CONDITIONS, AND DIMENSIONS TO BE VERIFIED IN FIELD BY CONTRACTOR. EXISTING CONDITIONS SHOWN ARE BASED ON AVAILABLE BUILDING DOCUMENTS AND FIELD OBSERVATIONS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS IN FIELD AND NOTIFY STRUCTURAL ENGINEER OF RECORD WHERE DISCREPANCIES EXIST. 3. CONTRACTOR TO SHORE ALL EXISTING ELEMENTS AS REQUIRED TO INSTALL NEW STRUCTURE. 4. SHEAR WALL SHEATHING TO BE INSTALLED ON INTERIOR SIDE OF (E) WALLS, TYP. 5. ALL NEW STRUCTURAL WALLS SHALL BE 2x6 STUDS @ 16" O.C. MIN., U.O.N. S.A.D FOR LOCATIONS OF NEW WALLS. 6. ALL NEW NON-STRUCTURAL WALLS SHALL BE 2x4 STUDS @ 16" O.C. MIN., S.A.D FOR WALL THICKNESS AND LOCATIONS OF NEW WALLS. 7. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR SLEEVES, BLOCK-OUTS, HOUSEKEEPING PADS, AND OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL DRAWINGS. 8. ALL WOOD ELEMENTS IN CONTACT WITH WEATHER OR CONCRETE SHALL BE P.T. D.F., TYP. 9. REPLACE ALL DETERIORATED OR DAMAGED WOOD MEMBERS IN KIND, TYP. 10. PROVIDE NAILING AS REQUIRED AT (E) WOOD CONNECTIONS TO MEET CBC MINIMUMS PER DET. SHEET NOTES: 1/S0.23 4/S0.22 BOT. REINF. (4) #5, E/W DIMENSIONS F-25 MARK CONCRETE FOOTING SCHEDULE 3'-0" SQ. x 18" THK.F-30 2'-6" SQ. x 18" THK. TOP REINF. --- 2'-0" WIDE x 18" THK.SF-2 (4) #5 + #4 TIES @ 12" O.C. (4) #5 2'-0" WIDE x 24" THK.SF-2A (5) #5 + #4 TIES @ 12" O.C. (5) #5 (5) #5, E/W --- Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 2/ 2 5 / 2 0 2 5 1 : 5 6 : 0 7 P M S1.01 FOUNDATION & FIRST FLOOR FRAMING PLAN 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S1.01 1/4" = 1'-0" 1 FOUNDATION & FIRST FLOOR FRAMING PLAN N No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 2024-01-15 W1895-88-01 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 1 2 3 A B C D E F 25 ' - 0 " 15 ' - 8 " 18' - 6"23' - 7"22' - 6"18' - 0"7' - 1" 89' - 8" 40 ' - 8 " 5 1 / 4 x 1 4 P S L 4x10 DF#1 1ATYP. FULL ROOF (E) 2x4 CLG. JOISTS @ 24" O.C.(E ) D B L . T R U S S A T R I D G E (E) 2x6 RAFTERS @ 24" O.C. (E ) T R U S S E S @ 2 4 " O . C . ( H I G H ) 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S (2 ) 2 x 1 0 C L G . J O I S T @ 2 4 " O . C . (E ) T R U S S E S @ 2 4 " O . C . 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 2x 1 0 C L G . J O I S T @ 2 4 " O . C . (E ) T R U S S E S @ 2 4 " O . C . ( H I G H ) (E ) T R U S S E S @ 2 4 " O . C . (E ) T R U S S E S @ 2 4 " O . C . 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 2x 1 0 C L G . J O I S T @ 2 4 " O . C . (E ) T R U S S E S @ 2 4 " O . C . (E) HIP(E) H I P (E) H I P (E) HIP 3 HDR. HDR.HDR. HDR. 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S (2 ) 2 x 1 0 C L G . J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 5 3 (E ) 2 x 6 R A F T E R S @ 2 4 " O . C . (E) 2x6 RAFTERS @ 24" O.C. (E ) 2 x 6 R A F T E R S @ 2 4 " O . C . (E) 2x4 CLG. JOISTS @ 16" O.C. 5 3 4A 4B 4C 4C 4A 4B HDR. HDR.HDR. CONNECT (E) TRUSSES TO (E) WALL, SEE FRAMING SHEET NOTE 10, TYP. 1 S2.02 2 S2.02 2 S2.02 1 S2.02 1 3/4x14 LVL 1 3 / 4 x 1 4 L V L 9 S2.02 6 1' - 0 " 4x10 DF#1 10 4 S2.02 2x 1 0 C L G . J O I S T @ 2 4 " O . C . 16 S2.02 3' - 0 " 10' - 0" 11 7 S2.02 8 S2.02 9 S2.02 4B 4B 6x 1 0 CL G . B M . 6x 1 0 C L G . B M . 4x 4 P O S T CL G . T O R O O F 4x 4 P O S T CL G . T O R O O F 2x 1 0 C L G . J O I S T @ 2 4 " O . C . 6 (E) 2x6 RAFTERS @ 24" O.C. 10 10' - 0" 11 (2 ) 2 x 1 0 2x10 2x10 (2 ) 2 x 1 0 CEILING HATCH, S.A.D. FOR SIZE & LOCATION 3' - 0 " AT CEILING 4BAT ROOF 3 AT CEILING DRAG BEAM TO SHEAR WALL CONNECTION SEE DET. AND 4B 4x 1 2 C O N T . L E D G E R 5 S2.02 5 S2.02 13 S2.02 11 S2.02 16/S0.24 16/S2.02 S2.02 10 LEGEND: STRUCTURAL STUD WALL CONC. FOOTING OR GRADE BEAM SW SHEAR WALL SHTG. S.W. MARK, SEE SCH. MIN. LENGTH JOIST OR TRUSS SPAN WD. OR STL. BEAM NON-STRUCTURAL WALL, S.A.D., MIN. 2x4 @ 16" O.C. FOR NON-LOAD BEARING WALLS, SEE DETAIL STRUCTURAL WALL (B) SIMP. 'HDU' HOLDOWN PER KEY NOTES HEADER, SEE DET. X SIZE @ XX"O.C. X'-XX" WD. COLUMN (B) WD. COLUMN C1 PRE-MANUFACTURED SHEAR PANEL, SEE S0.31 (E) CONC. FOOTING OR GRADE BEAM PRE-MANUFACTURED SHEAR PANEL (B) PLYWOOD SHEATHING OPNG. 1/S0.24 9/S0.23 CEILING JOIST SPANSIZE @ XX"O.C. (E) CONCRETE SLAB, V.I.F. TENSION STRAP PER KEY NOTES 9/S0.23 4" THK. CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. E/W, PROVIDE CONTROL JOINTS @ 15'-0" O.C. MAX., SEE (E) STRUCTURAL STUD WALL (E) HEADER, V.I.F. (E) OPNG. 2/S0.22 (E) STRUCTURAL STUD WALL (B) HDR. KEY NOTES: 1 STRUCTURAL SHEATHING 2 SIMPSON HOLDOWN REQUIRED AT EACH END OF SHEAR WALL. U.O.N. HOLDOWN POST TO RECEIVE EDGE NAILING. SEE DETAIL 2A HDU4 W/ 6x6 POST 1A 1/2" PLYWOOD SHEATHING INSTALLED OVER (E) STRAIGHT SHEATHING W/ 10d NAILS @ 6" O.C. (B.N. & E.N.) & 12" O.C. F.N., UNBLOCKED, SEE DETAIL 3/S0.24 2B HDU5 W/ 6x6 POST 3 4x12 OR 3 1/2 x 11 1/4 PSL DRAG BEAM W/ STRAPPING ALIGNING W/ SHEAR WALL BELOW 14/S0.24 5 CUT, SHORE, AND RECONNECT (E) ROOF TRUSSES TO NEW BEAM 6 LOCALLY REMOVE (E) FOUNDATIONS FOR NEW WORK, CONTRACTOR TO PROVIDE SHORING TO (E) FRAMING AS REQ'D. 4A MST48 7 REPAIR LOCATIONS OF DAMAGED (E) WALL FRAMING, FULL SURVEY BY G.C. REQ'D., SEE DETAIL 7/S0.24 8 SISTER 2x6 STUDS TO (E) STUDS, ORIENT PERPENDICULAR TO (E) STUDS, SEE DETAIL 9/S0.23 9 REMOVE (E) ROOF TRUSSES FOR ROOF HATCH, REFRAME W/ LVL ROOF JOISTS PER PLAN 10 WOOD BEAM TO WOOD BEAM CONNECTION, PROVIDE HUS410 HANGER. 4B CONT. CS14 11 PROVIDE SIMPSON H8 EA. END OF ROOF JOIST AT SUPPORTS FOR EXTENT AS SHOWN ON PLAN. SEE FOR CLARITY 4C CMST12 12 PROVIDE 4x4 WOOD POST FOR GATE CONNECTION, S.A.D, CONNECT POST TO (E) FRAMING SIM. TO .7/S0.23 13 ALL FOUNDATION EXCAVATIONS MUST BE OBSERVED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL 14 PILE FOOTINGS PER DET. REQ'D. FOR SITE LIGHT FIXTURES, S.A.D.8/S0.22 1/S2.02 4 SIMPSON STRAP OVER WOOD FRAMING PER PLAN FOUNDATION SHEET NOTES: 1. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD AND NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES. 2. NOMINAL TOP OF SLAB ELEVATION = 0'-0". ELEVATIONS ARE GIVEN RELATIVE TO GROUND FLOOR NOMINAL ELEVATION OF 0'-0" 3. FOR TYPICAL FOUNDATION DETAILS, SEE S02.X SERIES. FOR TYPICAL WSWH DETAILS, SEE S0.31. 4. BOTTOM OF ALL NEW FOUNDATIONS TO BE -5'-0" TYP. PER GEOTECH. REPORT, SEE 5. VERIFY DEPTH OF ALL EXISTING FOUNDATIONS BEFORE EXCAVATING. BOTTOM OF (N) FOUNDATIONS TO BE SET A MINIMUM OF A 1:1 SLOPE AWAY FROM BOTTOM OF (E) FOUNDATIONS TO AVOID SURCHARGE OF (E) FOUNDATIONS, U.O.N. PROVIDE UNDERPINNING IF NEEDED, REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS. 6. ALL FOUNDATIONS ARE CENTERED ABOUT POST/WALL CENTERLINES, U.O.N. 7. SEE ARCHITECTURAL DRAWINGS FOR EDGE OF SLAB DIMENSIONS, LOCATIONS OF DRAINS, CURBS, PLANTERS, BOLLARDS, SLOPES, AND CONTOURS OF AREAS SLOPED TO DRAIN NOT SHOWN. FRAMING SHEET NOTES: 1. ALL FRAMING IS NEW UNLESS OTHERWISE NOTED AS EXISTING (E). 2. ALL EXISTING FRAMING, CONDITIONS, AND DIMENSIONS TO BE VERIFIED IN FIELD BY CONTRACTOR. EXISTING CONDITIONS SHOWN ARE BASED ON AVAILABLE BUILDING DOCUMENTS AND FIELD OBSERVATIONS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS IN FIELD AND NOTIFY STRUCTURAL ENGINEER OF RECORD WHERE DISCREPANCIES EXIST. 3. CONTRACTOR TO SHORE ALL EXISTING ELEMENTS AS REQUIRED TO INSTALL NEW STRUCTURE. 4. SHEAR WALL SHEATHING TO BE INSTALLED ON INTERIOR SIDE OF (E) WALLS, TYP. 5. ALL NEW STRUCTURAL WALLS SHALL BE 2x6 STUDS @ 16" O.C. MIN., U.O.N. S.A.D FOR LOCATIONS OF NEW WALLS. 6. ALL NEW NON-STRUCTURAL WALLS SHALL BE 2x4 STUDS @ 16" O.C. MIN., S.A.D FOR WALL THICKNESS AND LOCATIONS OF NEW WALLS. 7. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR SLEEVES, BLOCK-OUTS, HOUSEKEEPING PADS, AND OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL DRAWINGS. 8. ALL WOOD ELEMENTS IN CONTACT WITH WEATHER OR CONCRETE SHALL BE P.T. D.F., TYP. 9. REPLACE ALL DETERIORATED OR DAMAGED WOOD MEMBERS IN KIND, TYP. 10. PROVIDE NAILING AS REQUIRED AT (E) WOOD CONNECTIONS TO MEET CBC MINIMUMS PER DET. SHEET NOTES: 1/S0.23 4/S0.22 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 2/ 2 5 / 2 0 2 5 1 : 5 6 : 1 0 P M S1.02 ROOF FRAMING PLAN 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S1.02 1/4" = 1'-0" 1 ROOF FRAMING PLAN N No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 FOOTING & REINF. PER PLAN (E) FTG. TO BE REMOVED AT NEW SHEAR WALL FTG. (LOCALLY UNDERPIN AS REQ'D ADJACENT TO STRIP FTG., SEE SHEAR WALL SHTG. PER PLAN TO BE PLACED ON INSIDE FACE OF WALL & NAILED TO FRMG. PER SCH. (E) CONC. S.O.G., V.I.F. (E) STUD WALL, V.I.F. CONDITION OF STUDS & BOT. PL & REPLACE IF DETERIORATED A.B. PER S.W. SCH. IF REUSING (E) BOT. PL, DRILL THRU PL & PLACE ANCHORS BEFORE POURING FTG. E.N. #4 @ 12" O.C. DOWELS INTO (E) S.O.G., SEE 3/S0.22 PER PLAN PE R P L A N MI N . 3" C L R . STEM WALL PER 4/S0.22 2/S2.01 FOOTING & REINF. PER PLAN (E) STRIP FTG., V.I.F., MIN. DEPTH ASSUMED 1'-6" SHEAR WALL PER PLAN & TYP. DETAILS (E) CONC. S.O.G. (E) STUD WALL, V.I.F. A.B. PER S.W. SCH. HD PER PLANPOST PER PLAN HD ANCHOR & ADD'L REINF. PER 3/S0.24 S.O.G. OVER STEM WALL DOWELS TO MATCH SIZE & SPACING OF FTG. & STEM WALL REBAR, DRILL & EPOXY TO (E) FTG. W/ 6" EMB., TYP., DO NOT DAMAGE (E) REBAR MI N . 5" ROUGHEN (E) CONC. SURFACE TO 1/4" AMPLITUDE TYP. MIN. 3" MIN. 1' - 0" STEM WALL PER VERT. REBAR NOT SHOWN FOR CLARITY 4/S0.22 UNDERPIN (E) FTGS. AFFECTED BY TEMP. EXCAVATIONS TO DEPTH OF (N) FTGS. W/ MIN. 2500 PSI CONC. (UNDERPINNING SEQUENCE BY OTHERS) Ls WSWH PANEL PER PLAN NOTE: 1. SEE TYPICAL WSWH DETAILS FOR INFO NOT SHOWN. HAIRPINS PER @ 4" O.C. IN STEM WALL V. I . F . 4" M I N . , TY P . 3" C L R . , Le CONCRETE STRIP FTG. PER PLAN Ls CHIP (E) S.O.G. & EXPOSE (E) REINF. (E) CONC. S.O.G. 1/S0.31 PROVIDE (2) ADD'L. CLOSED #4 TIES E/S OF ANCHOR STEM WALL PER HORIZ. REBAR NOT SHOWN FOR CLARITY 4/S0.22 TEMP. EXCAVATIONS TO BE MADE PER THE GEOTECH. REPORT, TYP. S.O.G. PER PLAN (REINF. NOT SHOWN FOR CLARITY)1' - 0" CAST WSWH ANCHOR BOLTS INTO FTG. & STEM WALL. EXTEND W/ COUPLERS AS REQ'D PER 7/S0.31 1' - 0" BACKFILL & COMPACT SOIL BELOW SLAB ON GRADE PER GEOTECH. REPORT POST PER PLAN 3x BOTTOM PLATE W/ (2) ANCHOR BOLTS, SEE 6/S0.23 (E) STUD WALL, WHERE OCCURS PROVIDE (N) FRMG. PER . REMOVE (E) FRMG. AT FTG., 9/S0.23 CONCRETE PAD FOOTING PER PLAN ROUGHEN (E) CONCRETE SURFACE TO 1/4" AMPLITUDE, TYP. PER PLAN DRILL AND EPOXY DOWELS TO MATCH STEM WALL REBAR INTO (E) FTG. & UNDERPINNING W/ 6" EMB., TYP. REPLACE S.O.G. REMOVED FOR EXCAVATION, SEE STEM WALL PER REBAR NOT SHOWN FOR CLARITY 4/S0.22 UNDERPIN (E) FTGS. AFFECTED BY TEMP. EXCAVATIONS TO DEPTH OF (N) FTGS. W/ MIN. 2500 PSI CONC. (UNDERPINNING SEQUENCE BY OTHERS) DRILL AND EPOXY (2) #5 DOWELS @ 6" O.C. INTO UNDERPINNING W/ 6" EMB., TYP. 2/S0.22 PE R P L A N SLAB REINF. PER PLAN SEE FOR CONNECTION TO (E) S.O.G. (E) CONCRETE S.O.G.CONCRETE S.O.G. PER PLAN 3/S0.22 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 1" = 1'-0" 2/ 2 5 / 2 0 2 5 1 : 5 6 : 1 1 P M S2.01 FOUNDATION & FIRST FLOOR DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S2.01 1" = 1'-0" 1 PERIMETER FTG. AT SHEAR WALL S2.01 1" = 1'-0" 2 STRIP FTG. TO (E) STRIP FTG. S2.01 1" = 1'-0" 3 WSWH-STRIP FTG. CONNECTION S2.01 1" = 1'-0" 4 PAD FOOTING AT (E) STRIP FOOTING S2.01 1" = 1'-0" 5 SLAB DEPRESSION AT (E) S.O.G. No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 A A (E) LEDGER TO BE REMOVED V.I.F. 3x BLKG. ATTACH TO EACH ROOF JOIST WITH A35 CLIP TYP., NOTCH AT (E) TRUSS, TYP. ROOF JOIST PER PLAN (E) TRUSS TOP CHORD BEYOND, V.I.F. (E) STRAIGHT SHEATHING, V.I.F. PLYWOOD SHEATHING PER PLAN B.N. CONT. TENSION STRAP PER PLAN (E) PARAPET, V.I.F. (E) WALL SHEATHING V.I.F. RESUPPORT (E) TRUSS TOP CHORD W/ 3x4 LEDGER SPANNING BETWEEN ADJACENT (E) STUDS. ATTACH TO (E) STUDS WITH (2) #14 WOOD SCREWS E/E, RESUPPORT BEFORE REMOVING (E) LEDGER SIMPSON H2.5A EA. JOIST-LEDGER TYP., U.O.N. CEILING JOIST PER PLAN (E) TRUSS BOT. CHORD BEYOND, V.I.F. (E) LEDGER, V.I.F. ALIGN CEILING JOISTS WITH (E) STUD AND BOT. TRUSS CHORD, BEAR ON (E) LEDGER AND PROVIDE (3) 10d NAILS INTO STUD 3x4 LEDGER BETWEEN ADJACENT STUDS TO SUPPORT ROOF JOIST. AT E/E BEAR ON 2x4 CRIPPLE STUD x 12" ATTACHED TO (E) STUDS W/ (3) SIMP. SDWS22300 SCREWS MAX. 2 1/2" WIDE x 1" DEEP NOTCH AT LEDGER (E) TOP PL. V.I.F. B.N. B.N. A35 CLIPS BETWEEN LEDGER AND SHTG. PER SW SCHEDULE SHEAR WALL PER PLAN, ATTACH SHEATHING TO (E) STUDS, TYP.E.N. 3x BLKG. AT ALL PANEL JOINTS SEE 2/S0.24 NOTCH SHTG. AROUND TRUSS BOT. CHORD AND CEILING JOISTS. PROVIDE 3x BLKG AT ALL PANEL JOINTS. SECTION A-A E.N., TYP. SHEATHING PANELS PER S.W. SCHEDULE 3x BLOCKING AT PANEL JOINTS W/ SHTG. E.N. WHERE NOT ALIGNED W/ AN (E) STUD SHEATHING NOTCH AROUND FRAMING, TYP. CONT. SIMP. CS16 STRAP ABOVE & BELOW OPENINGS IN WALL (E) TOP PL. V.I.F. S.W. SHEATHING PER PLAN & TYP. DETAILS ON S.024 CEILING AT (E) TRUSS BOT. CHORD, S.A.D. CEILING VOID ROOF S.A.D. S.W. END POST W/ E.N. PER PLAN 2x STUDS ALIGNED W/ (E) TRUSS BOT. CHORD WALL FRAMING PER 9/S0.23 2x CRIPPLE STUDS BETWEEN (E) TRUSS T&B CHORDS CONT. DBL. PLATE UNDER ROOF JOISTS ALIGN ALT. STUDS UNDER ROOF JOISTS 3x BLOCKING MATCHING DEPTH OF ROOF JOISTS, NOTCH AT (E) TRUSS TOP CHORDS, TYP., ATTCH TO EACH JOIST W/ A35 CLIP E/E SIMPSON LTP4 CLIPS, SEE S.W. SCH. FOR SPACING 1/S0.24 3x BLOCKING, TYP., MATCHING DEPTH OF TRUSS TOP CHORD, ATTACH TO TRUSS W/ A34 CLIP E/E CEILING JOIST PER PLAN, ALIGN W/ (E) TRUSS BOT. CHORD, TYP. NOTCH SHEATHING AROUND CEILING JOIST AND TRUSS BOT. CHORD, PROVIDE 3x BLOCKING AROUND NOTCH W/ EDGE NAILING, SEE SECTION A-A ON 2/S2.02 CONT. STRAP PER PLAN CONT. SIMP. CS16 STRAP ABOVE & BELOW OPENINGS IN WALL TRIM (E) BOT. CHORD OVERHANG WOOD BEAM PER PLAN ROOF JOIST SPLICE AT STUD WALL, PROVIDE SIMPSON H2.5A AT EA. JOIST TO TOP PLATE 2x CRIPPLE STUD WALL PER 9/S0.23 LOAD BEARING WALLS TO BE REMOVED, S.A.D. HANG (E) TRUSS OFF WOOD BEAM, PROVIDE HUS26-2 HANGER TO SUPPORT BOT. CHORD AND WEB, V.I.F. REQ'D. HANGER SIZE 16d @ 16" O.C. HANGER, SEE SCHEDULE ON 8/S0.23 3x BLKG., RIP TO ROOF SLOPE, TYP. B.N. PROVIDE 2x6 TRUSS VERT. W/ (4) 10d NAILS TO (E) T&B CHORDS SIMP. AS2046A TRUSS PLATE (20 GA. MIN.) NAILED TO BOT. CHORD, VERT. & DIAG. PROVIDE INFILL 2x PIECE AS REQ'D FOR EVEN NAILING SURFACE (E) 2x STUD WALL, V.I.F. CONTRACTOR TO VERIFY (E) FRAMING CONNECTIONS & PROVIDE THE CBC MINIMUMS PER IF (E) IS INSUFFICIENT ROOF JOIST SPLICE AT STUD WALL, PROVIDE SIMPSON H2.5A AT EA. JOIST TO TOP PLATE MAX. 1/2" BIRDSMOUTH TO JOIST AT (E) TOP PLATE CEILING JOISTS PER PLAN, BEAR ON (E) STUD WALL 1/S0.23 3x BLKG., RIP TO ROOF SLOPE, TYP. B.N. 2x BLKG. BTWN. CEILING JOISTS, TYP. BM. PER PLAN BEYOND W/ HANGER PER PLAN BM. PER PLAN SIMP. CCQ POST CAP POST PER PLAN NOTE: 1. BALANCE OF FRAMING NOT SHOWN FOR CLARITY 2. FOR MEP OPENINGS IN SHEAR WALL, SEE DET. POST PER PLAN W/ SIMP. CS14 STRAP CONNECTED TO BM. 15/S0.24 CEILING EL. S.A.D. B.N., TYP. DRAG BM. PER PLAN PROVIDE (2) BAYS OF 3x BLKG. BEYOND DRAG BM. W/ EDGE NAILING SHEAR WALL, SEE PLAN AND TYP. DETS. ON S0.23 STRAP PER PLAN, CNTR. ON END OF SHEAR WALL SHORE (E) STUDS, CUT & RECONNECT TO HDR. AFTER INSTALLATION NOTES: 1. OCCURS EACH END OF OPENING, TYP. 2. SEE FOR INFORMATION NOT SHOWN PROVIDE JACK STUD ATTACHED TO (E) STUD, SEE 9/S0.23 9/S0.23 HDR. PER PLAN, EXTEND TO ADJACENT FULL HEIGHT STUD OPNG., S.A.D. PROVIDE INFILL STUD AS REQ'D TO FRAME OPNG. (E) STUDS TO BE REMOVED 3x FLAT BLKG. AT ATTACHMENT POINTS, COORDINATE W/ MANUF. (E) WALL STUDS, V.I.F., SISTER FULL-HEIGHT W/ 3x6 OR (2) 2x6 ATTACHED W/ 16d NAILS @ 12" O.C. WHERE STUDS SUPPORT MEP UNIT WALL-MOUNTED MEP UNIT, S.M.D. (EXTENT SHOWN INDICATIVELY) 2x CRIPPLE STUDS UNDER E/E OF BLKG., TYP. B.N. E.N. SW DRAG BM. PER PLAN BLKG., SHAPE AS REQ'D TO ATTACH SHTG. SHORE (E) RAFTERS, REMOVE (E) TRUSS & RECONNECT TO BM. W/ SIMP. H2.5A CLIP LTP4 CLIPS PER S.W. SCH. FROM BLKG. TO BM. PER PLAN A35 SHEAR TRANSFER CONN. PER S.W. SCHEDULE ON S0.24 E.N. SWPER PLAN (E) PARAPET & TOP PL. V.I.F. CONT. LEDGER PER PLAN, NAIL TO EA. (E) STUD WITH (3) SDWS22500 SCREWS, EQUALLY SPACED. SHORE & REMOVE (E) END TRUSS OR LEDGER TO INSTALL LEDGER. GC TO PROVIDE SHORING AS REQD. 3x BLKG. AT SHTG. PANEL JOINTS SEE DET. (E) WALL TOP PL. AT TRUSS BOTTOM CHORD V.I.F. ROOF SHTG. PER PLAN OVER (E) STRAIGHT SHTG. V.I.F. B.N. 2/S0.24 (E) TRUSS V.I.F. SW 8" 8" STRAP PER PLAN (E) RAFTERS V.I.F. 4x BLKG. BETWEEN (E) RAFTERS INFILL SHEAR WALL BETWEEN ROOF AND DRAG BEAM WITH 1/2" SHEATHING & 6" O.C. E.N. & F.N. LTP4 CLIPS T&B OF S.W. SPACED SEE DET. FOR 6" E.N. DRAG BEAM PER PLAN CONNECT DRAG BM. TO STRONG-WALL PER 4/S0.31 TYP. AT (2) LOCATIONS SIMPSON STRONG- WALL PER PLAN SIMPSON CS14 STRAP SPLICING SHEAR WALL AND STRONG WALL BELOW. CUT & RESUPPORT (E) CEILING JOISTS TO DRAG BEAM SEE DET. 2/S0.24 8/S0.23 E.N. E.N. SW CEILING ELEV. S.A.D. B.N. (E) HIP RAFTER. SISTER WITH 2x MEMBER MATCHING DEPTH OF RAFTER W/SDWS22300x3" @12" O.C. STAGGERED (E) HIP RAFTERS BEYOND V.I.F. INFILL SHEAR WALL BETWEEN ROOF AND DRAG BEAM WITH 1/2" SHEATHING & 6" O.C. E.N. & F.N. LTP4 CLIPS T&B OF SPACED SEE DET. FOR 6" E.N. DRAG BEAM PER PLAN. SHORE & REMOVE (E) CEILING BEAM TO INSTALL BM. SPLICE DRAG BEAM W/DRAG BEAM AT STRONG WALLS W/ MSTC48 STRAP, SEE PLAN SHEAR WALL TOP PLS MATCHED TO HIPPED ROOF SLOPE E.N. 2/S0.24 PLYWOOD SHEATHING PER PLAN E.N. Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 1" = 1'-0" 2/ 2 5 / 2 0 2 5 1 : 5 6 : 1 2 P M S2.02 FRAMING DETAILS 23005.10 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 01/12/2024 IK 625 S. CYPRESS S2.02 1" = 1'-0" 1 EXTERIOR WALL FRAMING SECTION S2.02 1" = 1'-0" 2 EXTERIOR WALL FRAMING SECTION AT SHEAR WALLS2.02 1" = 1'-0" 6 GRID 2 SHEAR WALL FRAMING S2.02 1" = 1'-0" 4 FRAMING SUPPORT AT WOOD BEAM S2.02 1" = 1'-0" 7 FRAMING SUPPORT AT BEARING WALL S2.02 1" = 1'-0" 16 SHEAR WALL CONNECTION TO ROOF AND DRAG BEAM S2.02 1" = 1'-0" 8 OPENING IN (E) BEARING WALL S2.02 1" = 1'-0" 10 WALL MOUNTED MEP UNIT SUPPORT S2.02 1" = 1'-0" 9 SHEAR WALL AT HIP ROOF S2.02 1" = 1'-0" 11 SHEAR WALL TRANSFER - ROOF MEMBERS PARALLEL No. Description Date 1 100% DD ISSUANCE 01/12/2024 2 75% CD ISSUANCE 03/15/2024 3 90% CD ISSUANCE 05/03/2024 4 PERMIT SET 05/17/2024 5 BACKCHECK SET 01/17/2025 S2.02 1" = 1'-0" 5 INFILL SHEAR WALL CONNECTION TO SIMPSON STRONG WALLS2.02 1" = 1'-0" 13 INFILL SHEAR WALL AT HIP ROOF EXP. 03/31/26 No. C78947 STATEOF CA LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL DATE SIGNED 02/27/2025 6 2 BACKCHECK SETND 02/27/2025 N Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 SHEET INDEX: SCALE: NONE VICINITY MAP ABBREVIATIONS: GENERAL NOTES :CITY OF SANTA ANA GENERAL GRADING NOTES: PROJECT INFORMATION: · · · · · TITLE SHEET C0.00 W1895-88-01 2025-04-08 2025-04-08 TOPOGRAPHIC SURVEY 1 C1.00NOT TO SCALE FOR REFERENCE ONLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 TOPOGRAPHIC SURVEY 2 C1.01NOT TO SCALE FOR REFERENCE ONLY Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 OOOOOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO OOOOOOOOOOOXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X X N Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 LEGEND: TESC KEY NOTES: OOOOOOOOO BMP NOTES: TESC PLAN C1.10 CITY OF SANTA ANA EROSION AND SEDIMENT CONTROL NOTES: X X X CY P R E S S A V E AL L E Y 1033 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND KITCHEN 10 RESTROOM 11 JANITOR 12 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W SD SDSDSD SD PERF PERF PERF PERF PERF PERF PERF PERF PERF PERF W W W W W W W W W W W SD SD SD GB GB GB GB 1 2 LEGEND: SS SS W W Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 GRADING GENERAL NOTES: DRAINAGE GENERAL NOTES:GRADING AND DRAINAGE KEY NOTES: N GB OH OH GRADING AND DRAINAGE PLAN C1.20 SD PERF W W Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 GRADING AND DRAINAGE SECTIONS PLAN C1.21 1033 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND KITCHEN 10 RESTROOM 11 JANITOR 12 CY P R E S S A V E 1 //////////////////////////////////////////////////////////// 11 + 5 0 . 0 0 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W SD SDSDSD SD PERF PERF PERF PERF PERF PERF PERF PERF PERF PERF W W W W W W W W W W W SD SD SD N Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 GENERAL CONSTRUCTION NOTES WATER CONSTRUCTION KEY NOTES SEWER CONSTRUCTION KEY NOTES W W OH OH W W SS SS LEGEND UTILITY PLAN C1.30 SD PERF /////////// CY P R E S S A V E AL L E Y Xref .\Xref\SA Fire Station--Sheet - A1-00 - PROPOSED FLOOR PLAN-SA Fire Station_MEP_R23-rvt-1-FLOOR PLAN - NEW.dwg 1033 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND KITCHEN 10 RESTROOM 11 JANITOR 12 SD SD SD SD SD SD SD SD SD SDSD PERF PERF PERF PERF PERF W W W W SD MATCHLINE - SEE BOTTOM LEFT S EAST CAMILE STREET MATCHLINE - SEE TOP LEFT CY P R E S S A V E Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 N HORIZONTAL CONTROL PLAN C1.40 LEGEND: SS SS W W OH OH W W SD PERF Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 CIVIL DETAILS 1 C2.00 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 CIVIL DETAILS C2.00 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 GF 625 S. CYPRESS No.Description Date DESIGN DEVELOPMENT 01/10/2024 AS SHOWN 75% CD 03/15/2024 90% CD 05/14/2024 PERMIT SET 05/17/2024 BACKCHECK SET_V2 04/07/2025 CIVIL DETAILS 2 C2.10 PE R G E O T E C H R E P O R T 3 1/ 2 " 5 1/ 4 " CONCRETE PAVING WITH #4 REINFORCING BARS @ 16" O.C. BOTH HORIZONTAL DIRECTIONS; PROVIDE BROOM FINISH RAN PERPENDICULAR TO PATH OF TRAVEL TYP,. UNO. FOR CONCRETE COLOR SUB BASE, COMPACTED TO 95% RELATIVE COMPACTION, REFER TO GEOTECH REPORT UNDISTURBED EARTH NOTE: FOR MORE INFORMATION, REFER TO GEOTECH REPORT. EQ EQ AGGREGATE BASE 10 7/ 8 " 3 5/ 8 " CONCRETE PAVING WITH #3 REINFORCING BARS @ 18" O.C. BOTH HORIZONTAL DIRECTIONS; PROVIDE BROOM FINISH RAN PERPENDICULAR TO PATH OF TRAVEL TYP,. UNO. REFER TO LANDSCAPE DRAWINGS FOR CONCRETE COLOR SUB BASE, COMPACTED TO 95% RELATIVE COMPACTION AND MOISTENED TO AT LEAST TWO PERCENT ABOVE OPTIMUM MOISTURE CONTENT, REFER TO GEOTECH REPORT UNDISTURBED EARTH NOTE: FOR MORE INFORMATION, REFER TO GEOTECH REPORT. EQ EQ CONCRETE PAVING PER PLAN, REFER TO REINFORCEMENT PER PAVING TYPE, REFER TO PAVING DETAILS 3" 6" 6" 1 A5.02 5 A5.02 FACE OF BUILDING SEALANT & EXPANSION JOINT FILLER 1/4" RADIUS 3/8" FLUSH TRANSITION 1/4" RADIUS (E) CONCRETE PAVING W/ SAWCUT EDGE CONCRETE PAVING PER PLAN, REFER TO 3/8"MAX. #4 x 12" LONG EPOXY DOWELS @ 18" O.C. SEALANT & EXPANSION JOINT FILLER; 1/4" MAX BELOW FINISH PAVING REINFORCEMENT PER PAVING TYPE, REFER TO PAVING DETAILS 3" 6" 6" 1 A5.02 5 A5.02 1/2" RADIUS CONCRETE PAVING PER PLAN, REFER TO REINFORCEMENT PER PAVING DETAILS 3" 6" 6" 1 A5.02 5 A5.02 3/ 8 " FINISH GRADE / LANDSCAPING, REFER TO CIVIL & LANDSCAPE DWGS 2 1/4" CLR. CONCRETE PAVING PER PLAN, REFER TO SAWCUT JOINT PER PLAN, SPACED AT INTERVALS NOT GREATER THAN 10' 1 A5.02 5 A5.02 3/16 MI N I M U M O F 1 / 4 T H E SL A B T H I C K N E S S 1. 2. 3. 4. NOTES: SCORING PER PLAN, CONTRACTOR TO PROVIDE SHOP DRAWING FOR APPROVAL. ADJUST SCORE LINES TO ALIGN WITH BUILDING AND SITE ELEMENTS AS MUCH AS POSSIBLE WHILE MAINTAINING DESIGN INTENT. WHERE SAWCUT MEETS VERTICAL SURFACE, SAWCUT SHALL TERMINATE NO MORE THAN 1/2" FROM EDGE. SAWCUT WITHIN 8 HOURS OF CONCRETE FINISH. CONCRETE PAVING PER PLAN, REFER TO SCORE JOINT, 3/8" RADIUS x 1" DEEP 1 A5.02 5 A5.02 PLACEMENT 1PLACEMENT 2 1'-0"1'‍-0" 1. 2. 3. NOTES: INSTALL CONSTRUCTION JOINTS AS NECESSARY. ALL OTHER NON CONSTRUCTION JOINT SCORING SHALL BE SAWCUT JOINT. #4 SPEED DOWL AT 24" O.C. ALL CONSTRUCTION JOINTS SHALL ALIGN WITH SCORING SHOWN ON PLAN. CONTRACTOR SHALL COORDINATE LOCATION OF CONSTRUCTION JOINTS AND SCORING PRIOR TO POUR. DATED 04/23/2024 PREPARED BY GEOCON DATED 04/23/2024 PREPARED BY GEOCON E0.00 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 GENERAL NOTES, ABBREVIATIONS AND SYMBOLS UON UNLESS OTHERWISE NOTED XFMR WP VL WEATHERPROOF TRANSFORMER WATTS VERIFY LOCATION VOLTAGE UL U/G TYP TVSS TS TBB SIM SWB SW R SCA RGC UNDER GROUND UNDERWRITER'S LABORATORIES TYPICAL TELEPHONE BACKBOARD TIME SWITCH SIMILAR SWITCHBOARD SWITCH EXISTING, TO BE REMOVED RIGID GALVANIZED CONDUIT SHORT CIRCUIT AMPERE P PL PNL (NR) NIC NL NTS N MIN NA POLE PROPERTY LINE PANEL NOT IN CONTRACT NIGHT LIGHT NOT TO SCALE NOT APPLICABLE NEW MINIMUM EWH ELECTRIC WATER HEATER MC MAX MFR IG LTG LTA GND IC HP GFCI F MECHANICAL CONTRACTOR MANUFACTURERS MAXIMUM ISOLATED GROUND LET-THRU AMPS FOR FUSES LIGHTING GROUND HORSEPOWER FUSE EQ EQP (ER) EA EC CO (E) (D) CONN CLG CL EXISTING, TO REMAIN EQUIVALENT EQUIPMENT ELECTRICAL CONTRACTOR EACH CONDUIT ONLY DEMOLISH CONNECTED CEILING CENTER LINE ABBREVIATIONS CB CKT CATV C BR BCW AIC AFF A COMMUNITY ANTENNA TELEVISION CIRCUIT BREAKER CIRCUIT BARE COPPER WIRE CONDUIT BRANCH AMPS INTERRUPTING CAPACITY ABOVE FINISHED FLOOR AMPERE NEW FIRE STATION RENOVATION IN EXISTING CONSTRUCTION. ADDING NEW 400A, 120/240V, 1-PHASE, 3-WIRE SERVICE (NEW SCE METER). PROVIDE POWER (GENERAL AND MECHANICAL), LIGHTING AND LIGHTING CONTROL. SCOPE OF WORK: -2022 CALIFORNIA ELECTRICAL CODE. -2022CALIFORNIA MECHANICAL CODE. -2022 CALIFORNIA ENERGY CODE. -2022 CALIFORNIA FIRE CODE. -2022 CALIFORNIA PLUMBING CODE. -NFPA 99 STANDARDS APPLICABLE TO PROJECT. -CITY OF SANTA ANA AMENDMENTS EXISTING, TO BE RELOCATED AS SHOWN GROUND FAULT CIRCUIT INTERRUPTER INTERRUPTING CAPACITY (RMS SYM.) APPLICABLE CODES: INDICATES NEW LOCATION OF RELOCATED DEVICE. PROVIDE ADDITIONAL CONDUITS, WIRES, BOXES, ETC. TO RE-ESTABLISH CIRCUITRY AS BEFORE. TRANSIENT VOLTAGE SURGE SUPPRESSOR OPEN STRIP FLUCRESCENT EMERGENCY LIGHT FIXTURE WITH BATTERY PACK FLUORESCENT LIGHT FIXTURE AS SPECIFIED WALL WASHER LIGHT FIXTURE, ARROW DENOTES AIMING DIRECTION JUNCTION BOX, SIZE AS NOTED AND PER CODE. JUNCTION BOX WITH FLEXIBLE CONDUIT CONNECTED TO DEVICE OR EQUIPMENT. DISCONNECT SWITCH, 30A, 3-POLE, NON-FUSED WITH 1-1/4" C.O. AND PULL ROPE STUB UP TO NEAREST ACCESSIBLE CEILING SPACE. CONDUIT TURNING UP CONDUIT TURNING DOWN DISCONNECT SWITCH, 60A, W/45A FUSE, 3-POLE (UON) HOMERUN TO PANEL A CIRCUITS 1&3 CONDUIT EXPOSED CONDUIT CONCEALED IN FLOOR SLAB OR UNDERGROUND GROUND, PER CODE AND AS SPECIFIED UTILITY METERING CIRCUIT BREAKER, 150A, 3-POLE TELEPHONE CONDUIT/HOMERUN, SIZE AS NOTED SWITCH & FUSE, 100AS, 75 AF, TYPE AS NOTED, 3-POLE (UON) SWITCHBOARD LIGHT FIXTURE TYPE F1, 40W EACH, TYPICAL IN A ROOM OR AREA FLUSH MOUNTED PANEL BOARD, B INDICATES NAME SURFACE MOUNTED PANEL BOARD, A INDICATES NAME REFERENCE NOTE #1 REFERENCE TO DETAIL #2 ON SHEET E2.0 OUTLET FOR TELEPHONE/DATA ONLY @+18" (UON) PROVIDE A 5S J-BOX WITH MUD RING AND FLUSH MOUNTED DUPLEX RECEPTACLE OUTLET 250V 2P, 3W, 20A (NEMA 6-20R) SYMBOLS WALLFLOOR CEILING DM a OUTLET FOR WAP HOMERUN TO PANEL A CIRCUITS 1&3 WITH GRAND WIRE EXIT SIGN, SINGLE FACE, ARROW IF INDICATED DENOTES DIRECTION SINGLE POLE TOGGLE SWITCH @+48"(UON), SUBSCRIPTS INDICATE THE FOLLOWING: A - OUTLET 'A' CONTROLLED DM - DIMMER, RATING AS NOTED M - MANUAL MOTOR STARTER P - PILOT ON LIGHT PULL ROPE STUB UP TO NEAREST ACCESSIBLE CEILING SPACE. OUTLET FOR DATA ONLY @+18" (UON) PROVIDE A J-BOX WITH 1-1/4" C.O. AND OUTLET FOR TELEPHONE ONLY @+18" (UON) PROVIDE A J-BOX WITH 1-1/4" C.O. AND PULL ROPE STUB UP TO NEAREST ACCESSIBLE CEILING SPACE. OUTLET FOR DATA ONLY PROVIDE A J-BOX, NUMBER INDICATES QUANTITY OF THE JACKS IN THE SAME DATA OUTLET REPRESENTS WITH SINGLE SWITCH; a,b REPRESENTS WITH DUAL SWITCHES COMBINATION OF MOTOR STARTER AND CIRCUIT BREAKER, NEMA SIZE '1' (UON) CONDUIT CONCEALED IN CEILING OR WALL, 3/4" CONDUIT, 2#12 WIRES (UON) 1 2 E2.0 OS 1.INFORMATION GIVEN ON THE DRAWINGS REGARDING EXISTING INSTALLATION HAS BEEN OBTAINED FROM THE BEST SOURCES AVAILABLE. HOWEVER IT CANNOT BE GUARANTEED IN ALL RESPECTS. VERIFY ALL SUCH INFORMATION BEFORE PROCEEDING WITH THE NEW WORK THAT MAY BE AFFECTED UPON. INCLUDE AS A PART OF THE CONTRACT ALL WORK THAT ARE REQUIRED TO PRODUCE INDICATED RESULT BEFORE SUBMITTING THE BID PROPOSAL. 2.THE SCOPE OF WORK SHALL INCLUDE THE FURNISHING OF ALL MATERIALS, EQUIPMENT, SUPPLIES AND LABOR AND THE PERFORMANCE OF ALL OPERATIONS NECESSARY FOR THE INSTALLATION OF ALL ELECTRICAL WORK, COMPLETE AND IN OPERATING CONDITION, ALL TO THE SATISFACTION OF UNIVERSITY'S REPRESENTATIVE. THE ENTIRE INSTALLATION SHALL BE READY IN EVERY RESPECT FOR SATISFACTORY AND EFFICIENT OPERATION WHEN COMPLETED. 3.PROVIDE ALL MATERIALS AND EQUIPMENT TO MAKE FINAL CONNECTIONS TO ALL EQUIPMENT AND APPLIANCES. 4.NOTHING DESCRIBED HEREIN OR INDICATED ON THE DRAWINGS SHALL BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THE MOST STRINGENT OF THE APPLICABLE CODES AND REGULATIONS. 5.ALL WORK SHALL BE DONE IN FULL COMPLIANCE WITH THE CALIFORNIA ELECTRICAL CODE, 2022 EDITION AND 2022 CALIFORNIA TITLE-24 ENERGY STANDARDS AND IN ACCORDANCE WITH THE REQUIREMENTS OF THE LOCAL AUTHORITIES HAVING JURISDICTION. 6.ALL EQUIPMENT AND MATERIALS SHALL BE NEW AND SHALL BE LISTED BY THE UNDERWRITER'S LABORATORIES, MANUFACTURED IN FULL COMPLIANCE WITH ASME, ANSI, IEEE AND NEMA. 7.ELECTRICAL DRAWINGS ARE DIAGRAMMATIC. SIZES, LOCATION OF EQUIPMENT, AND WIRING ARE SHOWN TO SCALE WHERE POSSIBLE, BUT MAY BE DISTORTED FOR CLARITY. FINAL LOCATIONS OF OUTLETS AND EQUIPMENT SHALL BE ADJUSTED AS DICTATED BY EXISTING CONDITIONS. IT IS NOT WITHIN THE SCOPE OF DRAWINGS TO SHOW ALL NECESSARY BENDS, OFFSETS, AND PULLBOXES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO INSTALL HIS WORK TO CONFORM TO THE STRUCTURE. CONDUIT RUNS ARE INDICATED DIAGRAMMATICALLY, DETERMINE EXACT LOCATION IN THE FIELD. 8.DURING THE PROGRESS OF THE WORK, MAKE A CAREFUL RECORD OF ALL CHANGES BY WHICH THE ACTUAL INSTALLATION DIFFERS FROM THAT INDICATED ON THE CONTRACT DRAWINGS AND DOCUMENTS. 9.ANY ERROR, OMISSION OR DESIGN DISCREPANCY ON THE CONSTRUCTION DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF UNIVERSITY'S REPRESENTATIVE FOR CLARIFICATION OR CORRECTION PRIOR TO INSTALLATION. 10.THE WORD "VERIFY LOCATION" ABBREVIATED AS "V.L." SHALL MEAN TO COORDINATE THE EXACT LOCATION OF THE DEVICE AND/OR EQUIPMENT BEING REFERRED TO WITH UNIVERSITY'S REPRESENTATIVE AND TO PROVIDE NECESSARY ADJUSTMENT WITHOUT ANY EXTRA COST TO THE UNIVERSITY. 11.CONTRACTOR SHALL GUARANTEE ALL WORKMANSHIP, EQUIPMENT AND MATERIALS FOR A PERIOD OF NOT LESS THAN ONE(1) YEAR FOR THE UNIVERSITY. SHOULD ANY DEFECTS OCCUR DURING THIS PERIOD, THE CONTRACTOR SHALL PROMPTLY REPAIR OR REPLACE THE DEFECTIVE ITEMS AT NO ADDITIONAL COSTS TO THE UNIVERSITY, INCLUDING COST OF LABOR AND MATERIALS. 12.ARCHITECTURAL SPECIFICATIONS, GENERAL, SPECIAL AND SUPPLEMENTAL CONDITIONS SHALL FORM A PART OF THIS CONSTRUCTION DOCUMENT. 13.UPON COMPLETION OF THE WORK, CONDUCT AN OPERATING TEST AND DEMONSTRATE TO THE UNIVERSITY'S REPRESENTATIVE THAT ALL EQUIPMENT ARE OPERATING IN A SATISFACTORY MANNER AND IN ACCORDANCE TO THE REQUIREMENTS OF DRAWINGS. 14.USE ELECTRICAL METALLIC TUBING FOR TRADE SIZES OF 3/4 TO 2 INCHES INCLUSIVE IN DRY LOCATIONS, USE RIGID METALLIC CONDUIT IN EXTERIOR INSTALLATION. USE RIGID METALLIC CONDUIT FOR ANY FEEDERS. 15.USE FLEXIBLE STEEL CONDUITS FOR SHORT CONNECTIONS TO MOTORS AND IN DRY LOCATIONS I.E. ABOVE ACCESSIBLE CEILING FOR LIGHTING AND CONVENIENT OUTLETS BRANCH CIRCUITING, AND IN STUD WALLS WHERE ALLOWED BY THE LOCAL CODE. USE LIQUID TIGHT FLEXIBLE CONDUITS IN AREAS EXPOSED TO WEATHER. PROVIDE INTEGRAL GROUNDING CONDUCTOR FOR LENGTHS EXCEEDING 6 FEET. FLEXIBLE CONDUITS FOR CONNECTION TO THE ROOF TOP AIR CONDITIONERS SHALL BE PROVIDED WITH INTEGRAL GROUND WIRE REGARDLESS OF THE LENGTH. 16.OUTLET AND JUNCTION BOXES SHALL BE GALVANIZED PRESSED STEEL WITH PLUGGED HOLES. ALL BOXES SHALL BE OF CEC CODE SIZE FOR THE NUMBER OF WIRES OR CONDUITS PASSING THROUGH OR TERMINATING THEREIN BUT IN NO CASE SHALL ANY BOX BE LESS THAN 4 INCHES SQUARE BY 2-1/8 INCHES DEEP. NO PLASTIC BOXES SHALL BE ALLOWED. 17.SINGLE CONDUCTOR COPPER WIRE WITH 600 VOLTS INSULATION SHALL BE USED FOR GENERAL WIRING IN CONDUIT UNLESS OTHERWISE SHOWN. ALL CONTACTS, GROUNDING AND NEUTRAL BUS BARS SHALL BE COPPER. 18.CONDUCTORS 8-AWG AND LARGER SHALL BE STRANDED TYPE. CONDUCTORS 10-AWG AND SMALLER SHALL BE SOLID WITH COLOR CODED INSULATION. 19.PROVIDE CONDUCTORS TYPE THW OR THWN FOR DRY AND WET LOCATIONS AND THHN FOR DRY LOCATIONS ONLY. 20.MINIMUM SIZE CONDUCTOR FOR USE IN LIGHTING AND POWER BRANCH CIRCUITS SHALL BE 12-AWG. 21.NO WIRE AMPACITY REDUCTION SHALL BE ALLOWED ON THE FEEDERS AND BRANCH CIRCUIT WIRING INCLUDING NEUTRALS UNLESS APPROVED BY THE UNIVERSITY'S REPRESENTATIVE. 22.LABEL ALL CONDUIT, JUNCTION BOXES, PANELS AND TRANSFORMERS WITH THE VOLTAGE AND CIRCUIT NUMBER(S). 23.ENGRAVE ALL SWITCHES AND OUTLETS WITH PANEL AND CIRCUIT NUMBER. 24.WIRES AND CONDUITS SIZES INDICATED THROUGHOUT THE DRAWINGS ARE BASED ON COPPER CONDUCTORS. 25.MINIMUM SIZE OF CONDUIT FOR POWER, LIGHTING, AND MECHANICAL EQUIPMENT SHALL BE 3/4" (UON). 26.SHOP DRAWING SUBMITTALS ARE REQUIRED FOR THE FOLLOWING MATERIAL/EQUIPMENT: A.LIGHTING FIXTURES. B.SPECIAL OR BUILT-TO-ORDER EQUIPMENT. 26.LIGHTING FIXTURES SHALL BE COMPLETE WITH ALL GLASSWARE, FITTERS, CANOPIES, SOCKETS, MOUNTING BRACKETS, REFLECTORS, LAMPS AND ALL ACCESSORIES AS REQUIRED. 27.FIXTURE SCHEDULE INDICATES GENERAL DESCRIPTION OF LIGHTING FIXTURES AND MANUFACTURER'S CATALOG NUMBERS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO STUDY THE SCHEDULE AND CAREFULLY REVIEW ELECTRICAL AND ARCHITECTURAL PLANS AND SPECIFICATIONS TO DETERMINE THE CORRECT CEILING CONFIGURATION AND FIXTURES TO BE FURNISHED SO THAT BOTH CEILING SYSTEM AND LIGHT FIXTURE CONSTRUCTION MATCHES. 28.COORDINATE EXACT LOCATION OF THE LIGHTING FIXTURES WITH THE ARCHITECTURAL DRAWINGS. IF ANY DISCREPANCIES EXIST, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE UNIVERSITY'S REPRESENTATIVE FOR CLARIFICATION PRIOR TO INSTALLATION. 29.LIGHTING FIXTURES FINISHES WHETHER OR NOT SHOWN ON THE DRAWINGS SHALL BE APPROVED BY UNIVERSITY'S REPRESENTATIVE. 30.PROVIDE GROUNDING SYSTEM PER 2022 CEC AND AS INDICATED. 31.ALL METAL AND NON-CURRENT CARRYING PART OF THE ELECTRICAL EQUIPMENT SHALL BE BONDED TO GROUND PER CEC CODE ARTICLE 250. 32.PROVIDE A TYPE-WRITTEN INDEX CARD FOR EACH PANEL BOARD INDICATING NAME OR NUMBER OF THE ROOM, AREA, OR EQUIPMENT USED BY EACH BRANCH CIRCUIT. USE ROOM NUMBERS AND NAMES VERIFIED IN THE FIELD AND NOT NECESSARILY THOSE SHOWN ON THE DRAWINGS. 33.PROVIDE FIREPROOFING FOR RECESS MOUNTED FIXTURES. RECEPTACLES, AND CONDUIT IN FIRE RATED AREAS. SEE ARCHITECTURAL PLANS FOR DETAIL AND LOCATION. 34.ALL SHUTDOWN SHALL BE COORDINATED WITH THE UNIVERSITY'S REPRESENTATIVE. 35.TEMPORARY MATERIALS MUST BE REMOVED WITHOUT SHUTDOWN AS CONSTRUCTION PROGRESSES. 36.RESTORE PERMANENT FACILITIES TO THEIR FORMER OR NEWLY SPECIFIED CONDITION. GENERAL NOTES DESCRIPTION W V LIGHT FIXTURE AS SPECIFIED, SUBSCRIPTS WHEN INDICATED DENOTE BRANCH CIRCUIT/SWITCH LEG CROSS LINES DENOTE NUMBER OF #12 WIRE, SIZE CONDUIT PER CODE AND AS NOTED ON PLANS, NOT INCLUDING EQUIPMENT GROUND WIRE FLUSH MOUNTED DOUBLE DUPLEX RECEPTACLE OUTLET @ +18" U.O.N. 125V 2P, 3W, 20A (NEMA 5-20R) FLUSH MOUNTED GFCI DUPLEX RECEPTACLE OUTLET @ +18" UON 125V 2P, 3W, 20A (NEMA 5-20R) WHITE COLOR FLUSH MOUNTED DUPLEX RECEPTACLE OUTLET @ +18" UON 125V 2P, 3W, 20A (NEMA 5-20R) WHITE COLOR E0.00:GENERAL NOTES, ABBREVIATIONS AND SYMBOLS E0.10:SINGLE LINE DIAGRAM, AND PANEL SCHEDULES E0.11:LIGHTING FIXTURE SCHEDULES E1.00:ELECTRICAL SITE PLAN E1.01:METER /MAIN LOCATION ELEVATION E1.10:POWER PLAN E1.11:MECHANICAL POWER PLAN E1.12:ELECTRICAL ROOF PLAN E2.10:LIGHTING PLAN E2.11:EMERGENCY LIGHTING PHOTOMETRIC PLAN E2.12:LIGHTING CONTROL DETAILS E3.01:INDOOR LIGHTING TITLE 24 COMPLIANCE FORMS E3.02:OUTDOOR LIGHTING TITLE 24 COMPLIANCE FORMS E3.03:ELECTRICAL POWER DISTRIBUTION TITLE 24 COMPLIANCE FORMS E4.01:ELECTRICAL DETAILS ED1.10:ELECTRICAL DEMOLITION PLAN DRAWING LIST: E0.10 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 SINGLE LINE DIAGRAM, AND PANEL SCHEDULES SCE METER Isc = ?? AIC (PER SCE) MAIN METER/MAIN "MSA" NEMA 3R 400A, 120Y/240V, 1Ø, 3W AIC= 22,000A N 1"C -1# 2/O 400A 1P M 2 (MECH.) 1 SPD3 MA PANEL N.T.S.E0.10 1 SINGLE LINE DIAGRAM SINGLE LINE DIAGRAM GENERAL NOTES: 1.FEEDER LENGTH AND VOLTAGE DROP CALCULATIONS ARE FOR PLAN CHECK PURPOSES ONLY AND MAY NOT BE USED FOR BID OR CONSTRUCTION. 2.MAXIMUM VOLTAGE DROP FOR NON-RESIDENTIAL FEEDERS SHALL BE LESS THAN 2%. 3.ALL CIRCUIT BREAKERS AND PANELBOARDS SHALL BE OF THE SAME MANUFACTURER. 4.ALL GROUNDING CONNECTIONS BELOW GROUND SHALL BE CADWELD. 5.ALL EQUIPMENT EXPOSED TO OUTDOOR ENVIRONMENT SHALL BE WEATHERPROOF NEMA 3R. 6.ALL PENETRATIONS SHALL BE FIREPROOFED WITH AN AUTHORITIES HAVING JURISDICTION APPROVED FIRE PROTECTION MEANS. 7.METER/MAIN PANELBOARD SHALL BE APPROVED BY SCE PRIOR TO PURCHASING. 8.CONTRACTOR SHALL HIRE A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER WITH 5+ YEARS EXPERIENCE, TO PERFORM SHORT CIRCUIT, COORDINATION AND ARC FLASH ANALYSIS AND LABELS (IN ACCORDANCE WITH IEEE 1584-2018 AND PPE RECOMMENDATION PER NFPA 70E 2023) AND PROVIDE ARC FLASH LABELING FOR ELECTRICAL EQUIPMENT PRIOR TO ENERGIZING THE EQUIPMENT) PRIOR TO PURCHASING EQUIPMENT TO ENSURE ALL EQUIPMENT CAN WITHSTAND AN ELECTRIC FAULT SITUATION WITHOUT DAMAGES. 9.SERVICE EQUIPMENT AT OTHER THAN DWELLING UNITS SHALL BE LEGIBLY MARKED IN THE FIELD WITH THE MAXIMUM AVAILABLE FAULT CURRENT. THE FIELD MARKING(S) SHALL INCLUDE THE DATE THE FAULT-CURRENT CALCULATION WAS PERFORMED AND BE OF SUFFICIENT DURABILITY TO WITHSTAND THE ENVIRONMENT INVOLVED. THE CALCULATION SHALL BE DOCUMENTED AND MADE AVAILABLE TO THOSE AUTHORIZED TO DESIGN, INSTALL, INSPECT, MAINTAIN, OR OPERATE THE SYSTEM PER NEC 110.24. 10.THE MAXIMUM COMBINED VOLTAGE DROP ON BOTH INSTALLED FEEDER CONDUCTORS AND BRANCH CIRCUIT CONDUCTORS TO THE FARTHEST CONNECTED LOAD OR OUTLET SHALL NOT EXCEED 5 PERCENT.” BEES 130.5(C). KEYNOTES: 1 PROVIDE BUILDING POWER SYSTEM GROUND BUS BAR, LOCATED IN ELECTRICAL ROOM. PROVIDE 1"C -1# 2/0KCMIL TO GROUND RODS. PROVIDE UL LISTED SURGE PROTECTION DEVICE (SPD) AT PANELBOARD. PROVIDE TELECOM GROUND BUS BAR. COORDINATE EXACT HEIGHT AND LOCATION IN THE FIELD. PROVIDE CHATSWORTH PRODUCTS INC (CPI) |40156-012 ANSI-J-STD 607A COMPLIANT U.L.-LISTED TELECOMMUNICATIONS GROUND BUSBAR (TGB). 2 3 PLAN CHECK NOTES: 1.SERVICE EQUIPMENT SHALL BE LEGIBLY MARKED IN THE FIELD WITH THE MAXIMUM AVAILABLE FAULT CURRENT. THE FIELD MARKING(S) SHALL INCLUDE THE DATE THE FAULT CURRENT CALCULATION WAS PERFORMED AND BE OF SUFFICIENT DURABILITY TO WITHSTAND THE ENVIRONMENT INVOLVED. 2.WHEN MODIFICATIONS TO THE ELECTRICAL INSTALLATION OCCUR, THAT AFFECT THE MAXIMUM AVAILABLE FAULT CURRENT AT THE SERVICE, AND THE MAXIMUM AVAILABLE FAULT CURRENT SHALL BE VERIFIED OR RECALCULATED AS NECESSARY TO ENSURE THE SERVICE EQUIPMENT INTERRUPTING RATINGS ARE SUFFICIENT FOR THE MAXIMUM AVAILABLE FAULT CURRENT AT THE LINE TERMINALS OF THE EQUIPMENT. THE REQUIRED FIELD MARKINGS(S) BE ADJUSTED TO REFLECT THE NEW LEVEL OF MAXIMUM AVAILABLE FAULT CURRENT. PROVIDE FAULT CURRENT CALCULATIONS THAT SHOW UTILITY CONTRIBUTION AND SHOW ON DRAWINGS FIELD MARKING(S). 001 G NEW SCE INCOMING OVERHEAD POWER400A UNDERGROUND FEEDER PA PANEL SPD3 225A 1P 225A 1P 400A 002 2"C, 3#4/0 CU & 1#6GND CU GROUND BUS BAR 1"C -1# 2/0 TO MAIN COLD WATER PIPE 1"C -1# 4/0 CONCRETE ENCASED ELECTRODE (UFER GROUND) 1"C -1# 2/O TELECOM GROUND BUS BAR 4 4 L=75' ; VD=0.43% 2"C, 3#4/0 CU & 1#6GND CU L=70' ; VD=0.39% Isc: 18,915A Isc: 18,915A E0.11 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 LIGHTING FIXTURE SCHEDULES LIGHTING FIXTURE NOTES 1.ALL FIXTURES SHALL HAVE APPROPRIATE U.L. LABEL, DAMP, OR WET AS REQUIRED BY LOCAL CODES. 2.ALL FIXTURES SHALL INCLUDE ALL ACCESSORIES FOR INSTALLATION ACCORDING TO ALL CALIFORNIA ELECTRICAL CODES. 3.PRIOR TO ORDERING ANY LIGHTING EQUIPMENT, THE CONTRACTOR SHALL VERIFY ALL LOCATIONS AND RECESS DEPTHS. 4.ALL LAMPS SHALL BE INSTALLED ACCORDING TO THE ATTACHED FIXTURE SCHEDULE. 5.CONTRACTOR SHALL VERIFY FINAL VOLTAGES AND CEILING TRIM COMPATIBILITY PRIOR TO ORDERING FIXTURES. 6.CEILING THICKNESS IN EXCESS OF 3/4" SHALL BE IDENTIFIED IN WRITING BY CONTRACT. 7.ALL FIXTURES SHALL BE ORDERED WITH THE APPROPRIATE BALLASTS THAT HAVE U.L. AND CBM LABELS. ALL BALLASTS MUST CONFORM TO TITLE 24 REQUIREMENTS FOR PERFORMANCE, SWITCHING, AND WIRING (I.E. TANDEM). 8.PROVIDE APPROVED FIRE-RATED ENCLOSURES FOR ALL LIGHTING FIXTURES LOCATED IN A FIRE-RATED CEILING. 9.WALLS DIRECTLY ILLUMINATED SHALL BE INSTALLED AND FINISHED IN A MANNER TO ELIMINATE SHADOWS OR BLEMISHES (I.E. HANG DRY WALL VERTICALLY). 10.ANY FIXTURE SUBSTITUTIONS MUST BE APPROVED BY THE ARCHITECT AND OWNER'S REPRESENTATIVE PRIOR TO BID. CONTRACTOR MUST BE PREPARED TO SUPPLY A SAMPLE AND/OR PHOTOMETRIC DATA IF REQUESTED. 11.ALL EMERGENCY BATTERY PACKS SHALL BE FURNISHED WITH 90-MIN MINIMUM BACK UP CAPABILITY AND PROVIDE NO LESS THAN 1/3 OF THE FULL LUMEN OUTPUT OF ANY INDIVIDUAL LAMP. LED LIT, TEST SWITCHES TO BE INTEGRAL TO FIXTURE, NOT REMOTE MOUNTED. CONTRACTOR SHALL ENSURE THAT A MINIMUM OF 1-FOOTCANDLE IS PROVIDED AT FLOOR LEVEL ALONG PATH OF EGRESS. 12.LIGHTING INSTALLED IN CORRIDORS AND STAIRWELLS SHALL BE CONTROLLED BY OCCUPANT SENSING CONTROLS THAT SEPARATELY REDUCE THE LIGHTING POWER BY AT LEAST 50% WHEN THE SPACE IS UNOCCUPIED. 13.SHADED FIXTURE INDICATES EGRESS FIXTURE WITH 90 MIN. BATTERY BACKUP OR CONNECTED TO LIGHTING INVERTER. N.T.S.E0.11 1 LIGHTING FIXTURE SCHEDULES X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X G1 G2 G5 G3 G4 EXISTING POWER POLE UNDERGROUND CONDUITS, ENCASE IN CONCRETE, PER APPROVED UTILITY DRAWINGS MSA CONDUIT DOWN UTILITY POLE AND TRANSITION TO UNDERGROUND CONDUIT PER APPROVED UTILITY DRAWINGS WP #10 PA-16 1 F SF3 SF1 SF2 SF2 SF1 SF2 SF1 SF3 PA-32a 32a 32a 32b 32b 32b 32c 32c 32c 3 E4.01 (TYP AS NEEDED) PA-32b & PA-32c 3/4"C, 4#10 & 1#10GND #10 2 2 #10 #10 E1.00 1/8" = 1'-0"E1.00 1 ELECTRICAL SITE PLAN - PROPOSED 0'8'4'4' Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I GER RE EN IGNE LANOISS C A L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I GER RE EN IGNE LANOISS C A L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 ELECTRICAL SITE PLAN GENERAL NOTES: 1.SOUTHERN CALIFORNIA EDISON (SCE) APPROVAL IS REQUIRED FOR METER LOCATION PRIOR TO INSTALLATION. 2.FIELD INSPECTORS TO REVIEW AND APPROVE UNDERGROUND SERVICE REQUIREMENTS PRIOR TO CONCRETE PLACEMENT. 3.SERVICE EQUIPMENT AND SUBPANELS TO HAVE A MININUM 30 INCH WIDE BY 36 INCH DEEP CLEAR WORK SPACE. (CEC 1010.26). 4.CONTRACTOR TO CALL UNDERGROUND SERVICE ALERT/DIG ALERT HOTLINES PRIOR TO CONSTRUCTION. 5.ALL ELECTRICAL EQUIPMENT MOUNTED OUTDOORS SHALL BE WEATHERPROOF (NEMA 3R). 6.ALL OPEN TRENCHES SHALL BE COVERED IN HEAVY PLYWOOD AT ALL TIMES WHEN NO WORK IS BEING PERFORMED. IN TRAFFIC AREAS CONTRACTOR SHALL USE ONLY HALF OF THE STREET AND THE TRENCHES SHALL BE COVERED BY 1" THICK STEEL PLATES AT ALL TIMES. CONTRACTOR SHALL PROVIDE FLAG MEN TO DIRECT TRAFFIC. 7.ALL OUTDOOR EQUIPMENT SHALL BE WEATHERPROOF (NEMA 3R) ENCLOSURE. 8.ALL OUTDOOR RECEPTACLES SHALL BE PROVIDED AS GFCI AND WITH WHILE-IN-USE COVERS. 9.THE ELECTRICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE ELECTRICAL DRAWINGS TO DETERMINE THE LOCATION OF THE EQUIPMENT OR OUTLETS. SEE ARCHITECTURAL PLANS, WHERE PROVIDED ON PROJECT FOR EXTENT OF DEMOLITION. 10.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREAT THAN THE FIRE RATING OF THE WALL. 11.ALL DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. 12.PROVIDE ADDITIONAL J-BOX NEAR PANEL FOR MULTIPLE HOMERUN CIRCUITRY 13.PROVIDE DEDICATED NEUTRAL FOR EACH NEW CIRCUIT, EXCEPT WHERE OTHERWISE NOTED. HOME RUN CONDUCTORS MAY BE COMBINED INTO ONE CONDUIT. NO RACEWAY OR CABLE SHALL CONTAIN MORE THAN NINE (9) CURRENT CARRYING CONDUCTORS. WHERE MULTIPLE CONDUCTORS IN EXCESS OF THREE (3) ARE INDICATED ON THESE DRAWINGS, THEY HAVE BEEN DERATED AS REQUIRED BY CEC ARTICLE 310 REQUIREMENTS. KEYNOTES: PROVIDE NEMA 3R, WEATHERPROOF, 250V, 30AS/20AF, 1ɸ, 3-W & GND DISCONNECT SWITCH FOR MOTORIZED GATE. COORDINATE EXACT LOCATION AND REQUIREMENTS IN THE FIELD. EXTERIOR LIGHTING SHALL BE ROUTED THROUGH AND CONTROLLED BY ASTRONOMIC TIMECLOCK. RELAYS ARE LOCATED IN CEILING SPACE AT OFFICE/KITCHEN SPACE 10 WHERE OVERRIDE SWITCHES ARE LOCATED. COORDINATE EXACT LOCATION OF TIMECLOCK AND SETTING OF TIMES IN THE FIELD. 1 2 1 2 3 A B C D E F 1033 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND BREAKROOM 10 RESTROOM 11 JANITOR 12 1 1 1 3 3 5 5 5 PA WP MA MSA 001 002 REFER TO SHEET E1.00 FOR CONTINUATION WP 5 3 J PA-1&3&5 J PA-7&9&11 7 7 991111 7 7 J PA-13&15&17 J 17 17 17 15 15 15 15 131313 13 19 19 113 D.F. 21 21 PA-19&21&23 J G.D MW REF 25 25 25 2727 29 PA-25&27&29 PA-31&33&35 35 31 31 33 PA-37&39 37 39 12 12 PA-2,4 #10 PA-6&8 2 4 3 WP J WP PA-12&14 1414 5 WP 10'-7" J 5 6 7 7 7 7 CR CR PA-18 PA-20 8 8 8 E1.10 1/4" = 1'-0"E1.10 1 POWER PLAN - PROPOSED 0'8'4'4' Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 POWER PLAN GENERAL NOTES: 1.THE ELECTRICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE ELECTRICAL DRAWINGS TO DETERMINE THE LOCATION OF THE EQUIPMENT OR OUTLETS. SEE ARCHITECTURAL PLANS, WHERE PROVIDED ON PROJECT FOR EXTENT OF DEMOLITION. 2.ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET MINIMUM 24 INCHES. 3.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREAT THAN THE FIRE RATING OF THE WALL. 4.ALL DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. 5.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO CEC, ARTICLE 300.22(C). 6.PROVIDE ADDITIONAL J-BOX NEAR PANEL FOR MULTIPLE HOMERUN CIRCUITRY 7.PROVIDE DEDICATED NEUTRAL FOR EACH NEW CIRCUIT, EXCEPT WHERE OTHERWISE NOTED. HOME RUN CONDUCTORS MAY BE COMBINED INTO ONE CONDUIT. NO RACEWAY OR CABLE SHALL CONTAIN MORE THAN NINE (9) CURRENT CARRYING CONDUCTORS. WHERE MULTIPLE CONDUCTORS IN EXCESS OF THREE (3) ARE INDICATED ON THESE DRAWINGS, THEY HAVE BEEN DERATED AS REQUIRED BY CEC ARTICLE 310 REQUIREMENTS. 8.NO EQUIPMENT, J-BOXES, ETC. REQUIRING ACCESS SHALL BE LOCATED IN HARD LID CEILING AREAS (UNLESS ACCESS PANEL IS PROVIDED. COORDINATE WITH ARCHITECT.) RELOCATE ANY EXISTING EQUIPMENT, J-BOXES, ETC. TO ACCESSIBLE CEILING AREA. 9.COORDINATE RECEPTACLE LOCATIONS WITH DATA OUTLET LOCATIONS AND GANG DEVICES IN BOXES AND COVER PLATES. 10.POWER AND DATA CORE AND FACEPLATES TO MATCH COLOR OF ADJACENT WALL. 11.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR SHALL PROVIDE THE FOLLOWING: 11.1.ALL BRANCH CIRCUITS SHALL BE IN EMT CONDUITS. 11.2.ALL BRANCH CIRCUITS SHALL BE ROUTED, NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 11.3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. 12.CONTRACTOR SHALL SCAN FLOORS FOR REBAR AND AVOID WHERE NEW CORES ARE BEING MADE FOR NEW POKE-THRU'S AND NEW DATA CONDUITS. COORDINATE EXACT LOCATIONS IN THE FIELD. 13.CONTRACTOR SHALL COORDINATE CONDUITS, BOX LOCATIONS, ETC. WITH THE CITY OF SANTA ANA'S TELE/DATA AND SECURITY VENDOR PRIOR TO ROUGH-IN. KEYNOTES: CONTRACTOR TO PROVIDE POWER CONNECTION TO DRINKING FOUNTAIN. COORDINATE EXACT LOCATION OF POWER CONNECTION IN THE FIELD PRIOR TO INSTALL. PROVIDE POWER FOR UNDER COUNTER GARBAGE DISPOSAL WITH ON/OFF SWITCH AT +44" A.F.F. VERIFY ELECTRICAL REQUIREMENTS. RECEPTACLES DEDICATED TO IT SYSTEMS. COORDINATE EXACT LOCATION AND FINAL REQUIREMENTS IN THE FIELD. PROVIDE GROUND BUS BAR FOR TELECOM EQUIPMENT. REFER TO SINGLE LINE DIAGRAM SHEET E0.10 FOR ADDITIONAL REQUIREMENTS. PROVIDE NEMA 3R, WEATHERPROOF, DISCONNECT SWITCH FOR IRRIGATION CONTROLLER. PROVIDE RECEPTACLE ADJACENT TO IRRIGATION CONTROLLER. COORDINATE EXACT LOCATION AND REQUIREMENTS IN THE FIELD. PROVIDE RECEPTACLE AND DATA OUTLET INSIDE CABINETRY. COORDINATE EXACT LOCATION IN THE FIELD. PROVIDE EXTERIOR GFCI, WEATHERPROOF, TAMPER-RESISTANT RECEPTACLE WITH WHILE-IN-USE LOCKABLE COVER, EQUAL TO TAYMAC CAT #: MX3200. CONTRACTOR SHALL PROVIDE LOCKS, FOR EACH EXTERIOR RECEPTACLE, KEYED EQUAL AND HAND-OVER TO OWNER'S REPRESENTATIVE AT END OF PROJECT. PROVIDE MOTOR RATED SWITCH AND DOOR OPENER. PROVIDE CONDUIT AND WIRES FOR CONTROLS & PUSH PLATES AND COORDINATE EXACT REQUIREMENTS IN THE FIELD WITH AUTO-DOOR VENDER SUPPLIER. 1 2 3 4 5 6 7 8 1 2 3 A B C D E F 1033 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND BREAKROOM 10 RESTROOM 11 JANITOR 12 PA MA MSA FC 1 M2 1 M2 FC 3 1 FC 5 1 M2 M2 FC 2 1 M2 FC 4 1 MA-25 F 2 MA-2,4 25 25 25 25 25 F4 3/4"C, 2#8 & 1#10GND 33 3 3 3 CU 1 CU 2 CU 3 CU 4 MA-1,3 MA-5,7 WP F5WP F4WP F6WP 1"C, 2#6 & 1#8GND MA-9,11 3/4"C, 2#8 & 1#10GND MA-13,15 3/4"C, 2#8 & 1#10GND EF 2 #10EWH 1 M 7 8 E1.11 1/4" = 1'-0"E1.11 1 POWER PLAN - PROPOSED 0'8'4'4' Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 MECHANICAL POWER PLAN GENERAL NOTES: 1.THE ELECTRICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE ELECTRICAL DRAWINGS TO DETERMINE THE LOCATION OF THE EQUIPMENT OR OUTLETS. SEE ARCHITECTURAL PLANS, WHERE PROVIDED ON PROJECT FOR EXTENT OF DEMOLITION. 2.ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET MINIMUM 24 INCHES. 3.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREAT THAN THE FIRE RATING OF THE WALL. 4.ALL DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. 5.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO CEC, ARTICLE 300.22(C). 6.PROVIDE ADDITIONAL J-BOX NEAR PANEL FOR MULTIPLE HOMERUN CIRCUITRY. 7.PROVIDE DEDICATED NEUTRAL FOR EACH NEW CIRCUIT, EXCEPT WHERE OTHERWISE NOTED. HOME RUN CONDUCTORS MAY BE COMBINED INTO ONE CONDUIT. NO RACEWAY OR CABLE SHALL CONTAIN MORE THAN NINE (9) CURRENT CARRYING CONDUCTORS. WHERE MULTIPLE CONDUCTORS IN EXCESS OF THREE (3) ARE INDICATED ON THESE DRAWINGS, THEY HAVE BEEN DERATED AS REQUIRED BY CEC ARTICLE 310 REQUIREMENTS. 8.NO EQUIPMENT, J-BOXES, ETC. REQUIRING ACCESS SHALL BE LOCATED IN HARD LID CEILING AREAS (UNLESS ACCESS PANEL IS PROVIDED. COORDINATE WITH ARCHITECT.) RELOCATE ANY EXISTING EQUIPMENT, J-BOXES, ETC. TO ACCESSIBLE CEILING AREA. 9.COORDINATE RECEPTACLE LOCATIONS WITH DATA OUTLET LOCATIONS AND GANG DEVICES IN BOXES AND COVER PLATES. 10.POWER AND DATA CORE AND FACEPLATES TO MATCH COLOR OF ADJACENT WALL. 11.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR SHALL PROVIDE THE FOLLOWING: 11.1.ALL BRANCH CIRCUITS SHALL BE IN EMT CONDUITS. 11.2.ALL BRANCH CIRCUITS SHALL BE ROUTED, NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 11.3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. 12. CONTRACTOR TO PROVIDE 1/2"CONDUIT WITH PULLSTRING TO ALL NEW THERMOSTAT LOCATIONS. COORDINATE SCOPE OF WORK WITH MECHANICAL DRAWINGS. KEYNOTES: POWER TO FAN COIL UNIT FROM OUTSIDE, ROOF MOUNTED, CONDENSING UNIT. CONTRACTOR TO PROVIDE 3/4"C AND CONNECTION TO ROOF MOUNTED CONDENSING UNIT. COORDINATE SCOPE OF WORK WITH SHEET E2.4-4. CONTRACTOR TO PROVIDE 30AS/30AF, 250V, 1-PHASE & GROUND DISCONNECT SWITCH TO SERVE WATER HEATER. CONTRACTOR TO PROVIDE 120V POWER CONNECTION AND GFCI RECEPTACLE TO SERVE FAN COIL UNIT CONDENSATE PUMP. COORDINATE EXACT LOCATION OF NEW RECEPTACLE IN THE FIELD. CONTRACTOR TO PROVIDE NEMA 3R, WEATHERPROOF, 60AS/40AF, 250V, 1-PHASE & GROUND FUSED DISCONNECT SWITCH TO SERVE CONDENSING UNITS CU-1, CU-3. COORDINATE EXACT LOCATION OF DISCONNECT SWITCH IN THE FIELD. CIRCUITING SHOW UNDER EQUIPMENT TAG FOR CLARITY OF DRAWINGS. CONTRACTOR TO PROVIDE NEMA 3R, WEATHERPROOF, 60AS/50AF, 250V, 1-PHASE & GROUND FUSED DISCONNECT SWITCH TO SERVE CONDENSING UNITS CU-2. COORDINATE EXACT LOCATION OF DISCONNECT SWITCH IN THE FIELD. CIRCUITING SHOW UNDER EQUIPMENT TAG FOR CLARITY OF DRAWINGS. CONTRACTOR TO PROVIDE NEMA 3R, WEATHERPROOF, 60AS/30AF, 250V, 1-PHASE & GROUND FUSED DISCONNECT SWITCH TO SERVE CONDENSING UNITS CU-4. COORDINATE EXACT LOCATION OF DISCONNECT SWITCH IN THE FIELD. CIRCUITING SHOW UNDER EQUIPMENT TAG FOR CLARITY OF DRAWINGS. CONTRACTOR TO PROVIDE MOTOR RATED SWITCH AND CONNECT EXHAUST FAN TO WALL MOUNTED OCCUPANCY SENSOR. COORDINATE EXACT REQUIREMENTS IN THE FIELD. CONTRACTOR TO FURNISH AND INSTALL (4) FOUR ADDITIONAL GFCI RECEPTACLES, CONDUIT, WIRING ETC., IN THE ATTIC SPACE. EXACT LOCATIONS TO BE DETERMINED IN THE FIELD WITH OWNER'S REPRESENTATIVE. CONTRACTOR SHALL ASSUME A MIN. OF 200FT OF CONDUIT WORK. CONNECT TO PANEL PA-41. 1 2 3 4 5 6 7 8 1 2 3 A B C D E F RI D G E LEVEL LEVEL LE V E L LE V E L (E) 1/2" / 1'-0" RI D G E VAL L E Y VAL L E Y (E) 6" / 1'-0"(E) 6" / 1'-0" (E) 6" / 1'-0" (E ) 6 " / 1 ' - 0 " (E) 6" / 1'-0" (E ) 6 " / 1 ' - 0 " MIN., VIF (E) 1/2" / 1'-0" MIN., VIF (E) 1/2" / 1'-0" MIN., VIF (E) 1/2" / 1'-0" MIN., VIF (E ) 1 / 2 " / 1 ' - 0 " MI N . , V I F (E ) 1 / 2 " / 1 ' - 0 " MI N . , V I F WP M WP EF 1 PA-22 MA-27 1 E1.12 1/4" = 1'-0"E1.12 1 ELECTRICAL ROOF PLAN - PROPOSED 0'8'4'4' Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 ELECTRICAL ROOF PLAN GENERAL NOTES: 1.ALL RECEPTACLES MOUNTED ON THE ROOF SHALL BE GFCI AND WEATHER PROOF TYPE. 2.A ELECTRICAL EQUIPMENT MOUNTED OUTDOORS SHALL BE WEATHERPROOF (NEMA 3R). 3.REFER TO MECHANICAL DRAWING FOR CONTROL WIRING OF ALL HVAC EQUIPMENT PROVIDE ALL CONDUITS, WIRES AND DEVICES ACCORDINGLY. 4.COORDINATE WITH MECHANICAL CONTRACTOR FOR SPECIFIC RESIDENTIAL UNIT SERVED BY EACH ROOF UNIT. REFER TO TYPICAL UNIT ENLARGED PLAN ON SHEET E401 THROUGH E408 FOR CIRCUITING INFORMATION OF RESIDENTIAL ROOFTOP UNITS. PROVIDE WEATHERPROOF DISCONNECT SWITCH AND FINAL CONNECTION AS REQUIRED. PROVIDE CUSTOM NAMEPLATE ON FACE OF EACH DISCONNECT TO IDENTIFY THE RESIDENTIAL UNIT IT IS SERVED AND ASSOCIATED PANEL CIRCUITS OF THE UNIT. 5.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. 6.ALL DISCONNECT SWITCHES SHALL BE MOUNTED STRUCTURALLY AND INDEPENDENT OF THE EQUIPMENT THEY ARE SERVING. 7.DISCONNECT SWITCHES SHALL BE MOUNTED WITHIN SIGHT OF EQUIPMENT IT SERVES. 8.CONTRACTOR TO REFER TO MECHANICAL DRAWINGS AND PROVIDE 1/2"CONDUIT, WITH PULLSTRING, TO ALL THERMOSTAT LOCATIONS. COORDINATE SCOPE OF WORK WITH MECHANICAL DRAWINGS. 9.WHEREVER POSSIBLE, RUN CONDUITS SERVING ROOF MOUNTED RECEPTACLES, DISCONNECT SWITCHES, EQUIPMENT, ETC. BELOW CEILING SPACE, WHERE AMBIENT TEMPERATURE WILL BE BELOW 30°C. FINAL CONNECTIONS TO ROOF EQUIPMENT IS LIMITED TO 5'-0" OF DIRECT SUN EXPOSURE. WHERE CONDUITS CANNOT BE ROUTED IN CEILING SPACE BELOW, PLACE CONDUITS ON DURA BLOCK SLEEPERS (48" O.C.) ALONG THE ENTIRE LENGTH OF THE CONDUIT SYSTEM INSTALLATION. 10.THE MAXIMUM COMBINED VOLTAGE DROP ON BOTH INSTALLED FEEDER CONDUCTORS AND BRANCH CIRCUIT CONDUCTORS TO THE FARTHEST CONNECTED LOAD OR OUTLET SHALL NOT EXCEED 5 PERCENT.” BEES 130.5(C). KEYNOTES: PROVIDE NEMA 3R WEATHERPROOF STARTER, WITH ASTRONOMIC TIMER, FUSED DISCONNECT SWITCH AND 120V, 1PH POWER CONNECTION FOR EXHAUST FAN. COORDINATE EXACT LOCATION AND REQUIREMENTS IN THE FIELD. 1 MULTI-PURPOSE ROOM A 02 ENTRY / CHECK IN OFFICE 01 MULTI-PURPOSE ROOM B 03 HALLWAY 04 MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 RESTROOM 11 JANITOR 12 OFFICE AND BREAKROOM 10 1 2 3 A B C D E F A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11"A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. ACT-1 8' - 9" A.F.F. (E) PLASTER 12' - 8" A.F.F. GYP. BD. 8' - 11" NO CEILING EXPOSED STRUCTURE 12' - 5" A.F.F. NO CEILING EXPOSED STRUCTURE +7'-6" +8'-0" +8'-7" +8'-7" +8'-7" +8'-7" +10'-6" +11'-5" +10'-6"+10'-6" +10'-6" +10'-6" +11'-5" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" 7' - 0" +8'-0" TYP. TYP. TYP. F3E F3 F3 F3 F3 F3EF3 F3F3 F3E F3 F3F3 F3F3E F3 F3 F3E F3F3 F4 F4 F3 F3 F3E F3 F1 F5E F5 F5E F5 F12 F12 F12 F1 F1 F11 F11E F11 F11E F11 F11 F11EF13F11E F10E F10E F10E F10E F10E F10E F10E F9E F9E F9EF9EF9EF9E F9E F9E F9E F9 F9 111111 1 1 1 1 1 F8 F8 F8 F8 F8E F8 F9E 1 F8E F7 F6 FX F2 F2 F2E F2E F6 F6 F6E F6 F6E F8 JJ J J J JJ J J J J J J a OS a a OS a J J J J a a OS a OS a OS a OS a 2 a,b J c a a a a OS F2 F2F2 F2 F2 F2F2F2F2 3 OS a,b OS OS OS OS OS a,b a,b a,b a,b a,b J F12 3 F12 3 a,b a,b 3 J OS a,b a,b PA-34 34a 34a 34a 34a 34b a,b 4 c c 4 J J 34a 34a 34a 34a 34a 34a 34a 34a 34a 34a 34a 34a 34b 34b F1 F1 J J 5 J OS a,b OS a,b a,b OS a,b OS a,b 34a OS a,b OS a,b 34c 34c 34a 34a 34a 34a 34a 34b 34b PA-36 36b 36b36b36b 36b 36b 36b 36b 36b 36a 36a36a 36a36a 36a36a 36a 36a 36a 36a 36a 36a 36a 36a36a36a36a36a 36c 36c 36c J J 1 1 J F14 OS J J JJJJJ OS a OS a38a 38a 38a 38a 38a 38a 38a 38a 38a38a 38a 38a 38a 38a 38a 38a 38a 38a 38a 38a 38a PA-38 PA-32d & PA-32e & PA-32f 3/4"C, 6#10 & 1#10GND 32d 32d 32d 32d 32d 32d 32d 32e 32e 32d 32d 32d 32d 32f 32f 32f32f32f32f32f 32d a,b,c,d e,f #10#10 #10 #10 #10 #10 #10 #10 #10 #10 #10 #10 #10 #10 #10 #10 6 EX1 EX1 EX1 EX2 EX2 7 7 77 7 1 1 6 6 6 6 6 6 6 6 6 8 E2.10 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 LIGHTING PLAN GENERAL NOTES: 1.REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND ELEVATION OF ALL LIGHTING FIXTURES AND ALL LIGHTING CONTROL DEVICES. ALL WALL MOUNTED DEVICES SHALL BE VERIFIED WITH ARCHITECT PRIOR TO ROUGH-IN. 2.CONTRACTOR SHALL VERIFY CEILING CONSTRUCTION WITH ARCHITECTURAL PLAN AND PROVIDE LIGHTING FIXTURES WILL ALL NECESSARY MOUNTING HARDWARE. 3.CONTRACTOR TO REFER TO DRAWING E1.06 FOR FIXTURE SCHEDULE. 4.SUPPORT CEILING MOUNTED LIGHTING FIXTURES FROM BUILDING STRUCTURE. DO NOT SUPPORT LIGHT FIXTURES FROM PIPING, DUCTWORK OR ANY OTHER EQUIPMENT, OR SOLELY FROM THE SUSPENDED CEILING. 5.REFER TO ARCHITECTURAL PLANS FOR EXIT SIGN CHEVRONS AND NUMBER OF FACES PER EXIT SIGN. ANY DISCREPANCIES BETWEEN EXIT SIGNS SHOWN ON ELECTRICAL AND ARCHITECTURAL PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. 6.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR SHALL PROVIDE THE FOLLOWING: 6.1.ALL BRANCH CIRCUITS SHALL BE IN EMT CONDUITS. 6.2.ALL BRANCH CIRCUITS SHALL BE ROUTED, NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 6.3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. 8.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. 9.ALL DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. 10.SWITCH CORE AND FACEPLATES TO MATCH COLOR OF ADJACENT WALL. 11.COMBINE MULTIPLE SWITCHES UNDER SINGLE GANG FACEPLATE AND COVER. 12.CONTRACTOR TO PROVIDE JUNCTION BOXES AS NEEDED FOR A COMPLETE LIGHTING INSTALLATION. THESE ARE NOT SHOWN FOR CLARITY OF DRAWINGS. NO JUNCTION BOXES SHALL BE INSTALLED IN HARD-LID CEILINGS. 13.CONTRACTOR TO PROVIDE JUNCTION BOXES NEAR PANELBOARD TO COMBINE HOMERUNS AS NEEDED. 14.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO CEC, ARTICLE 300.22(C). 15.PROVIDE DEDICATED NEUTRAL FOR EACH NEW CIRCUIT, EXCEPT WHERE OTHERWISE NOTED. HOME RUN CONDUCTORS MAY BE COMBINED INTO ONE CONDUIT. NO RACEWAY OR CABLE SHALL CONTAIN MORE THAN NINE (9) CURRENT CARRYING CONDUCTORS. WHERE MULTIPLE CONDUCTORS IN EXCESS OF THREE (3) ARE INDICATED ON THESE DRAWINGS, THEY HAVE BEEN DERATED AS REQUIRED BY CEC ARTICLE 310 REQUIREMENTS. 16.ALL PENDANT FIXTURES SHALL BE PROVIDED WITH SUFFICIENT STEM OR SUSPENSION CABLE LENGTH PRIOR TO INSTALLATION. VERIFY LENGTHS WITH ARCHITECT. 17.DRAWINGS SHOW CIRCUITING AND SWITCHING REQUIREMENTS AND FIXTURE TYPES ONLY, CONTRACTOR SHALL VERIFY EXACT LIGHTING FIXTURES AND STANDARD SWITCHING WITH ARCHITECT AND OWNER PRIOR TO INSTALLATION. ALSO, CONTRACTOR SHALL VERIFY EXACT LIGHTING FIXTURES VOLTAGE AND FINISH PRIOR TO INSTALLATION. 18.ALL LED STRIPS (TAPE LIGHTS) WITH "EXTERNAL" LED DRIVERS OR POWER SUPPLIES SHALL ONLY BE CONNECTED TO LISTED AND CLASS (2) POWER SUPPLIES. "RECOGNIZED" COMPONENTS OR "CLASS 1" POWER SUPPLIES/LED DRIVERS ARE NOT ACCEPTABLE. 19.COORDINATE LOCATION OF ALL REMOTE DRIVERS IN THE FIELD WITH ARCHITECTS PRIOR TO INSTALL. COORDINATE ACCESS PANEL LOCATIONS, IF NEEDED. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ARCHITECTS REVIEW SHOWING ALL REMOTE DRIVERS AND EQUIPMENT REQUIRED FOR THE COMPLETE INSTALLATION OF THE LIGHTING SYSTEMS. 20.CONTRACTOR SHALL COORDINATE IN FIELD EXACT LOCATION OF LIGHTING CONTROL DISTRIBUTED DEVICES WITH ARCHITECT PRIOR TO INSTALLATION. 21.ALL BRANCH CIRCUITS SHALL BE SIZED FOR A MAXIMUM VOLTAGE DROP OF 3% AT DESIGN LOAD. 22.EMERGENCY BATTERY PACK FIXTURES AND EXIT SIGNS SHALL BE PROVIDED WITH AN UN-SWITCHED CONSTANT HOT CONNECTION TO THE CHARGING LEAD. KEYNOTES: PROVIDE MINI INVERTER. LOCATE MINI INVERTER INSIDE BUILDING IN A DRY LOCATION. CONTRACTOR SHALL SIZE MINI INVERTERS BASED ON INVERTER SIZE AND HOW MANY FIXTURES ARE CONNECTED TOGETHER AND MARK SIZE AND EXACT LOCATIONS ON RECORD DRAWINGS. OVERRIDE SWITCH FOR EXTERIOR LIGHTING CONTROLLED VIA TIMECLOCK. PROVIDE MULTI-FAN SPEED CONTROLS #FC-009 FOR CONTROLS OF THREE (3) FANS AT THE SAME TIME. MULTIFAN SPEED CONTROLS SWITCH SHALL BE INSTALLED ADJACENT TO LIGHT SWITCH. PROVIDE WITH FAN SEED CONTROL #FC-001 FOR CONTROL OF FAN IN ROOM. FAN SPEED CONTROL SWITCH SHALL BE INSTALLED ADJACENT TO LIGHT SWITCH. PROVIDE DUAL TECH OCCUPANCY SENSOR WITH RELAY AND CONNECTION TO EXHAUST FAN. EXTERIOR LIGHTING SHALL BE ROUTED THROUGH AND CONTROLLED BY ASTRONOMIC TIMECLOCK. RELAYS ARE LOCATED IN CEILING SPACE AT OFFICE/KITCHEN SPACE 10 WHERE OVERRIDE SWITCHES ARE LOCATED. COORDINATE EXACT LOCATION OF TIMECLOCK AND SETTING OF TIMES IN THE FIELD. EXIT SIGNS SHALL BE CONNECTED TO PANELBOARD PA-30. EXTEND BRANCH CIRCUIT (CONDUIT AND WIRES (2#12 & 1#12 GND) TO ALL EXIT SIGNS. CONTRACTOR TO FURNISH AND INSTALL (6) SIX ADDITIONAL F14 UTILITY LIGHT FIXTURES IN THE ATTIC SPACE. PROVIDE SWITCH AT ENTRANCE TO ATTIC. PROVIDE CONDUIT, WIRING ETC., IN THE ATTIC SPACE. EXACT LOCATIONS TO BE DETERMINED IN THE FIELD WITH OWNER'S REPRESENTATIVE. CONTRACTOR SHALL ASSUME A MIN. OF 200FT OF CONDUIT WORK. CONNECT TO PANEL PA-28. 1 1/4" = 1'-0"E2.10 1 LIGHTING PLAN - PROPOSED 0'8'4'4' LMSM-101 SWITCHING LOW VOLTAGE SWITCH (1 LEG - ON/OFF) PROVIDE CONSTANT "HOT CONNECTION FOR LMRC DEVICE. EMERGENCY SHUNT TRIP UNIT LMDC-100 CELING MOUNT OCCUPANCY SENSOROS TIMECLOCK LMZC-301 LIGHTING CONTROL SYMBOLS LIST: PROVIDE CONSTANT "HOT CONNECTION FOR LMRC DEVICE. LMSM-105 DIMMING LOW VOLTAGE SWITCH (4 SCENE + DIMMING) LMDM-101 DIMMING LOW VOLTAGE SWITCH (1 LEG) 2 3 4 5 PROVIDE CONSTANT "HOT CONNECTION FOR LMRC DEVICE. LMSW-104 LOW VOLTAGE SWITCH (2 LEG - DIMMING) 6 7 8 MULTI-PURPOSE ROOM A 02 ENTRY / CHECK IN OFFICE 01 MULTI-PURPOSE ROOM B 03 HALLWAY 04 MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 RESTROOM 11 JANITOR 12 OFFICE AND BREAKROOM 10 1 2 3 A B C D E F A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 8' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11"A.F.F. GYP. BD. 9' - 11" A.F.F. GYP. BD. 9' - 11" A.F.F. ACT-1 8' - 9" A.F.F. (E) PLASTER 12' - 8" A.F.F. GYP. BD. 8' - 11" NO CEILING EXPOSED STRUCTURE 12' - 5" A.F.F. NO CEILING EXPOSED STRUCTURE +7'-6" +8'-0" +8'-7" +8'-7" +8'-7" +8'-7" +10'-6" +11'-5" +10'-6"+10'-6" +10'-6" +10'-6" +11'-5" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" +8'-0" 7' - 0" +8'-0" TYP. TYP. TYP. E2.11 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 EMERGENCY LIGHTING PHOTOMETRIC PLAN 1/4" = 1'-0"E2.11 1 EMERGENCY LIGHTING PHOTOMETRIC PLAN - PROPOSED 0'8'4'4' Calculation Summary Label CalcType Units Avg Max Min Avg/Min 01 ENTRY/CHECK IN OFFICE Illuminance Fc 2.6 5.2 1.0 2.6:1 ------DISCLAIMER------ LUMINAIRE DATA IS OBTAINED ACCORDING TO IES PROCEDURES UNDER CONTROLLED LABORATORY CONDITIONS. FIELD RESULTS MAY DIFFER FROM COMPUTER PREDICTIONS DUE TO MANY UNCONTROLLABLE FACTORS INCLUDING, BUT NOT LIMITED TO; LINE VOLTAGE VARIATIONS, LAMP PERFORMANCE, BALLAST INPUT WATTS, LED DRIVERS INPUT WATTS, TEMPERATURE VARIATIONS AND JOBSITE CONDITIONS. EMERGENCY LIGHTING Max/Min 5.2:1 02 MULTI-PURPOSE RM A Illuminance Fc 2.6 3.5 1.3 2.7:1 2.7:1 03 MULTI-PURPOSE RM B Illuminance Fc 3.7 7.4 1.4 5.3:1 5.3:1 04 HALLWAY Illuminance Fc 4.5 6.5 1.7 3.8:1 3.8:1 05 MULTI-PURPOSE RM C Illuminance Fc 3.3 7.2 1.2 2.8:1 6.0:1 06 HALLWAY Illuminance Fc 9.9 17.9 1.1 9.0;1 16.3;1 10 OFFICE AND KITCHEN Illuminance Fc 6.8 11.9 2.8 2.4:1 4.3:1 11 RESTROOM Illuminance Fc 3.3 3.5 3.1 1.1:1 1.1:1 12 JANITOR Illuminance Fc 13.7 20.0 4.6 3.0:1 4.3:1 EXTERIOR Illuminance Fc 5.5 15.2 09 MENS Illuminance Fc 7.1 12.4 2.3 3.1:1 5.4:1 E2.12 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 LIGHTING CONTROL DETAILS GENERAL NOTES: 1.REFER TO E2.10 FOR LIGHTING CIRCUITS AND CONTROL INTENT. GENERAL NOTES: LMRJ Series Pre-Terminated Cables or CAT5e. LMRJ Series Pre-Terminated Cables or CAT5e. RJ45 DIGITAL BUS CONNECTORS ARE LOCATED ON EVERY DIGITAL DEVICE (DIGITAL DEVICES ARE DEFINED AS: RELAY PANELS, DIGITAL SWITCHES AND ALL DIGITAL ACCESSORIES). 1 2 NOTES: 1. OPEN TOPOLOGY CAT. 5 PATCH CABLE WITH RJ45 CONNECTORS FROM DIGITAL DEVICE TO DIGITAL DEVICE. 2. REFER TO MANUFACTURERS INSTRUCTIONS FOR LONG DISTANCE RUNS BETWEEN DIGITAL DEVICES. RJ45 CONNECTORS USE THE SAME COLOR CODING AS ETHERNET, AND ARE MADE AS STRAIGHT THROUGH CABLES. CROSS OVER CABLES WILL CAUSE SYSTEM FAILURE. ALL CABLES SUPPLIED BY CONTRACTOR. RJ45 CONNECTOR 3 WHITE/GREEN 2 ORANGE 1 WHITE/ORANGE 4 BLUE 1 8 BROWN 6 GREEN 5 WHITE/BLUE 7 WHITE/BROWN ORANGE 2 WHITE/BROWN 7 BROWN 8 GREEN 6 WHITE/BLUE 5 BLUE 4 WHITE/GREEN 3 WHITE/ORANGE 1 DIGITAL BUS CONNECTORS 3 WHITE/GREEN 2 ORANGE 1 WHITE/ORANGE 4 BLUE 8 BROWN 6 GREEN 5 WHITE/BLUE 7 WHITE/BROWN 2 RJ45 CONNECTOR DIGITAL BUS CONNECTORS 2 2 RJ45 CONNECTOR 3. UP TO 1,000 FT TOTAL BUS LENGTH. 4. CRIMP AND TEST EACH CABLE WITH A LAN CIRCUIT TESTER PRIOR TO INSTALLATION. 1 2 3 4 5 6 OCCUPANCY SENSOR FOR AUTO SHUTOFF FOR CORRIDORS/HALLWAYS/STAIRWELLS LMSW-108 8 Button Dimmer/Override Switch Installation Example LMDM-101 LMSW-101 LMSW-102 LMSW-103 LMSW-104 LMSW-105 LMSW-108 RAISE SCENE 1 LOWER ON/RAISE A OFF/LOWER A ON/RAISE B RAISE A LOWER A ON/OFF A ON OFF OFF/LOWER B ON/RAISE A OFF/ LOWER A RAISE A LOWER A RAISE/ ON A LOWER /OFF A RAISE/ ON B LOWER /OFF B RAISE/ ON C LOWER /OFF C RAISE/ ON D LOWER /OFF D SCENE 2 SCENE 3 SCENE 4 DLM SWITCH CONFIGURATION AND TYPICAL BUTTON FUNCTION USE ELCU-200 WITH INVERTER OR GENERATOR POWER DLM 0-10 VOLT DIMMING ROOM CONTROLLER MODEL# LMRC-111 OR LMRC-112 LOW VOLTAGE DIMMER SWITCHES MODEL# LMDM OR LMSW SERIES CEILING OCCUPANCY SENSOR LMDC-100 TYPICAL LOW VOLTAGE NETWORK HOOK UP CAT 5 WITH RJ45 CONNECTORS UL 924 EMERGENCY CONTROL/SHUNT MODEL# ECLU-200 PRESS AND HOLD FOR RAISE AND LOWER TAP FOR ON TAP FOR OFF 1A B-PATTERN NOTE:Radial coverage of 16 feet LMRC-11X Series Dimming Controller Wiring Diagram 2 DLM SWITCH CAT 5 CABLE W RJ45 CONNECTORS 4 OS * CONFIRM TYPE/QTY PER PLANS * * CONFIRM TYPE/QTY PER PLANS * DLM OCCUPANCY SENSOR LMDC-100 2 OS * CONFIRM TYPE/QTY PER PLANS * DLM OCCUPANCY SENSOR LMDC-100 OS * CONFIRM TYPE/QTY PER PLANS * DLM OCCUPANCY SENSOR LMDC-100 1A Timeclock/Zone Controller MODEL# LMZC-301 LMZC-301 Zone Controller GR D NE U 11 5 v 27 7 v 120v or 277v LMCT-100 Wireless Configuration Tool Include at least 1 LMCT on every project. 1LMZC-301 TIME CLOCK Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G E R RE EN IGNE LANOISS CAL IFORNIASTATEOF LEC T RICAL EXP: 3-31-27 EFORPDERETS I G E R RE EN IGNE LANOISS CAL IFORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 INDOOR LIGHTING TITLE 24 COMPLIANCE FORMS E3.01 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G E R RE EN IGNE LANOISS CAL IFORNIASTATEOF LEC T RICAL EXP: 3-31-27 EFORPDERETS I G E R RE EN IGNE LANOISS CAL IFORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 OUTDOOR LIGHTING TITLE 24 COMPLIANCE FORMS E3.02 Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 ELECTRICAL POWER DISTRIBUTION TITLE 24 COMPLIANCE FORMS E3.03 F E R FIRE I FINISHED FLOOR FINISHED FLOOR 46 " M A X . 34 " M A X . OVER OBSTRUCTION 24" MAX. MOUNTING HEIGHT FINISHED FLOOR TOP OF CONTROL OR OUTLET TOP OF CONTROL OR OUTLET BOTTOM OF CONTROL OR OUTLET 15 " M I N . 48 " M A X . ALL DEVICE HEIGHTS DEPICTED SHALL BE MODIFIED AS REQUIRED BY 2019 CALIFORNIA BUILDING CODE. CONTRACTOR TO VERIFY/RECONCILE APPLICABLE CODE REQUIREMENTS AND ANY DEVICE HEIGHT REQUIREMENTS DEPICTED ON ARCHITECTURAL DRAWINGS & SPECIFICATIONS PRIOR TO DEVICE ROUGH-IN. CONFLICTS OR LACK OF MOUNTING HEIGHT SPECIFICITY ON THE ARCHITECTURAL DRAWINGS & SPECIFICATIONS SHALL BE CAUSE FOR THE CONTRACTOR TO ISSUE A FORMAL WRITTEN RFI FOR RESOLUTION. DEVICE MOUNTING HEIGHT CLARIFICATIONS/SPECIFICATIONS SHALL NOT RESULT IN AN ADDITIONAL COST TO THE UNIVERSITY - CONTRACTOR SHALL INCLUDE ALL COSTS IN BASE BID. ALL DEVICES IN IMMEDIATE PROXIMITY EACH TO OTHER SHALL ALIGN VERTICALLY AND HORIZONTALLY DEVICE ALIGNMENT & MOUNTING HEIGHT DETAILS4SINGLE CONDUIT SUPPORT WITH BRACINGNTS NOTE: EXPANSION OR CAST-IN MIN. 1~0" CHANNEL 45° MAX PLACE ANCHOR (TYP) SUPPORT EXPANSION ANCHOR BEAM ATTACHMENT 'J'HOOK d = LARGER OF 1~8" BEAM CLAMP h d DECK INSERTS 1~8" JAM NUT 1~4" OR (3~8"-h/3) MIN. MIN. 2. 1.MAXIMUM LOADING ON ANY ONE COMPONENT TO BE NO MORE THAN ~8 THE MAXIMUM SAFE LOADING FOR THAT COMPONENT. IF GREATER LOADING CAPACITIES ARE REQUIRED, PROVIDE CALCULATIONS SIGNED BY LICENSED STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLATION. IF BRACE ANGLE IS GREATER THAN 45° WITH THE HORIZONTAL, PROVIDE CALCULATIONS SIGNED BY A LICENSED STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLATION. MIN. 1~0" CHANNEL LATHERAL BRACE 7'-6" MAX LENGTH (TYPICAL) EXPANSION ANCHOR PLACED IN BOTTOM OF FLUTES 3. 2. LENGTH VARIES WITH NUMBER OF CONDUITS TO BE SUPPORTED. NOTES 1. SINGLE RACK CONCRETE INSERT HILTI ANCHOR MINIMUM 5/8" DIA. ANCHOR BOLTS AT LOCATIONS AS REQUIRED TO MEET THE LOAD 4 SEISMIC BRACING REQUIREMENTS CONCRETE CEILING UNISTRUT WITH ALLOWABLE LOADING PER MANUFACTURER'S RECOMMENDATIONS. FOR SUPPORT IN CONCRETE, USE SWIVEL CONCRETE INSERTS, AS SHOWN. MINIMUM DEPTH 2 IN. 2 3 EXPANSION ANCHOR BEAM ATTACHMENT 'J'HOOK d = LARGER OF 1~8"HANGER BEAM CLAMP h d DECK INSERTS 1~8" JAM NUT 1~4" HANGER ROD CLEVIS HANGER 45° MAX. NOTE: RODOR (3~8"-h/3) MIN. MIN. ~6" MIN. 2. 1. ATTACHMENT TO STRUCTURE. STRUCTURE VARIES, REFER TO STRUCTURAL DOCUMENTS FOR CONSTRUCTION TYPE AND LOAD BEARING CAPABILITIES EXPANSION ANCHOR PLACED IN BOTTOM OF FLUTES MAXIMUM LOADING ON ANY ONE COMPONENT TO BE NO MORE THAN ~8 THE MAXIMUM SAFE LOADING FOR THAT COMPONENT. IF GREATER LOADING CAPACITIES ARE REQUIRED, PROVIDE CALCULATIONS SIGNED BY LICENSED STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLATION. IF BRACE ANGLE IS GREATER THAN 45° WITH THE HORIZONTAL, PROVIDE CALCULATIONS SIGNED BY A LICENSED STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLATION. 5CONDUIT TRAPEZE SUPPORTNTS HANGER ROD ~6" MIN. SAFE LOAD TO BE 2 TIMES ACTUAL LOAD IN TENSION AT EACH ROD MIN. 1~0" CHANNEL LONGITUDINAL BRACE 7'-6" MAX LENGTH 45° MAX ANGLE SEISMIC BRACE FITTING ATTACHMENT TO STRUCTURE. STRUCTURE VARIES, REFER TO STRUCTURAL DOCUMENTS FOR CONSTRUCTION TYPE AND LOAD BEARING CAPABILITIES MINIMUM 1~0" CHANNEL LATHERAL BRACE. 7'-6" MAXIMUM LENGTH 6CONDUIT SUPPORT DETAILNTS SEISMIC BRACE FITTING HANGER ROD 1NTS IDENTIFICATIONS PER SPECIFICATIONS. PROVIDE EXTENSIONS AS REQUIRED TO MEET FIELD CONDITIONS. DIMENSIONS 13"x19"x12" DEEP. PRECAST CONCRETE BOTTOMLESS PULL BOX. MINIMUM OUTSIDE BELOW BOX FOR DRAINAGE. PROVIDE 12" MINIMUM DEPTH OF CRUSHED ROCK OR PEA GRAVEL PROVIDE STEEL PLATE TRAFFIC BOLT DOWN COVER.) REINFORCED BOLT DOWN CONCRETE COVER. (IN TRAFFIC AREAS 12 " 15 " 24 " 18 " M I N 1 5 3 4 1 2 3 4 5 2 CAST CONCRETE WITH LIFTING HOLE GROUND CLAMP `OZ' TYPE GRC OR APPROVED EQUIVALENT FINISHED GRADE 10" DIAMETER CONCRETE PIPE BELL END, STANDARD LENGTH 4/O AWG BARE COPPER GROUND CONDUTCOR SAND BACKFILL GROUND ROD 3/4"X10'-0" CAST METAL "WHILE-IN-USE" WP COVER (S) & GFCI RECEPTACLE(S) CAST METAL, 2-GANG, NEMA 3R JUNCTION BOX WITH THREADED HUBS. RIGID METAL CONDUIT FOR SUPPORT PER N.E.C. ART. 314 RIGID METAL CONDUIT FOR WIRING SECTION "A-A" CAST METAL "WHILE-IN-USE" WP COVER (S) & GFCI RECEPTACLE(S) RIGID METAL CONDUIT FOR SUPPORT PER N.E.C. ART. 314 RIGID METAL CONDUIT FOR WIRING ROOF PENETRATION AND CONDUIT SUPPORT PER SD260533-05 CONDUIT CAP OR PLUG 46 0 m m (1 8 " ) M A X 35 0 m m (1 2 " ) M A X ELEVATION 2GROUND TEST WELL INSTALLATION NTS 3TYPICAL PRECAST 13"x19" JUNCTION BOX NTS 7TYPICAL FREESTANDING DISCONNECT NTS 8RECEPTACLE ROOF MOUNTING DETAILNTS Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS C A L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS C A L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 ELECTRICAL DETAILS E4.01 1 2 3 A B C D E F ED-300 1/4" = 1'-0"ED-300 1 DEMOLITION POWER PLAN 0'8'4'4' Scale Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE No.Description Date AS NOTED Engineering Corp Mechanical Electrical Plumbing 1920 MAIN STREET, SUITE 820 IRVINE, CA 92614 TEL: 949.516.6480 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF LEC T R ICAL EXP: 3-31-27 EFORPDERETS I G ER RE EN IGNE LANOISS CA L I FORNIASTATEOF No. E21819 E ALI S A FAIAN 90% CD 5/02/2024 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 625 S. CYPRESS SANTA ANA, CA Project number Date Drawn by TP/HH 23004 1/15/2025 PERMIT SET 5/17/2024 BACK CHECK SET 1/15/2025 BACK CHECK SET_V2 4/08/2025 DEMO POWER FLOOR PLAN GENERAL NOTES: 1.THE ELECTRICAL CONTRACTOR SHALL VISIT THE SITE OF THE WORK AND THOROUGHLY FAMILIARIZE HIMSELF WITH THE WORKING CONDITIONS AND THE EXACT NATURE OF THE WORK TO BE DONE, AND TAKE INTO ANY SPECIAL OR UNUSUAL FEATURES PECULIAR TO THIS JOB. COORDINATE ELECTRICAL DEMOLITION WORK WITH OWNER. 2.THE ELECTRICAL CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO BID. 3.THE ELECTRICAL CONTRACTOR SHALL INSPECT AND CHECK THE ACTUAL SCOPE OF WORK TO BE DEMOLISHED. COORDINATE ELECTRICAL DEMOLITION WITH ARCHITECTURAL, STRUCTURAL AND MECHANICAL DEMOLITION WORK. 4.THE ELECTRICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE ELECTRICAL DRAWINGS TO DETERMINE THE LOCATION OF THE EQUIPMENT OR OUTLETS. SEE ARCHITECTURAL PLANS, WHERE PROVIDED ON PROJECT FOR EXTENT OF DEMOLITION. 5.CONTRACTOR IS RESPONSIBLE FOR RELOCATING OR REMOVING FROM WALLS, CEILINGS, FLOOR SPACES, ETC., ANY EXISTING CONDUITS, WIRES, BOXES, FITTINGS, FIXTURES OR OTHER ELECTRICAL EQUIPMENT WHICH INTERFERES WITH PLANNED REMODEL WORK. 6.NOTIFY ARCHITECT WHEREVER EXISTING EQUIPMENT IS ENCOUNTERED WHICH MUST BE RELOCATED DUE TO NEW CONSTRUCTION, OR NOT INDICATED ON "AS-BUILT" DRAWINGS OR BURIED OR EMBEDDED IN STRUCTURE OR SLAB. 7.CAREFULLY PROTECT ALL WALLS, TRIM, FLOOR, EQUIPMENT, UTILITY LINES AND MATERIALS. WHEN WORKING ON FINISHED SURFACES, LIMIT DAMAGE TO THE SMALLER AREA IF POSSIBLE AND RESTORE TO THE ORIGINAL CONDITION ALL SURFACES WHICH ARE DAMAGED BECAUSE OF THE INSTALLATION OF THIS WORK. 8.EQUIPMENT, MATERIALS AND SUPPLIES TEMPORARILY REMOVED FOR PROTECTION SHALL BE REPLACED IN ORIGINAL LOCATIONS. ANY MATERIALS DAMAGED SHALL BE REPLACED WITH NEW MATERIALS OF LIKE KIND AND QUALITY. 9.DEMOLITION WORK SHALL BE DONE IN A MANNER WHICH WILL NOT CAUSE UNNECESSARY INCONVENIENCE OR DANGER TO USERS OF THE PREMISES AND ADJACENT SITE/SPACE, AND NOT INTERFERE IN ADVANCE. 10.DO ALL DRILLING, CUTTING, ETC. REQUIRED TO DEMOLISH ELECTRICAL WORK AS INDICATED OR PROVIDE BLANK COVER PLATES ON ALL OUTLETS EXPOSED BY REMOVAL OF FIXTURE OR DEVICES. 11.RESEAL ALL PENETRATIONS OR OPENINGS TROUGH WALLS, CEILINGS, FLOORS, ETC., TO MAINTAIN RATING OF STRUCTURE OR DEVICES. 12.CONTRACTOR SHALL FIELD VERIFY EXISTING CONDUIT/WIRING RUNS, REUSE AS REQUIRED, AND REMOVE ALL UNUSED CONDUIT /WIRING. UNUSED CONDUIT IN INACCESSIBLE LOCATIONS (WALLS TO REMAIN) MAY BE ABANDONED IN PLACE. REMOVE UNUSED WIRING INCLUDING ABANDONED TELEPHONE, DATA AND OTHER LOW VOLTAGE SYSTEMS CABLING AFTER CONFIRMING WITH THE OWNER REPRESENTATIVE THAT CABLING IS ABANDONED AND WILL NOT RE REUSED. 13.CONTRACTOR TO VERIFY CIRCUIT NUMBER AND LOADS FOR ALL EXISTING EQUIPMENT PRIOR TO INSTALLATION OF NEW OR RELOCATED ELECTRICAL EQUIPMENT. REASSIGN CIRCUITS AND LOADS ACCORDINGLY. PROVIDE COMPLETE "AS-BUILT" DRAWINGS AND TYPEWRITTEN DIRECTORIES FOR PANELBOARDS. 14.WHERE NECESSARY TO SHUT OFF UTILITY SERVICES OR CAUSE INTERRUPTION TO POWER OR SIGNAL SYSTEMS WHILE A BUILDING/SPACE IS OCCUPIED OR THAT AFFECT ADJACENT BUILDINGS, SCHEDULE OUTAGES OR INTERRUPTIONS WITH THE ARCHITECT PRIOR TO CONDUCTING OUTAGE(S). 15.PROVIDE CONSTRUCTION POWER DURING PHASE OF DEMOLITION AND CONSTRUCTION. KEYNOTES: SCOPE OF WORK AREA. CONTRACTOR TO DEMOLISH ALL RECEPTACLES, DATA OUTLETS, SURFACE MOUNTED RACEWAYS, AND OTHER ELECTRICAL DEVICES INSIDE SCOPE OF WORK UNLESS NOTED OTHERWISE WITH (E) FOR EXISTING TO REMAIN AND BE PROTECTED IN PLACE. ALL AREAS OUTSIDE OF THE SCOPE OF WORK SHALL NOT BE AFFECTED. CONTRACTOR SHALL RUN ADDITIONAL CONDUIT AND CONDUCTORS AS REQUIRED TO ENSURE THERE ARE NO OUTAGES IN SPACES OUTSIDE OF PROJECT AREA. 1 SCOPE OF WORK 1 NORTH ARROW N 1 M-5 DETAIL IDENTIFICATION NUMBER SHEET ON WHICH DETAIL IS DRAWN A M-5 SECTION OR ELEVATION IDENTIFICATION LETTER SHEET ON WHICH SECTION OR ELEVATION IS DRAWN EQUIPMENT ABBREVIATION (SEE ABBREVIATION LIST) EQUIPMENT NUMBER AC 1 REVISION CLOUD # # #KEYNOTE REVISION # POINT OF CONNECTION (POC) POINT OF DISCONNECTION (POD) NEW WORK LINETYPE EXISTING WORK LINETYPE DEMOLITION WORK LINETYPE DUCT SECTION, SUPPLY (POSITIVE) DUCT SECTION, RETURN (NEGATIVE) DUCT SECTION, EXHAUST (NEGATIVE) DIRECTION OF FLOW DUCT SIZE, WHERE FIRST DIMENSION IS VISIBLE DUCT 24"X12" CHANGE OF ELEVATION; RISE (R) / DROP (D)R DUCTWORK, DOUBLE LINE ACOUSTICAL LINED DUCTWORK, DOUBLE LINE. SIZE IS NET INSIDE DIMENSION FLEX DUCT / FLEXIBLE EQUIPMENT CONNECTION, DOUBLE LINE DUCTWORK, SINGLE LINE ACOUSTICAL LINED DUCTWORK, SINGLE LINE. SIZE IS NET INSIDE DIMENSION FLEX DUCT, SINGLE LINE CEILING SUPPLY DIFFUSER, 4-WAY BLOW PATTERN CEILING SUPPLY DIFFUSER, 3-WAY BLOW PATTERN CEILING RETURN REGISTER CEILING EXHAUST GRILL CD-1 200 AIR INLET/OUTLET IDENTIFICATION DIFFUSER/REGISTER NUMBER AIRFLOW QUANTITY DOOR UNDERCUT 1 INCH UC 100 CFM UNDERCUT SIZE AIRFLOW QUANTITY GENERAL NOTESMECHANICAL ABBREVIATIONS - A - AAV AUTOMATIC AIR VENT ABV ABOVE AD ACCESS DOOR AFF ABOVE FINISHED FLOOR AHU AIR HANDLING UNIT AI ANALOG INPUT ALUM ALUMINUM AO ANALOG OUTPUT AP ACCESS PANEL AS AIR SEPARATOR - B - B BOILER BDD BACK DRAFT DAMPER BEL BELOW BFC BELOW FINISHED CEILING BFP BACK FLOW PREVENTER BHP BRAKE HORSEPOWER BLDG BUILDING BOB BOTTOM OF BEAM BOP BOTTOM OF PIPE BTU BRITISH THERMAL UNIT - C - CD CEILING DIFFUSER CFM CUBIC FEET PER MINUTE CH CHILLER CHWP CHILLED WATER PUMP CHWR CHILLED WATER RETURN CHWS CHILLED WATER SUPPLY CL CENTER LINE CLG CEILING CP CONDENSATE PUMP CT COOLING TOWER CU CONDENSING UNIT CV CONDENSATE VOLUME BOX CWP CONDENSER WATER PUMP CWR CONDENSER WATER RETURN CWS CONDENSER WATER SUPPLY - D - D DEMOLISH DB DRY BULB DEG DEGREES DI DIGITAL INPUT DIA DIAMETER DL DOOR LOUVER DN DOWN DO DIGITAL OUPUT DP DIFFERENTIAL PRESSURE DS DUCT SILENCER DWP DOMESTIC WATER PUMP DX DIRECT EXPANSION - E - EA EACH EAT ENTERING AIR TEMPERATURE EC ELECTRICAL CONTRACTOR EF EXHAUST FAN EFF EFFICIENCY EL ELEVATION EQ EQUAL ER EXHAUST REGISTER ESP EXTERNAL STATIC PRESSURE ET EXPANSION TANK EWT ENTERING WATER TEMPERATURE EXIST / (E)EXISTING - F - °F DEGREES FARENHEIT FA FREE AREA FC FAN COIL UNIT FD FIRE DAMPER FG FILTER GRILLE FLA FULL LOAD AMPS FLR FLOOR FOB FLAT ON BOTTOM FOT FLAT ON TOP FPI FINS PER INCH FPM FEET PER MINUTE FS FLOW SWITCH FT FEET / FOOT -G - GA GAUGE GALV GALVANIZED GC GENERAL CONTRACTOR GPH GALLONS PER HOUR GPM GALLONS PER MINUTE - H - HD HEAD HP HEAT PUMP HP HORSEPOWER HWP HOT WATER PUMP HWR HOT WATER RETURN HWS HOT WATER SUPPLY HX HEAT EXCHANGER HZ HERTZ MECHANICAL SYMBOLS MECHANICAL SHEET INDEX APPLICABLE CODES CALIFORNIA CODES ENFORCED THE AUTHORY HAVING JURISDICTION: A. 2022 CALIFORNIA BUILDING CODE. B. 2022 CALIFORNIA MECHANICAL CODE. C. 2022 CALIFORNIA PLUMBING CODE. D. 2022 CALIFORNIA ELECTRICAL CODE. E. 2022 GREEN BUILDING CODE. F. 2022 CALIFORNIA BUILDING ENERGY EFFICIENCY STANDARD FOR NONRESIDENTIAL COMPLIANCE. G. NFPA STANDARDS APPLICABLE TO PROJECT. 1. FLEXIBLE DUCT NO MORE THAN 5 FEET IN LENGTH MAY BE USED TO CONNECT SUPPLY, AIR TERMINAL DEVICES TO RIGID DUCT SYSTEMS. AN INTERNAL IMPERVIOUS LINER SHALL BE PROVIDED TO ISOLATE INSULATION MATERIAL FOR CONDITIONED AIR. SECTION 602.6.1 OF THE 2019 CMC 2. MATERIALS EXPOSED WITHIN DUCTS OR PLENUMS SHALL BE NONCOMBUSTIBLE OR SHALL HAVE A FLAME-SPREAD INDEX NOT GREATER THAN TWENTY FIVE (25) AND A SMOKE DEVELOPED INDEX NOT GREATER THAN FIFTY (50) WHEN TESTED AS COMPOSITE PER APPLICABLE TESTING STANDARD. 3. CONTRACTOR TO PROVIDE MANUFACTURER'S FIELD FABRICATION AND INSTALLATION INSTRUCTION FOR ALL DUCT SUPPORT. SECTION 603.8 OF THE 2019 CMC. 4. BALANCING AND ADJUSTING: ALL AIR SYSTEMS SHALL BE ADJUSTED BY AN INDEPENDENT BALANCING CONTRACTOR THAT IS A MEMBER OF THE ASSOCIATED AIR BALANCING COUNCIL(AABC) . SUBMIT BALANCE REPORT TO UNIVERSITY PRIOR TO RECEIVING FINAL PAYMENT. ADDITIONAL BALANCING DAMPERS AND/OR PULLEY CHANGES SHALL BE PROVIDED AS REQUIRED TO BALANCE SYSTEMS, AT NO INCREASE IN CONTRACT PRICE. 5. AIR BALANCING CONTRACTOR TO COORDINATE WITH CONTROLS CONTRACTOR FOR ADJUSTING AIR SYSTEM INCLUDING BUT NOT LIMITED TO ALL SUPPLY, RETURN AND EXHAUST FANS TO MAINTAIN PROPER AIR BALANCE. PROVIDE AIR BALANCE REPORT TO VERIFY THE PROPER AMOUNT OF OUTSIDE AIR TO COMPLY WITH 2019 CMC, BEFORE THE APPROVAL OF THIS PROJECT. 6. EQUIPMENT SHALL BE SECURELY FASTENED TO VIBRATION ISOLATORS AND SEISMIC RESTRAINTS PER CALIFORNIA BUILDING CODE REQUIREMENTS. 7. ANCHORAGE AND SUPPORTING STRUCTURAL ELEMENTS FOR AIR DUCTS AND PIPING SHALL BE DESIGNED TO WITHSTAND THE LATERAL FORCES AS REQUIRED BY THE CALIFORNIA BUILDING CODE, CALIFORNIA MECHANICAL CODE AND SMACNA. 8. WORKMANSHIP: THE WORK SHALL BE ACCOMPLISHED IN A THOROUGH AND WORKMAN-LIKE MANNER SATISFACTORY TO AND MEETING THE APPROVAL OF THE UNIVERSITY. 9. MATERIALS: ALL MATERIALS, APPLIANCES AND EQUIPMENT SHALL BE NEW AND THE BEST OF THEIR RESPECTIVE KIND, FREE FROM ALL DEFECTS AND OF THE MAKE, BRAND AND QUALITY SPECIFIED. 10. AS-BUILTS: CONTRACTOR SHALL PROVIDE A COMPLETE SET OF AS-BUILT FULL SIZE BLACK-LINE PRINTS WITH ALL CHANGES NOTED THEREON AT THE COMPLETION OF THE PROJECT AND PRIOR TO FINAL ACCEPTANCE AND PAYMENT. 11. SUBMITTALS: CATALOG INFORMATION, EQUIPMENT CUT SHEETS AND LISTING OF ALL MECHANICAL EQUIPMENT, COMPONENTS AND DEVICES SHALL BE SUBMITTED FOR REVIEW (PDF FORMAT) INCLUDING PERFORMANCE DATA. ALL SHALL BE LABELED AND IDENTIFIED PROPERLY. 12. BEFORE STARTING ANY WORK, THE CONTRACTOR FOR THIS SECTION OF THE WORK SHALL EXAMINE A COMPLETE SET OF DRAWINGS FOR ALL TRADES, INCLUDING ARCHITECTURAL, HVAC, ELECTRICAL, FIRE PROTECTION, STRUCTURAL, CIVIL AND PLUMBING. DIMENSIONS, SPACE REQUIREMENTS AND POINTS OF CONNECTION TO ALL EQUIPMENT SHALL BE VERIFIED, AND ANY MINOR ADJUSTMENTS NECESSARY TO AVOID CONFLICT WITH THE BUILDING STRUCTURE AND THE WORK OF THE OTHER TRADES SHALL BE MADE. 13. ALL EXHAUST DUCTWORK SHALL BE SOLID SHEET METAL. -I - ICW INDUSTRIAL COLD WATER ID INSIDE DIAMETER IN INCHES IW INDIRECT WASTE -L - LAT LEAVING AIR TEMPERATURE LBS POUNDS LD LINEAR DIFFUSER LF LINEAR FEET LWT LEAVING WATER TEMPERATURE -M - MAX MAXIMUM MBH THOUSAND BTU PER HOUR MC MECHANICAL CONTRACTOR MCA MINIMUM CIRCUIT AMPACITY MIN MINIMUM MOCP MAXIMUM OVERCURRENT PROTECTION DEVICE MUA MAKE UP AIR -N - NIC NOT IN CONTRACT NPSHR NET POSITIVE SUCTION PRESSURE REQUIRED -O - OAT OUTSIDE AIR TEMPERATURE OBD OPPOSED BLADE DAMPER OC ON CENTER OD OUTSIDE DIAMETER OSA OUTSIDE AIR -P - PD PRESSURE DROP PH PHASE PR PRESSURE RELIEF PRV PRESSURE REDUCING VALVE PS PRESSURE SWITCH PSID POUNDS PER SQUARE INCH, DIFFERENTIAL PSIG POUNDS PER SQUARE INCH, GAUGE PT PRESSURE TRANSMITTER PTAC PACKAGED TERMINAL AIR CONDITIONER -R - RA RETURN AIR RAG RETURN AIR GRILLE RAR RETURN AIR REGISTER RF RETURN FAN RH RELATIVE HUMIDITY RHC REHEAT COIL RLA RATED LOAD AMPS RPM REVOLUTIONS PER MINUTE -S - SA SUPPLY AIR SAR SUPPLY AIR REGISTER SD SMOKE DAMPER SF SUPPLY FAN SP STATIC PRESSURE SPEC SPECIFICATION SS STAINLESS STEEL STD STANDARD -T - TAD TRANSFER AIR DUCT TDH TOTAL DYNAMIC HEAD TEFC TOTALLY ENCLOSED FAN COOLED TEMP TEMPERATURE TG TRANSFER GRILLE TI TEMPERATURE INDICATOR TSP TOTAL STATIC PRESSURE TYP TYPICAL -U - UC UNDERCUT UH UNIT HEATER UON UNLESS OTHERWISE NOTED -V - V VOLTS VAV VARIABLE AIR VOLUME VD VOLUME DAMPER VFD VARIABLE FREQUENCY DRIVE VTR VENT THROUGH ROOF -W - W/WITH W/O WITHOUT WB WET BULB WC WATER COLUMN WG WATER GAUGE CAL GREEN BUILDING NOTES 1. 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, OR AN AVERAGE EFFICIENCY OF 30 PERCENT. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY, OR, IF THE BUILDING IS OCCUPIED DURING ALTERATION, AT THE CONCLUSION OF CONSTRUCTION. (CGBC SECTION: 5.504.1, LATEST EDITION) 2. 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, SHEET METAL OR OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT OF DUST, WATER AND DEBRIS WHICH MAY ENTER THE SYSTEM. (CGBC SECTION: 5.504.3, LATEST EDITION) 3. 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. (CGBC SECTION: 5.504.5.3, LATEST EDITION) 4. EXCEPTION TO CGBC SECTION: 5.504.5.3: AN ASHRAE 10-PERCENT TO 15-PERCENT EFFICIENCY FILTER SHALL BE PERMITTED FOR AN HVAC UNIT MEETING THE 2019 CALIFORNIA ENERGY CODE HAVING 60,000 BTU/H OR LESS CAPACITY PER FAN COIL, IF THE ENERGY USE OF THE AIR DELIVERY SYSTEM IS 0.4 W/CFM OR LESS AT DESIGN AIR FLOW. 5. INSTALLED FILTERS SHALL BE CLEARLY LABELED BY THE MANUFACTURER INDICATING THE MERV RATING. (CGBC SECTION: 5.504.5.3.1, LATEST EDITION) 6. 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. (CGBC SECTION: 5.504.7, LATEST EDITION) 7. FOR MECHANICALLY OR NATURALLY VENTILATED SPACES IN BUILDINGS, MEET THE MINIMUM REQUIREMENTS OF SECTION 120.1 (REQUIREMENTS FOR VENTILATION) OF THE 2019 CALIFORNIA ENERGY CODE, OR THE APPLICABLE LOCAL CODE, WHICHEVER IS MORE STRINGENT, AND DIVISION 1, CHAPTER 4 OF CCR, TITLE 8. (CGBC SECTION: 5.506.1, LATEST EDITION) 8. 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 2019 CALIFORNIA ENERGY CODE, SECTION 120.1(C)(4). (CGBC SECTION: 5.506.2, LATEST EDITION) 9. DEVELOP A WRITTEN PLAN OF PROCEDURES FOR TESTING AND ADJUSTING SYSTEMS. SYSTEMS TO BE INCLUDED FOR TESTING AND ADJUSTING SHALL INCLUDE HVAC SYSTEMS AND CONTROLS. (CGBC SECTION: 5.410.4.2, LATEST EDITION) 10. AFTER COMPLETION OF TESTING, ADJUSTING AND BALANCING, PROVIDE A FINAL REPORT OF TESTING SIGNED BY THE INDIVIDUAL RESPONSIBLE FOR PERFORMING THESE SERVICES. (CGBC SECTION: 5.410.4.4, LATEST EDITION) 11. PROVIDE THE UNIVERSITY'S 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. (CGBC SECTION: 5.410.4.5, LATEST EDITION) 12. INCLUDE A COPY OF ALL INSPECTION VERIFICATIONS AND REPORTS REQUIRED BY THE ENFORCING AGENCY. (CGBC SECTION: 5.410.4.5.1, LATEST EDITION) 13. PERFORM TESTING AND ADJUSTING PROCEDURES IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND APPLICABLE STANDARDS ON EACH SYSTEM. (CGBC SECTION: 5.410.4.3, LATEST EDITION) 14. IN ADDITION TO TESTING AND ADJUSTING, BEFORE A NEW SPACE- CONDITIONING SYSTEM SERVING A BUILDING OR SPACE IS OPERATED FOR NORMAL USE, BALANCE THE SYSTEM IN ACCORDANCE WITH THE PROCEDURES DEFINED BY THE TESTING ADJUSTING AND BALANCING BUREAU NATIONAL STANDARDS; ASSOCIATED AIR BALANCE COUNCIL NATIONAL STANDARDS OR AS APPROVED BY THE ENFORCING AGENCY. (CGBC SECTION: 5.410.4.3.1, LATEST EDITION) 15. DUCT AND PLENUM MATERIALS. 1. FACTORY-FABRICATED DUCT SYSTEM. A. ALL FACTORY-FABRICATED DUCT SYSTEMS SHALL COMPLY WITH UL 181 FOR DUCTS AND CLOSURE SYSTEMS, INCLUDING COLLARS, CONNECTIONS AND SPLICES, AND BE LABLED AS COMPLYING WITH UL 181.UL 181 TESTING MAY BE PERFORMED BY UL LABORATORIES OR A LABORATORY APPROVED BY THE EXECUTIVE DIRECTOR. B. ALL PRESSURE-SENSITIVE TAPES, HEAT-ACTIVATED TAPES, AND MASTICS USED IN THE MANUFACTURE OF RIGID FIBERGLASS DUCTS SHALL COMPLY WITH UL 181 AND UL 181A. C. ALL PRESSURE-SENSITIVE TAPES AND MASTICS USED WITH FLEXIBLE DUCTS SHALL COMPLY WITH UL 181 AND UL 181B. D. ALL DUCTWOR AND PLENUMS WITH PRESSURE CLASS RATINGS SHALL BE CONSTRUCTED TO SEAL CLASS A.JOINTS AND SEAMS OF DUCT SYSTEMS AND THEIR COMPONENTS SHALL NOT BE SEALED WITH CLOTH-BACK RUBBER ADHESIVE DUCT TAPES UNLESS SUCH TAPE IS USED IN COMBINATION WITH MASTIC AND DRAWBANDS. EXCEPTION TO SECTION 120.4(b)1D: DUCTWORK LOCATED IN OCCUPIED SPACE AND EXPOSED TO VIEW IS NOT REQUIRED TO MEET SEAL CLASS A. SCOPE OF WORK • PROVIDE NEW HVAC SYSTEM BASED ON SPLIT SYSTEM HEAT PUMP UNITS. • PROVIDE NEW AIR DISTRIBUTION BASED ON NEW FLOOR PLAN LAYOUT • PROVIDE NEW EXHAUST FAN FOR NEW RESTROOMS 1. DUCT AND PLENUM MATERIALS. 1. FACTORY-FABRICATED DUCT SYSTEM. a. ALL FACTORY-FABRICATED DUCT SYSTEMS SHALL COMPLY WITH UL 181 FOR DUCTS AND CLOSURE SYSTEMS, INCLUDING COLLARS, CONNECTIONS AND SPLICES, AND BE LABLED AS COMPLYING WITH UL 181.UL 181 TESTING MAY BE PERFORMED BY UL LABORATORIES OR A LABORATORY APPROVED BY THE EXECUTIVE DIRECTOR. b. ALL PRESSURE-SENSITIVE TAPES, HEAT-ACTIVATED TAPES, AND MASTICS USED IN THE MANUFACTURE OF RIGID FIBERGLASS DUCTS SHALL COMPLY WITH UL 181 AND UL 181A. c. ALL PRESSURE-SENSITIVE TAPES AND MASTICS USED WITH FLEXIBLE DUCTS SHALL COMPLY WITH UL 181 AND UL 181B. d. ALL DUCTWOR AND PLENUMS WITH PRESSURE CLASS RATINGS SHALL BE CONSTRUCTED TO SEAL CLASS A.JOINTS AND SEAMS OF DUCT SYSTEMS AND THEIR COMPONENTS SHALL NOT BE SEALED WITH CLOTH-BACK RUBBER ADHESIVE DUCT TAPES UNLESS SUCH TAPE IS USED IN COMBINATION WITH MASTIC AND DRAWBANDS. EXCEPTION TO SECTION 120.4(b)1D: DUCTWORK LOCATED IN OCCUPIED SPACE AND EXPOSED TO VIEW IS NOT REQUIRED TO MEET SEAL CLASS A. 2. DUCTSEALING.DUCT SYSTEMS SHALL COMPLY WITH SUBSECTION 1 OR 2 BELOW: 1. NEW DUCT SYSTEMS THAT MEET THE CRITERIA IN SUBSECTIONS A,B,C AND D BELOW SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 6 PERCENT OF THE NOMINAL AIR HANDLER AIRFLOW RATE AS CONFIRMED THROUGH HERS FIELD VERIFICATION AND DIAGNOSTIC TESTING, IN ACCORDANCE WITH REFERENCE NONRESIDENTIAL APPENDIX NA7.5.3; a. THE DUCT SYSTEM DOES NOT SERVE A HEALTHCARE FACILITY; AND b. THE DUCT SYSTEM PROVIDES CONDITIONED AIR TO AN OCCUPIABLE SPACE FOR CONSTANT VOLUME, SINGLE ZONE, SPACE-CONDITIONING SYSTEMS; AND c. THE SPACE-CONDITIONING SYSTEM SERVES LESS THAN 5,000 SQUARE FEET OF CONDITIONED FLOOR AREA; AND d. THE COMBINED SURFACE AREA OF THE DUCT LOCATED OUTDOORS OR IN UNCONDITIONED SPACE IS MORE THAN 25 PERCENT OF THE TOTAL SURFACE AREA OF THE ENTIRE DUCT SYSTEM. 2. NEW DUCT SYSTEMS THAT ARE NOT SUBJECT TO TESTING UNDER SECTION 120.4(g)1 SHALL INSTEAD MEET THE DUCT LEAKAGE TESTING REQUIREMENTS OF CMC SECTION 603.9.2. 3. OCCUPANT SENSOR VENTILATION CONTROL DEVICES. OCCUPANT SENSING OR VENTILATION CONTROLS ARE REQUIRED FOR SPACE-CONDITIONING ZONES THAT ARE BOTH PERMITTED TO HAVE THEIR VENTILATION AIR REDUCED TO ZERO WHILE IN OCCUPIED-STANDBY MODE PER TABLE 120.1-A AND REQUIRED TO INSTALL OCCUPANT SENSORS TO COMPLY WITH SECTION 130.1(c)5,6 AND 7. OCCUPANT SENSOR VENTILATION CONTROL DEVICES USED TO REDUCE THE RATE OF OUTDOOR AIR FLOW WHEN OCCUPANTS ARE NOT PRESENT SHALL COMPLY WITH THE FOLLOWING: a. OCCUPANT SENSORS SHALL HAVE SUITABLE COVERAGE AND PLACEMENT TO DETECT OCCUPANTS IN THE ENTIRE SPACE VENTILATED. IN 20 MINUTES OR LESS AFTER NO OCCUPANCY IS DETECTED BY ANY SENSORS COVERING THE ROOM, OCCUPANT SENSING CONTROLS SHALL INDICATE A ROOM IS VACANT. b. WHEN OCCUPANT SENSORS CONTROLLING LIGHTING ARE ALSO USED FOR VENTILATION, THE VENTILATION SIGNAL SHALL BE INDEPENDENT OF DAYLIGHTING, MANUAL LIGHTING OVERRIDES OR MANUAL CONTROL OF LIGHTING. c. WHEN A SINGLE ZONE DAMPER OR A SINGLE ZONE SYSTEM SERVES MULTIPLE ROOMS, THERE SHALL BE AN OCCUPANT SNSOR IN EACH ROOM AND THE ZONE SHALL NOT BE CONSIDERED VACANT UNTIL ALL ROOMS IN THE ZONE ARE VACANT. d. ONE HOUR PRIOR TO NORMAL SCHEDULED OCCUPANCY, THE OCCUPANT SENSOR VENTILATION CONTROL SHALL ALLOW PRE- OCCUPANCY PURGE AS DESCRIBED IN SECTION 120.1(d)2. e. WHEN THE ZONE IS SCHEDULED TO BE OCCUPIED AND OCCUPANT SENSING CONTROLS IN ALL ROOMS AND AREAS SERVED BY THE ZONE INDICATE THE SPACES ARE UNOCCUPIED, THE ZONE SHALL BE PLACED IN OCCUPIED-STANDBY MODE. f. IN 5 MINUTES OR LESS AFTER ENTERING OCCUPIED-STANDBY MODE, MECHANICAL VENTILATION TO THE ZONE SHALL BE SHUT OFF UNTIL THE SPACE BECOMES OCCUPIED OR UNTIL VENTILATION IS NEEDED TO PROVIDE SPACE HEATING OR CONDITIONING. WHEN MECHANICAL VENTILATION IS SHUTT OFF TO THE ZONE, THE VENTILATION SYSTEM SERVING THE ZONE SHALL REDUCE THE SYSTEM OUTSIDE AIR RATE BY THE AMOUNT OF OUTSIDE AIR REQUIRED FOR THE ZONE. g. WHERE THE SYSTEM PROVIDING SPACE CONDITIONING ALSO PROVIDES VENTILATION TO THE ZONE, IN 5 MINUTES OR LESS AFTER ENTERING OCCUPIED-STANDBY MODE, SPACE- CONDITIONING ZONE SETPOINTS SHALL BE RESET IN ACCORDANCE WITH SECTION 120.2(e)3. PLAN CHECK NOTES Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 3 A M M0.1 MECHANICAL COVER SHEET 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS NO.NAME M0.1 MECHANICAL COVER SHEET M0.2 MECHANICAL SCHEDULES M1.0 MECHANICAL ZONING PLAN M2.0 MECHANICAL NEW FLOOR PLAN M3.0 MECHANICAL NEW ROOF PLAN M4.1 MECHANICAL DETAILS M4.2 MECHANICAL DETAILS M5.0 TITLE 24 M5.1 TITLE 24 M5.2 TITLE 24 M5.3 TITLE 24 No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 ASHRAE 15 CALCULATION MARK TABLE 1102.3 REFRIGERANT R-410A (LBS/1000 FT^3) REFRIGERANT R-410A SYSTEM CHARGE (LBS) ROOM (FT^3)COMPLY? 26 8.42 95X10=950 24.7 YESCU 1 ALLOWABLE AMOUNT OF REFRIGERANT (LBS) 26 13.53 95X10=950 24.7 YESCU 2 26 8.33 116X10=1160 30.2 YESCU 3 26 6.54 116X10=1160 30.2 YESCU 4 EF 1 EF 2 EXHAUST FAN SCHEDULE GRILLES, REGISTERS & DIFFUSERS MARK MANUFACTURER & MODEL NECK SIZE FACE SIZE AIRFLOW RANGE (CFM) MAX. NECK VELOCITY TYPE MAX. N.C.DAMPER REMARKS CD-1 TITUS MCD 6"X6" 8"X8" 10"X10" 12"X12" 24"X24" 0 - 125 126 - 222 223 - 345 346 - 500 500 TWO HORIZONTAL DISCHARGE PATTERNS 20 MVD HARDLID - SUPPLY AIR CD-2 TITUS PMC 6"X6" 8"X8" 10"X10" 12"X12" 24"X24" 0 - 125 126 - 222 223 - 345 346 - 500 500 PERFORATED 24 MVD T-BAR CEILING - SUPPLY AIR CD-3 TITUS 300RL - 8"X8" - - - 13 - HARDLID CEILING - SUPPLY AIR SD-1 TITUS 300RL - 12"X12" - - - 16 MVD WALL MOUNTED - SUPPLY AIR RG-1 TITUS PAR 6"X6" 8"X8" 10"X10" 12"X12" 24"X24" 0 - 125 126 - 222 223 - 345 346 - 500 500 PERFORATED 25 - T-BAR CEILING - RETURN AIR RG-2 TITUS 350RL - 22"X22" - - - 17 MVD HARDLID CEILING - RETURN AIR EG-1 TITUS 350RL - 6"X6" 8"X6" 8"X8"- - - 13 HARDLID - EXHAUST AIR TG-1 TITUS 300RL - 8"X8" - - - 13 - HARDLID - TRANSFER AIR TG-2 TITUS 350RL - 8"X8" - - - 16 - HARDLID - TRANSFER AIR NOTES : COLOR AS PER PROJECT ARCHITECT'S REQUIREMENTS. TAG NOTES 1. STARTER AND FUSED DISCONNECT PROVIDED BY ELECTRICAL CONTRACTOR. 2. PROVIDE NON-OVERLOADING MOTOR. 3. PROVIDE NEMA PREMIUM EFFICIENCY MOTOR. 4. PROVIDE BACKDRAFT DAMPER, FACTORY ROOF CURB, & SPEED CONTROLLER. 5. EXHAUST FAN TO BE CONTROLLED BY TIMECLOCK. MFR & MODEL GREENHECK LOCATION ROOF AREA SERVED RESTROOM- 07,09 DISCH DOWNBLAST TYPE CENTRIFUGAL DRIVE DIRECT AIR FLOW 700 SP (CFM) 0.5 FAN RPM 1339 OPER. WT. (LBS) 41 NOTES 1-6 G-099-VG 6. PROVIDE WITH ROOF CAP. JANITOR ROOM-12 RESTROOM- 11 (IN. WG.) HP V/PH ELECTRICAL 1/4 115/1 AIRKING CEILING SIDE CENTRIFUGAL DIRECT 135 0.2 982 13 1-3,7 AK110LS6 119 WATTS 120/1 7. EXHAUST FAN TO BE CONTROLLED BY LIGHT SWITCH. VENTILATION CALCULATION ZONE#SERVICES RP PZ RA AZ VBZ EZ VOZ TITLE 24 PROVIDED VENTILATION FC-1 ENTRY / CHECK IN OFFICE - 01 5 2 0.06 219 23.1 0.8 28.9 33.0 35 MULTI PURPOSE ROOM A - 02 -PART 1 5 40 0.06 763 245.8 0.8 307.2 600.0 600 FC-2 MULTI PURPOSE ROOM B - 03 5 19 0.06 353 116.2 0.8 145.2 285.0 290 FC-3 MULTI PURPOSE ROOM A-PART 2 5 15 0.06 270 91.2 0.8 114.0 225.0 230 HALLWAY 04 0 0 0.06 106 6.4 0.8 8.0 34.0 35 HALLWAY 06 0 0 0.06 118 7.1 0.8 8.9 RESTROOM- WOMEN - 07 0 0 0.06 165 9.9 0.8 12.4 25.0 30 RESTROOM- MEN - 09 0 0 0.06 142 8.5 0.8 10.7 21.0 25 FC-4 MULTI PURPOSE ROOM C - 05 5 20 0.06 375 122.5 0.8 153.1 300.0 300 FC-5 OFFICE - 10 5 2 0.06 222 23.3 0.8 29.2 33.0 35 KITCHEN - 10 7.5 4 0.18 130 53.4 0.8 66.8 65.0 70 RESTROOM - 11 0 0 0.06 59 3.5 0.8 4.4 9.0 10 JANITOR - 12 0 0 0.06 36 2.2 0.8 2.7 5.0 5 TOTAL :1665 CFM Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 3 A M M0.2 MECHANICAL SCHEDULES 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS FAN COIL UNIT SCHEDULE TYPE TAG MANUFACTURER MODEL NOM.CAP.(TONS) AREA SERVED TYPE EQUIP SERVED SUPPLY AIR ESP (in. wg) OUTSIDE AIR ELECTRICAL OPER WT. (LBS)DIMENSIONS(W X H X D) NOTESV/PH MCA(A) MOCP(A) FC 1 SAMSUNG AC048BNZDCH/AA 4 MULTI PURPOSE ROOM A DUCTED HORIZONTAL CU-1 1490 CFM 0.4 435 CFM 208/1 POWERED BY OUTDOOR UNIT POWERED BY OUTDOOR UNIT 166.4 24.5" X 58.75" X 21.75" 1 FC 2 SAMSUNG AM024TNZDCH/AA 2 MULTI PURPOSE ROOM B DUCTED HORIZONTAL CU-4 750 CFM 0.4 180 CFM 208/1 0.9 10 109 17 1/2" X 43" X 21" 1 FC 3 SAMSUNG AC048BNZDCH/AA 4 RESTMULTI PURPOSE ROOM A, HALLWAY, RESTROOMS DUCTED HORIZONTAL CU-3 1490 CFM 0.4 205 CFM 208/1 POWERED BY OUTDOOR UNIT POWERED BY OUTDOOR UNIT 166.4 24.5" X 58.75" X 21.75" 1 FC 4 SAMSUNG AM024TNZDCH/AA 2 MULTI PURPOSE ROOM C DUCTED HORIZONTAL CU-4 750 CFM 0.4 200 CFM 208/1 0.9 10 109 17 1/2" X 43" X 21" 1 FC 5 SAMSUNG AC024BNZDCH/AA 2 OFFICE AND KITCHEN DUCTED HORIZONTAL CU-5 750 CFM 0.4 115 CFM 208/1 POWERED BY OUTDOOR UNIT POWERED BY OUTDOOR UNIT 98.1 17 1/2" X 43" X 21" 1 CONDENSING UNIT SCHEDULE TYPE TAG MANUFACTURER MODEL LOCATION EQUIP SERVED NOM CAP (TONS)SEER2 EER2 HSPF2 COOLING TOTAL MBH HEATING TOTAL MBH REFRIGERANT ELECTRICAL DIMENSIONS (H X W X D) OPER WT. (LBS)NOTESV/PH HP MCA MOP CU 1 SAMSUNG AC048BXADCH/AA ON THE GROUND FC-1 4 16.7 8.8 8.1 48000 53000 R410A 208/1 N/A 32.8 40 47 11/16" X 37" X 13" 195.1 CU 2 SAMSUNG AM048TXMDCH/AA ON THE WALL FC-2,FC-4 4 17.5 10.2 8.8 48000 54000 R410A 208/1 N/A 29 50 37" X 47 5/8" X 13"216.1 CU 3 SAMSUNG AC048BXADCH/AA ON THE GROUND FC-3 4 16.7 8.8 8.1 48000 53000 R410A 208/1 N/A 32.8 40 47 11/16" X 37" X 13" 195.1 CU 4 SAMSUNG AC024BXADCH/AA ON THE GROUND FC-5 2 16.9 9.7 7.9 24000 27000 R410A 208/1 N/A 24.1 30 39 5/16" X 37" X 13" 158.7 No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 NOTES: 1.PROVIDE FILTER RACK WITH 2" MERV-13 FILTERS. T FC -2 T FC -4 TFC-3 T FC-1 FC-2 FC-4 Schema 1 Legend FC-1 FC-2 FC-3 FC-4 FC-5 A B C D E F 1 2 3 FC-3 FC-1 FC-5 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 3 A M M1.0 MECHANICAL ZONING PLAN 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS 1/4" = 1'-0"M1.0 1 MECHANICAL NEW FLOOR ZONING PLAN No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 REF. T FC -2 T FC -4 TFC-3 T FC-1 T FC -5 1 2 3 A B C D E F FC 1 FC 5 16"x16" 14"x14" 12"x12" 12"x12" 10"ø 10"ø 14"x14"16"x18" 10"x8" 12"x12" 12"ø 12"ø FC 3 8"x8" 14"x8" 8"x8"8"x8" 10"x8" 8"ø 6"x6"8"x8" 10"x8" 6"ø 250 CD-1 (TYP. OF 3) 250 CD-1 (TYP. OF 3) (TYP. OF 2) 217 CD-2 (TYP. OF 3) 1005 RG-2 390 SD-1 (TYP. OF 3) 1059 RG-2 130 TG-1 130 TG-2 160 CD-3 (TYP. OF 2) 54 EG-2 12"x12" 300 SD-1 (TYP. OF 4) 273 RG-1 12"x10" OUTSIDE AIR DUCT. 10"x8" OUTSIDE AIR DUCT. 10"x8" OUTSIDE AIR DUCT. 10"x8" OUTSIDE AIR DUCT UP THRU THE ROOF. 6"x6" OUTSIDE AIR DUCT UP THRU THE ROOF. 10"ø 14"x12"12"x14"12"x14"14"x12" TRAINING ROOM B 03 MULTI-PURPOSE ROOM A 02 ENTRY / CHECK IN OFFICE 01 HALLWAY 04 TRAINING ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 OFFICE AND BREAKROOM 10 RESTROOM 11 JANITOR 12 8"ø CU 1 41 2 3 5 200 CD-1 14 " x 1 4 " (TYP. OF 4) 6"x6" 80 CD-3 150 EG-1 (TYP. OF 4) 2 M2.0 150 TG-2 8"ø 10"ø 8"ø 8"ø 12 " ø 8" ø 8"ø 6 EF 2 7 6"ø 570 RG-2 12"ø 10"x8" 10"ø 30"x30" CEILING ACCESS PANEL 550 RG-2 12"ø 10"ø 10"ø 10"ø CU 4 CU 2FC 4FC 2 CU 3 ROOF ACCESS MULTI-PURPOSE ROOM A 02 FINISH FLOOR 0" ROOF 15' -0" 3 FINISH FLOOR 0' -0" FINISH FLOOR 0' -0" ROOF 15' -0" ROOF 15' -0" 3 CU 4 CU 3 CU 2 CU 1 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 7 A M M2.0 MECHANICAL NEW FLOOR PLAN 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS 1/4" = 1'-0"M2.0 1 MECHANICAL FIRST FLOOR PLAN KEY NOTES 1 OUTSIDE AIR VOLUME DAMPER SET @ 635 CFM 2 OUTSIDE AIR VOLUME DAMPER SET @ 290 CFM 3 OUTSIDE AIR VOLUME DAMPER SET @ 320 CFM 4 OUTSIDE AIR VOLUME DAMPER SET @ 300 CFM 5 OUTSIDE AIR VOLUME DAMPER SET @ 120 CFM 6 12"X12" EXHAUST AIR DUCT UP THRU THE ROOF TO EXHAUST FAN EF-1 7 6"⌀EXHAUST DUCT UP THRU THE ROOF. TERMINATE WITH ROOF CAP. 1/4" = 1'-0"M2.0 2 OUTDOOR UNITS LAYOUT SECTION No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 GENERAL NOTES 1. CONTRACTOR SHALL PROVIDE NEMA 3R WEATHERPROOF WIREMOLD OR EQUAL, WITH SCREW COVER TO PROTECT REFRIGERANT PIPING. COORDINATE LAYOUT AND LOCATIONS WITH ARCHITECT PRIOR TO ROUGH-IN, INSTALLATION, AND PURCHASING OF MATERIAL. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR LAYOUT FOR APPROVAL. 2. IN ADDITION TO TESTING AND ADJUSTING, BEFORE A NEW SPACE-CONDITIONING SYSTEM SERVING A BUILDING OR SPACE IS OPERATED FOR NORMAL USE, BALANCETHE SYSTEM IN ACCORDANCE WITH THE PROCEDURES DEFINED BY THE TESTING ADJUSTING AND BALANCING BUREAU NATIONAL STANDARDS; ASSOCIATED AIR BALANCE COUNCIL NATIONAL STANDARDS OR AS APPROVED BY THE ENFORCING AGENCY. 3. HEATING, VENTILATION AND AIR CONDITIONING SYSTEMS ( INCLUDING HYDRONIC SYSTEMS) SHALL BE BALANCED IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODES; AABC,ACCA MANUAL B, ASHRAE 111, NEBB PROCEDURAL STANDARDS OR SMACNA SYSTEMS TESTING. 1 2 3 A B C D E F 10"x8" OUTSIDE AIR DUCT UP THRU THE ROOF. 6"x6" OUTSIDE AIR DUCT UP THRU THE ROOF. EF 1 6"⌀EXHAUST AIR DUCT UP THRU THE ROOF. 1 1 ROOF ACCESS Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 7 A M M3.0 MECHANICAL NEW ROOF PLAN 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS 1/4" = 1'-0"M3.0 1 MECHNICAL NEW ROOF PLAN No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 GENERAL NOTES 1. ALL ENVIRONMENTAL AIR OUTLETS SHALL TERMINATE 3 FEET FROM OPENINGS INTO THE BUILDING, 3 FEET FROM PROPERTY LINE, 10 FEET FROM A FORCED AIR INLET AND 10 FEET ABOVE PUBLIC WALKWAY. KEY NOTES 1 OUTSIDE AIR INTAKE SHALL TERMINATE NOT LESS THAN 10FT FROM EXHAUST AIR ROOF TERMINATION. SCALE: SCALE: SCALE: SCALE: SCALE: SF 1 2x2x16GA ANGLE 5'-0" MAX TO STRUCTURAL SUPPORT 36"Ø MAX 3 DETAIL A DETAIL B 6 5 4 3 2 1 NOTES: HANGERS SHALL BE INSTALLED AT EVERY CHANGE OF DIRECTION AND NO MORE THAN 10'-0" APART. PROVIDE A FLEXIBLE CONNECTION BETWEEN MECHANICAL EQUIPMENT AND DUCT. STRAP MAY BE REDUCED TO 1" X 22GA FOR DUCT 24"Ø AND LESS IN DIAMETER. SEISMIC RESTRAINT CABLES MAY BE OMITTED WHERE DUCT IS SUPPORTED WITHIN 12" OF STRUCTURE AS MEASURED FROM THE TOP OF DUCT TO THE BOTTOM OF STRUCTURE. WHERE SEISMIC CABLE RESTRAINTS ARE REQUIRED, A. PROVIDE SEISMIC CABLE TRANSVERSE BRACING AT 30 FT AND B. SEISMIC CABLE LONGITUDINAL BRACING AT 60 FT. C. SEISMIC CABLE RESTRAINTS ARE NOT REQUIRED AT EVERY HANGER LOCATION. VERTICAL HANGERS, DIAGONAL AND HORIZONTAL BRACES TO BE SIZED IN ACCORDANCE WITH SMACNA SEISMIC RESTRAINT MANUAL TABLE 5-6. SIZE ANCHORS IN ACCORDANCE WITH SMACNA SEISMIC RESTRAINT MANUAL TABLE 8 -1, TYPE C FOR CONCRETE AND TYPE A FOR ALL OTHERS. AND NUT. LOCKWASHER 3/8"Ø BOLT, 28"Ø LESS THAN 1" X 20 GA STRAP 4 5 6 1 2 21 1/4" SEISMIC RESTRAINT CABLE TO STRUCTURE (TYP) 1" 1/2" EXCESS CABLE MIN 1" (TYP) CROSBY FORGED WIRE ROPE CLIP. INSTALL TWO PER CABLE END (TYP) 3/8"Ø BOLT, LOCKWASHER AND NUT. 1 MIN 2 MAX 1 2-1/2"x12GA STRAP 1 MIN 2 MAX 1 SHOWN WITH TRANSVERSE BRACING SHOWN WITH LONGITUDINAL BRACING 7 NONE NONE 2'-8" MAX TO STRUCTURAL SUPPORT CROSBY FORGED WIRE ROPE CLIP. INSTALL TWO PER CABLE END (TYP) 1" 1/2" EXCESS CABLE MIN 1" (TYP)TWO 3/8"Ø LOCKNUTS AND WASHERS 5 5 2 DETAIL B DETAIL A 6 #10 SELF-TAPPING SHEET METAL SCREWS, 4 MIN 30X30 MAX 2'-8" MAX TO STRUCTURAL SUPPORT1" X 22 GA STRAP (TYP) RECTANGULAR DUCT 3 5 4 4 3 2 1 RECTANGULAR DUCT 3/8"Ø ROD OR OPTIONAL 3"X3"X16 GA ANGLE (TYP) BOTH SIDES 45° NOTES: MAXIMUM SPACING OF HANGERS SHALL BE 5'-0". IF A FLEXIBLE CONNECTION IS INSTALLED BETWEEN THE MECHANICAL EQUIPMENT AND THE DUCT, THEN THIS DETAIL MAY BE USED. OTHERWISE, USE DETAIL B BELOW. SEISMIC RESTRAINT CABLES MAY BE OMITTED WHERE: A. THERE IS A FLEXIBLE CONNECTION BETWEEN THE MECHANICAL EQUIPMENT AND B. RECTANGULAR DUCT IS LESS THAN 6 SQUARE FEET IN AREA OR C. DUCT OF ANY SIZE IS SUPPORTED WITHIN 12" OF STRUCTURE AS MEASURED FROM THE TOP OF DUCT TO THE BOTTOM OF STRUCTURE. WHERE SEISMIC RESTRAINTS ARE REQUIRED, A. PROVIDE TRANSVERSE BRACING AT 30 FT AND B. LONGITUDINAL BRACING AT 60 FT. VERTICAL HANGERS, DIAGONAL AND HORIZONTAL BRACES TO BE SIZED IN ACCORDANCE WITH SMACNA SEISMIC RESTRAINT MANUAL TABLE 5-1 AND 5-2. REFER TO STRUCTURAL DETAILS FOR ADDITIONAL INFORMATION NOT SHOWN HERE. 3"X3"X16 GA 1/4" CABLE TO LOCKWASHER & 3/8"Ø BOLT, NUT. STRUCTURE (TYP) 60X60 MAX #10 SELF-TAPPING SHEET METAL SCREWS, ONE PER SIDE OUT OF AIR PATH. NOTES: 1. SHEET METAL SCREWS, BOLTS, ETC. USED IN CONSTRUCTION OF DAMPER MUST NOT INTERFERE WITH DAMPER BLADE OPERATION. 2. FIRE DAMPER DETAIL FOR REFERENCE ONLY. 3. FIRE DAMPERS SHALL BE FIRE MARSHALL APPROVED AND INSTALLED STRICTLY PER MANUFACTURER'S PRINTED INSTRUCTIONS. 4. THE CONTRACTOR SHALL SUBMIT DRAWINGS OF THE ENTIRE CEILING ENCLOSURE, INCLUDING THE FIRE DAMPER INSTALLATION, AS PER MANUFACTURER'S RECOMMENDATION. THE INSTALLATION SHALL COMPLY WITH UL AND IAW APPLICABLE FIRE CODES. 5. ANGLES ALL AROUND SLEEVE ON BOTH SIDES OF PARTITION. WELDED OR BOLTED TO SLEEVE WITH 1" FILLETS AT 5" O.C. MAXIMUM. ANGLES ARE NOT ATTACHED TO WALL FRAMING TO PROVIDE FOR EXPANSION. ANGLE SHALL OVERLAP WALL FRAMING NOT LESS THAN 1". SEE MANUFACTURER'S REQUIRMENTS FOR SIZE AND GAGE OF ANGLES. 1" MINIMUM OVERLAP ON FOUR SIDES (TYP). DOOR TO FUSIBLE LINK GASKETED ACCESS PRESSURE DUCTWORK. TYPE JOINT FOR MEDIUM APPROVED DUCTMATE DUCT EACH SIDE 3" MINIMUM ON 6" MAXIMUM AND DAMPER. MATCH GAGE OF FIRE OF 16 GAGE (MIN.) OR SLEEVE CONSTRUCTED CONNECTIONS TO SLEEVE. SECURED TO SLEEVE. DAMPER WITH DAMPER TYPE B CURTAIN FIRE 1/8" ANGLE IRON WALL SLEEVE S-LOCK DUCT NONE NONE NONE S.A. DUCT FLEX CONN. (TYP.) MERV 13 FILTER BOX SPRING ISOLATOR 1" DEFLECTION (TYP.) 1/4" CABLE TO STRUCTURE (TYP) ROUND DUCT SUPPORT3 RECTANGULAR DUCT SUPPORT DETAIL2 FIRE DAMPER DETAIL4 DUCTWORK CONNECTIONS1 INLINE SUPPLY FAN DETAIL5 FLOW AIR NOTES: 1. USE FOR SYMBOL WHERE BRANCH DUCT AIR QUANTITY IS LESS THAN 25% OF THE TOTAL AIR FLOW. 2. DEPTH OF MAIN DUCT MUST BE 2" LARGER THAN CONICAL DIAMETER. CONNECTION ROUND TO ROUND SUPPLY DUCT ROUND BRANCH DUCT MANUAL DAMPER WITH LOCKING QUADRANT WITH 2" STAND OFF BRACKET 45° CLINCH COLLAR W/ MANUAL DAMPER W/ LOCKING HAND QUADRANT W/ 2" STAND-OFF BRACKET RECTANGULAR/ SQUARE BRANCH DUCTSUPPLY DUCT NOTES: 1. USE FOR SYMBOL WHERE BRANCH DUCT AIR QUANTITY IS LESS THAN 25% OF THE TOTAL AIR FLOW. 2. DEPTH AT W' MUST BE LEAST 2" THAN DEPTH AT W. RETURN/EXHAUST W AIR FLOW W' AIR FLOW SUPPLY 45° MAIN DUCT CLINCH COLLAR 1/3W, 6" MINIMUM BRANCH DUCT VOLUME DAMPER SIMILAR TO ROUND VOLUME DAMPER DETAIL OUTSIDE RADIUS EQUAL TO 2 W' INSIDE RADIUS EQUAL TO W' NOTES: SUPPLY AIR FLOW RETURN/EXHAUST AIR FLOW MAIN DUCT W BRANCH DUCT AIR FLOW W' VOLUME DAMPER SIMILAR TO ROUND VOLUME DAMPER DETAIL 1. USE FOR SYMBOL WHERE BRANCH DUCT AIR QUANTITY IS MORE THAN 25% AND LESS THAN 50% OF THE TOTAL AIR FLOW. 2. DEPTH OF DUCT FOR W AND W' SHOULD BE EQUAL. SHEET METAL OR FLEXIBLE DUCT AS SPECIFIED ROUND VOLUME DAMPER, SEE DETAIL CONICAL TAP MAIN DUCT LONG RADIUS SEE SMACNA STANDARD DUCT MAIN DUCT AIR FLOW MANUAL DAMPER W/ LOCKING QUADRANT BRANCH DUCT TURNING VANES SEE SMACNA STANDARD DUCT DUCT RECTANGULAR ELBOW W Ø=90° R O H W NOTES: 1. MAXIMUM UNSUPPORTED VANE LENGTH 36" 2. VANES AND FRAMES - 24 GAUGE 3. DUCT INLET AND OUTLET DIMENSIONS TO BE EQUAL. 4. FOR HIGH VELOCITY APPLICATIONS, PROVIDE 18 GAUGE CHANNEL AND TACK WELD VANE EDGES TO CHANNEL, TYPICAL BOTH ENDS. 5. FRAMES AND CHANNELS - BOLTED OR TACK WELDED TO ELBOW. MIN. 24 GA. VANES 21/4" 21/4" 31/4" 21/4"R 41/2"R 45°45° TURNING VANES SPLITTER VANES RECTANGULAR RADIUS ELBOW H SPLITTER VANES RECTANGULAR 90° ELBOW FL O W AI R D Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 8 A M M4.1 MECHANICAL DETAILS 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 SCALE: SCALE: SCALE:SCALE: SCALE: SCALE: SWITCH, OUTLET, CONTROL TOP OF THERMOSTAT, 24" MAX. 34 " M A X . 48 " M A X . OUTLET OR SWITCH BOTTOM OF 15" MIN. F.F.L. 46 " M A X . S I D E A P P R O A C H 44 " M A X . F R O N T A P P R O A C H SWITCH, OUTLET, CONTROL TOP OF THERMOSTAT, NOTES 1. SUPPORTS SHALL BE INSTALLED A MAXIMUM 8'-0" O.C. AND AT EACH CHANGE OF DIRECTION OF PIPING. ROOF MOUNTED PIPING "DURA-BLOCK" SUPPORT SYSTEM 4" MIN. A.F.R. RUBBER BASE LOW VOLTAGE WIRING WIRING LOW VOLTAGE THERMOSTAT NOTES: DISCONNECT 208V-1Ø FURNISHED & INSTALLED BY INSTALLED BY ELECT. CONTRACTOR. FURNISHED BY MECH. CONTRACTOR & FURNISHED & INSTALLED BY ELECT. CONTRACTOR MECH. CONTRACTOR IN 1/2" CONDUIT 1. MECHANICAL CONTRACTOR SHALL FIELD COORDINATE WITH ELECTRICAL CONTRACTOR CONDUIT ROUTING AND INSTALLATION DISCONNECT 208V-1Ø USE VIBRATION ISOLATORS MASON TYPE SLF WITH APPROPRIATE SEISMIC RESTRAINTS. UNISTRUT CHANNEL OIL TRAP RETURN AIR RETURN PLENUM LINED RETURN AIR TRAP FAN COIL ACCESS DOOR MIN 30"x30" 3/4" SECONDARY CONDENSATE DRAIN IN VISIBLE LOCATION. CONTRACTOR TO COORDINATE LOCATION WITH OWNER/ARCHITECT 3/4" PRIMARY CON. DRAIN COND. DRAIN TO LAVATORY TAILPIECE OR APPROVED RECEPTOR SUPPLY AIR SUPPLY PLENUM LINED ONE HOUR RATING ANCHOR PTS "A" UNISTRUT CHANNEL BRACKET JOIST 1/4"Ø x 1-1/4" HEX HEAD LAG BOLT USE VIBRATION ISOLATORS 1/2" THICK ARMSTRONG ARMAFLEX TYPE CLOSED CELL FOAM WITH A STEEL JACKET AT ALL PENETRATIONS AND SUPPORT POINTS. REFRIGERANT SUCTION AND LIQUID LINES RS RS RL RL FLEXIBLE CONNECTION FC - CU - (FOR REFERENCE) CU -- NONE SQUARE TO ROUND STEEL LOCKING STRAP CEILING DUCT TRANSITION S.M. DUCT STRAP 4" WIDE SHEET OPPOSED BLADE DAMPER SQUARE TO ROUND ADAPTER CSD ACOUSTICAL FLEX. TO STRUCTURE 12GA. WIRE NONE ANCHORED TO ROOF LEVEL PAD (TYP. OF 4) TO FAN COIL UNIT REFRIGERANT LINES LEVEL PAD GROUND NOTE: EXTERIOR GAS LINE TO HAVE 3/4" ARMAFLEX INSULATION WRAPPED WRAPPED W/ ALUMINUM JACKETING AND VAPOUR SEALED. M M M E E E E WIRING LEGEND ME M E E E E E NONENONE NONE NONE CEILING DIFFUSER1 CONDENSING UNIT DETAIL ON THE GROUND4 SPLIT SYSTEM WIRING DIAGRAM3REFRIGERANT PIPING SUPPORT DETAIL5 THERMOSTAT MOUNTING DETAIL6 HORIZONTAL FAN COIL UNIT DETAIL2 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 8 A M M4.2 MECHANICAL DETAILS 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 4 9 A M M5.0 TITLE 24 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 5 1 A M M5.1 TITLE 24 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 5 3 A M M5.2 TITLE 24 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 5 1 : 5 4 A M M5.3 TITLE 24 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 PERMIT SET 5/17/2024 4 BACK CHECK SET 1/15/2025 5 BACK CHECK SET_V2 4/08/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 4 2 : 4 1 A M P0.1 GENERAL NOTES, ABBREIVIATIONS AND SYMBOLS 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS GENERAL NOTES 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPLICABLE CODES: • 2022 CALIFORNIA PLUMBING CODE (CPC) • 2022 CALIFORNIA BUILDING CODE • 2022 CALIFORNIA MECHANICAL CODE • 2022 CALIFORNIA ELECTRICAL CODE • 2022 CALIFORNIA FIRE CODE • CALIFORNIA STATE FIRE MARSHAL • NFPA STANDARDS • 2022 CALIFORNIA ENERGY CODE • 2022 CALIFORNIA GREEN BUILDING STADARDS CODE (CGBSC) • 2010 ADA STANDARS • CALIFORNIA ADMINISTRATIVE CODES, TITLE 17 AND 24. 2.EXISTING CONDITIONS ARE BASED ON "AS-BUILT" DRAWINGS AND/OR LIMITED FIELD VERIFICATIONS. THE CONTRACTOR SHALL ADJUST TO ACTUAL FIELD CONDITIONS AT NO ADDITIONAL EXPENSE TO THE PROJECT. NO ADDITIONAL COMPENSATION WILL BE PROVIDED FOR ANY EXTRAS DUE TO THE CONTRACTO'S FAILURE TO VISIT THE PROJECT SITE AND/OR PDETERMINATION OF EXISTING CONDITIONS PRIOR TO SUBMITTING THE BID. ANY DISCREPANCIES SHALL BE IMMEDIATELY REPORTED TO THE OWNER FOR RESOLUTION. 3.CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE INCIDENTAL DEMOLITION WORK PRIOR TO BIDDING AND COMMENCEMENT OF WORK. THE CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF ALL EXISTING EQUIPMENT AS REQUIRED FOR THE INSTALLATION/CONSTRUCTION OF NEW WORK. 4.CONTRACTOR SHALL COORDIANTE WITH ALL OTHER TRADES FOR CLEARANCES AND WORK INCLUDED PRIOR TO START OF WORK. 5.KEEP ALL PIPING CLEAR FROM LOAD BEARING FOOTINGS. 6.REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS, MOUNTING HEIGHTS, AND COLORS OF ALL PLUMBING FIXTURES. 7.2019 CALIFORNIA GREEN BUILDING STADARDS CODE 5.303.6. PLUMBING FIXTURES AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE 2019 CALIFORNIA PLUMBING CODE AND SHALL MEET THE APPLICABLE STANDARDS REFERENCED IN TABLE 1701.1 OF THE 2019 CPC AND IN CHAPTER 6 OF THE 2019 CGBSC). 8.ALL VENT THRU ROOF SHALL BE PLACED AT A MINIMUM OF THREE FEET VERTICALLY AND TEN FEET HORIZONTALLY FROM FRESH AIR INTAKES, WINDOWS, DOORS OR OTHER OPENINGS. 9.ALL SHUT OFF MECHANICAL/PLUMBING CONTROL SHUT OFF VALVES NEED TO BE CONVENIENTLY LOCATED ABOVE THE CORRIDOR. 10.PROVIDE AND INSTALL ACCESS PANELS TO ALLOW ACCESS TO VALVES, EQUIPMENT, ETC. LOCATED ABOVE INACCESSIBLE CEILINGS AND WALL CAVITIES. ALL WALL MOUNT ACCESS PANELS SHALL BE STAINLESS STEEL DOORS AND ALL CEILINGS PAINTED. • PANELS TO BE 12" X 12" OR AS REQUIRED. 11.ALL SANITARY LINES AND PLUMBING FIXTURES ON THE PROJECT SHALL HAVE AN APPROVED MEANS OF SEWAGE BACKFLOW PREVENTION. FIXTURE SPECIFIC BACKFLOW PREVENTION INCLUDING AIR GAPS AND VACUMM BREAKERS ARE AN ACCEPTABLE MEANS OF BACKFLOW PREVENTION. 12.CLEANOUTS SHALL BE INSTALLED PER 2019 CALIFORNIA PLUMBING CODE SECTION 707, 719, AND 803. 13.INSTALL SANITARY PIPING 3" OR SMALLER AT A SLOPE OF 1/4" PER FOOT AND SANITARY PIPING 4" AND LARGE AT A SLOPE OF 1/8" PER FOOT. SLOPE OF BUILDING SEWERS SHALL NOT BE LESS THAN 2% UNLESS OTHERWISE NOTED. 14.FLOOR AND TRENCH DRAINS SHALL BE IN ACCORDANCE WITH ASME A112.6.3. 15.ALL FAUCETS IN PUBLIC RESTROOMS SHALL BE SELF-CLOSING OR SEL=CLOSING METERING FAUCETS. 16.PUBLIC LAVATORIES SHALL HAVE CONTROLS TO LIMIT THE WATER TEMPERATURE TO 100 DEGREES FAHRENHEIT. 17.WATER PIPE AND FITTINGS WITH A LEAD CONTENT WHICH EXCEEDS 0.25% SHALL BE PROHIBITED IN SYSTEMS CONVEYING POTABLE WATER. 18.ALL HOSE BIBBS,WALL HYDRANTS AND JANITORIAL SERVICE SINKS SHALL BE EQUIPPED ITH AN APPROVED,PROPERLY INSTALLED ATMOSPHERIC TYPE VACUUM BREAKER. 19.ALL WATER CONNECTIONS TO HVAC EQUIPMENT SHALL BE PROTECTED BY AN APPROVED, REDUCEDUCED PRESSURE BACKFLOW PREVENTION DEVICES. DEVICES SHALL BE ACCESSIBLE FOR TEST AND MAINTENANCE. PROVIDE FUNNEL DRAIN AND INDIRECT WASTE PIPING FOR BACKFLOW DEVICES AND DISTANT FROM FLOOR SINKS. 20.ALL AFFECTED POTABLE WATERPIPING SHALL BE DISINFECTED USING PROCEDURES PRESCRIBED IN THE 2019 CALIFORNIA PLUMBING CODE SECTIONS 609.9(1) THROUGH 609.9(4). THE METHID TO BE FOLLOWED SHALL BE THAT PRESCRIBED BY THE OWNER OR IN CASE NO METHOD IS PRESRIBED BY IT, THE FOLLOWING. (1)THE PIPE SYSTEM SHALL BE FLUSHED WITH CLEAN, POTABLE WATER UNTIL POTABLE WATER APPEARS AT THE POINTS OF THE OUTLET. (2)THE SYSTEM OR PARTS THEREOF SHALL BE FILLED WITH A WATER CHLORINE SOLUTION CONTAINING NO LESS THAN 50 PARTS PER MILLION OF CHLORINE, AND THE SYSTEM OR PART THEREOF SHALL BE VALVED-OFF AND ALLOWED TO STAND FOR 24 HOURS; OR, THE SYSTEM OR PART THEREOF SHALL BE FILLED WITH A WATER-CHLORINE SOLUTION CONTAINING NOT LESS THAN 200 PARTS PER MILLION OF CHLORINE AND ALLOWED TO STAND FOR 3 HOURS. (3)FOLLOWING THE ALLOWED STANDING TIME, THE SYSTEM SHALL BE FLUSHED WITH CLEAN, POTABLE WATER UNTIL THE CHLORINE RESIDUAL IN THE FLUSHING WATER. (4)THE PROCEDURE SHALL BE REPEATED WHERE IT IS SHOWN BY A BACTERIOLOGICAL EXAMINATION MADE BY AN APPROVED AGENCY THAT CONTAMINATION PERSISTS IN THE SYSTEM. 21.ALL DOMESTIC HOT WATER PIPING SHALL BE INSULATED AS REQUIRED BY CALIFORNIA ENERGY COMMISSION TABLE 123-A OF THE BUILDING ENERGY EFFICIENCY STANDARDS, INSULATION SHALL HAVE A FIRE HAZARD CLASSIFICATION 25/30 COMPOSITE RATING. PIPE SIZE INSULATION THICKNESS INSULATION VALUE <1"1" K FACTOR = 0.25 1 1/4"1 1/2" K FACTOR = 0.25 1 1/2"1 1/2" K FACTOR = 0.25 2">2" K FACTOR = 0.25 22.CIRCULATING HGOT WATER SYSTEMS SHALL BE EQUIPPED WITH A CONTROL CAPABLE OF AUTOMATICALLY TURNING OFF THE CIRCULATING PUMPS WHEN HOT WATER IS NOT REQUIRED (TIMECLOCK). 23.ALL SERVICE WATER HEATING EQUIPMENT TO BE IN COMPLIANCE WITH THE CALIFORNIA ENERGY COMMSSION (CEC) REQUIREMENTS AND BE SO LABELED. 24.COORDINATE WITH ELECTRICAL TRADE PRIOR TO ORDERING EQUIPMENT FOR AVAILABLE VOLTAGES AT EQUIPMENT LOCATIONS. 25.DO NOT USE METALLIC GAS LINES TO GROUND ELECTRICAL SYSTEM. 26.COORDINATE ALL SLAB PENETRATIONS WITH GENERAL CONTRACTOR PRIOR TO CONSTRUCTION. MAINTAIN A MINIMUM OF 2" CLEARANCE FROM THE EDGE OF THE SLAB OPENING TO ANY STRUCTURAL MEMBERS AND PIPES. 27.UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL PLANS, NO STRUCTURAL MEMBER SHALL BE CUT, NEITHER DRILLED, NOR NOTCHED WITHOUT PRIOR WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER AND OWNER. 28.SLEEVE OR CORE-DRILL FLOOR SLABS, WALLS, ETC. AS REQUIRED FOR PIPING AND FIRE STOP OPENING AROUND PIPE. VERIFY LOCATION OF STRUCTURAL BEAMS, JOISTS, ETC. BEFORE DRILLING. 29.FOR LOCATION OF PIPING SLEEVES AND FLOOR OPENINGS THROUGH STRUCTURAL FLOOR SLABS. REFER TO DETAILS INDICATED IN STRUCTURAL DRAWINGS. 30.DEFERRED SUBMITTAL ITEMS SHALL BE SUBMTTED TO THE OWNER WHO SHALL REVIEW AND PROVIDE NOTATION INDICATING DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE WITH BUILDING DESIGN SUBMITTAL MATERIALS SHALL INCLUDE PLANS, DETAILS, CALCULATIONS PREPARED AND SIGNED BY A STATED REGISTERED ENGINEER. A.SUPPORTS AND SEISMIC BRACING -DESIGN LOADS FOR THE ANCHORAGE TO BE COMPUTED USING STATE OF CALIFORNIA STANDARDS AND REQUIREMENTS. 31.CONTRACTOR SHALL PATCH AND REPAIR ALL SURFACE AREAS DAMAGED BY CONSTRUCTION OPERATION. 32.PROVIDE TEMPORARY COVERS, CAPS, OR PLUGS ON SANITARY SEWER SYSTEM THROUGHOUT THE DURATION OF THE CONSTRICTION. RAG, WADS, DUCT TAPE, OR OTER SIMILAR METHODS OF TEMPORARY COVERS SHALL NOT BE UTLIZED. UPON COMPLETIONG OF CONSTRUCTION, COMPLETELY REMOVE ANY AND ALL OBSTRUCTIONS INSIDE THE ENTIRE SYSTEM BY SNAKING, RODING, OR JETTING THE SYSTEM IMMEDIATELY PRIOR TO PROJECT TURNOVER TO THE OWNER. 33.ALL VALVES, UNIONS, ETC. TO BE LINE SIZE UNLESS OTHERWISE INDICATED ON DRAWINGS. 34.UNIONS SHALL BE PROVIDED AND INSTALLED AFTER EACH THREADED TYPE VALVE AND PRIOR TOP EQUIPMENT CONNECTIONS. 35.ALL INTERIOR CONDENSATE PIPING SHALL BE INSULATED W ITH CLOSED CELL FOAM INSULATION; WITH FIRE HAZARD CLASSIFICATION 25/50 COMPOSITE RATING. 36.ANY DEVIATION FROM THE DRAWINGS OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER PRIOR TO INSTALLATION. 37.THE ENTIRE AREA UNDER CONSTRUCTION SHALL BE PROVIDED WITH A COMPLETE FIRE SPRINKLER SYSTEM IN ALL RESPECTS. RELOCATED/ADD NEW SPRINKLER DROPS TO EXISTING SYSTEMS WHERE REQUIRED TO PROVIDE COMPLETE COVERAGE THROUGHOUT THE AREA OF CONSTRUCTION. COORDINATE FIRE SPRINKLER PIPING AND HEAD LOCATIONS WITH ALL TRADES PRIOR TO FABRICATION AND/OR INSTALLATION. IF CONFLICTS OCCUR BETWEEN FIRE SPRINKLER PIPING/HEADS AND LIGHTS, DIFFUSRES, DUCTWORK, ETC. THE FIRE SPRINKLER PIPINGHEADS SHALL BE RELOCATED OR REROUTED AT NO ADDITIONAL EXPENSE TO THE PROJECT. AN ADEQUATE SUPPLY OF EXTRA PIPING AND FITTINGS SHALL BE MAINTAINED ON SITE TO ALLOW FOR FIELD MODIFICATIONS. PERFORM HYDRAULIC CALCULATIONS AS REQUIRED BY NFPA, LOCAL, STATE CODES AND THE OWNER'S INSURANCE AGENCY. APPROVED SHOP DRAWINGS DO NOT PRECLUDE REROUTING IF SO REQUIRED BY THE OWNER. 38.FOR PURPOSE OF CLEARNESS AND LEGIBILITY, THE DRAWINGS ARE ESSNTIALLY DIAGRAMMTIC AND ALTHOUGH SIZES AND LOCATION OF EQUIPMENT IS DRAIN TO SCALE WHEREVER POSSIBLE. THE CONTRACTOR SHALL MAKE USE OF ALLDATA IN ALL OF THE CONTRACTOR DOCUMENTS AND VERIFY THIS INFORMATION BEFORE ORDERING, FABRICATING OR INSTALLING ANY MATERIALS. 39.CONTRACTOR SHALL PROVIDE AS-BUILT CONDITIONS CAREFULLY AND NEATLY RECORDED USING METHODS ACCEPTABLE TO THE OWNER. THEY SHALL BE KEPT UP TO DATE DURING THE ENTIRE PROGRESS OF THE WORK MADE AVAILABLE TO THE OWNER AT ANY TIME. FINAL DRAWINGS SHALL BE SUBMITTED IN PDF FORMAT, SHALL MATCH SIZE OF THE ORIGINAL CONTRACT DRAWINGS, AND SHALL COMPLY WITH THE FOLLOWING. a.OWNER DESIGN PROFESSIONALS NAME AND STAMP SHALL BE REMOVED FROM EACH DRAWING. b.ADD CONTRACTOR'S NAME AND CONTACT INFORMATION ON EACH DRAWING. c.ADD"AS-BUILT" TO THE LOWER RIGHT AREA OF EACH DRAWING. 40.PROVIDE WRITTEN WARRANT TO REPLACE ALL FAULY MATERIALS AND/OR LABOR, AT NO COST TOTHE OWNER, FOR A PERIOD OF ONE YEAR FROM DATE OF THE OWNER'S ACCEPTANCE. GENERAL NOTES 1. COVERED EXPOSED HOT AND COLD WATER PIPING AND WASTE PIPING AT ALL LAVATORIES WITH NEATLY PRE-FORMED PIPE INSULATION, MCGUIRE OR APPROVED EQUIVALENT. 2. ALL PIPING UNDER LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES. 3. FAUCET CONTROLS AND OPERATING MECHANISMS SHALL BBE OPERABLE WITH ONE HANDED AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. 4. THE FORCE REQUIRED TO ACTIVATE CONTROLS SHALL BE NO GREATER THAN 5 LBF. LEVER OPERATED, PUSH TYPE, AND ELECTRONICALLY CONTROLLED MECHANISMS ARE EXAMPLES OF ACCEPTABLE DESIGNS. SELF-CLOSING VALVES ARE ALLOWED IF THE FAUCET REMAINS OPEN FOR AT LEAST 10 SECONDS. 5. ACCESSIBLE PLUMBING FIXTURES SHALL COMPLY WITH ALL OF THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE CHAPTER 11B-DIVISION 6. HEIGHTS AND LOCATION OF ALL FIXTURES SHALL BE ACCORDING TO THE 2019 CBC TABLE 11B-604.9. FIXTURE CONTROLS SHALL COMPLY WITH CHAPTER SECTION 11B-309.4. ADA COMPLIANCE NOTES - A - ABV ABOVE A.P.ACESS PANEL - B - BEH.BEHIND - C - CLG CEILING CO CLEANOUT CONT.CONTINUATION CW COLD WATER - D - DN DOWN DWG DRAWING - E - (E)EXISTING - F - FCO FLOOR CLEAN OUT FD FLOOR DRAIN FLR FLOOR - H - HB HOSE BIBB HW HOT WATER PLUMBING ABBREVIATIONS - A - ABV ABOVE A.P.ACESS PANEL - B - BEH.BEHIND - C - CLG CEILING CO CLEANOUT CONT.CONTINUATION CW COLD WATER - D - DN DOWN DWG DRAWING - E - (E)EXISTING - F - FCO FLOOR CLEAN OUT FD FLOOR DRAIN FLR FLOOR - H - HB HOSE BIBB HW HOT WATER PLUMBING SYMBOLS PIPING RISE OR DROP PIPING DOWN PIPING UP BRANCH CONNECTION BRANCH BOTTOM CONNECTION SANITARY SEWER BELOW GROUND SANITARY SEWER ABOVE GROUND SANITARY VENT DOMESTIC COLD WATER DOMESTIC HOT WATER DOMESTIC HOT WATER RETURN EXISTING FIXTURE TO BE REMOVED FLOOR DRAIN FLOOR CLEANOUT CLEANOUT SHUT OFF VALVE DIRECTION OF FLOW PLUGGED OUTLET PIPING BREAK EXISTING TO REMAIN EXISTING TO BE REMOVED POINT OF CONNECTION POINT OF DISCONNECTION DETAIL NUMBER DETAIL DESIGNATION DRAWING NUMBER X P-X EQUIPMENT DESCRIPTION EQUIPMENT DESIGNATION EQUIPMENT NUMBER PLUMBING SHEET INDEX SHEET NUMBER SHEET NAME RESTROOM AND BREAK ROOM RENOVATION. UPDATED SANITARY, VENT AND DOMESTIC WATER LAYOUT. NEW WATER METER WITHIN EXISTING WATER METER VAULT. SCOPE OF WORK No. Description Date 1 90% CD 5/02/2024 2 PERMIT SET 5/17/2024 3 BACK CHECK SET 1/15/2025 4 BACK CHECK SET_V2 4/08/2025 NO.NAME P0.1 GENERAL NOTES, ABBREIVIATIONS AND SYMBOLS P0.2 PLUMBING SCHEDULES P1.1 PLUMBING DOMESTIC WATER FLOOR PLAN P1.2 PLUMBING SANITARY AND VENT FLOOR PLAN P3.1 PLUMBING DETAILS P4.1 PLUMBING TITLE-24 3 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 5/ 1 6 / 2 0 2 4 3 : 3 0 : 1 7 P M P0.1 PLUMBING GENERAL NOTES, ABBREIVIATIONS AND SYMBOLS23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 5/17/2024 Author 625 S. CYPRESS GENERAL NOTES 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPLICABLE CODES: • 2022 CALIFORNIA PLUMBING CODE (CPC) • 2022 CALIFORNIA BUILDING CODE • 2022 CALIFORNIA MECHANICAL CODE • 2022 CALIFORNIA ELECTRICAL CODE • 2022 CALIFORNIA FIRE CODE • CALIFORNIA STATE FIRE MARSHAL • NFPA STANDARDS • 2022 CALIFORNIA ENERGY CODE • 2022 CALIFORNIA GREEN BUILDING STADARDS CODE (CGBSC) • 2010 ADA STANDARS • CALIFORNIA ADMINISTRATIVE CODES, TITLE 17 AND 24. 2.EXISTING CONDITIONS ARE BASED ON "AS-BUILT" DRAWINGS AND/OR LIMITED FIELD VERIFICATIONS. THE CONTRACTOR SHALL ADJUST TO ACTUAL FIELD CONDITIONS AT NO ADDITIONAL EXPENSE TO THE PROJECT. NO ADDITIONAL COMPENSATION WILL BE PROVIDED FOR ANY EXTRAS DUE TO THE CONTRACTO'S FAILURE TO VISIT THE PROJECT SITE AND/OR PDETERMINATION OF EXISTING CONDITIONS PRIOR TO SUBMITTING THE BID. ANY DISCREPANCIES SHALL BE IMMEDIATELY REPORTED TO THE OWNER FOR RESOLUTION. 3.CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE INCIDENTAL DEMOLITION WORK PRIOR TO BIDDING AND COMMENCEMENT OF WORK. THE CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF ALL EXISTING EQUIPMENT AS REQUIRED FOR THE INSTALLATION/CONSTRUCTION OF NEW WORK. 4.CONTRACTOR SHALL COORDIANTE WITH ALL OTHER TRADES FOR CLEARANCES AND WORK INCLUDED PRIOR TO START OF WORK. 5.KEEP ALL PIPING CLEAR FROM LOAD BEARING FOOTINGS. 6.REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS, MOUNTING HEIGHTS, AND COLORS OF ALL PLUMBING FIXTURES. 7.2019 CALIFORNIA GREEN BUILDING STADARDS CODE 5.303.6. PLUMBING FIXTURES AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE 2019 CALIFORNIA PLUMBING CODE AND SHALL MEET THE APPLICABLE STANDARDS REFERENCED IN TABLE 1701.1 OF THE 2019 CPC AND IN CHAPTER 6 OF THE 2019 CGBSC). 8.ALL VENT THRU ROOF SHALL BE PLACED AT A MINIMUM OF THREE FEET VERTICALLY AND TEN FEET HORIZONTALLY FROM FRESH AIR INTAKES, WINDOWS, DOORS OR OTHER OPENINGS. 9.ALL SHUT OFF MECHANICAL/PLUMBING CONTROL SHUT OFF VALVES NEED TO BE CONVENIENTLY LOCATED ABOVE THE CORRIDOR. 10.PROVIDE AND INSTALL ACCESS PANELS TO ALLOW ACCESS TO VALVES, EQUIPMENT, ETC. LOCATED ABOVE INACCESSIBLE CEILINGS AND WALL CAVITIES. ALL WALL MOUNT ACCESS PANELS SHALL BE STAINLESS STEEL DOORS AND ALL CEILINGS PAINTED. • PANELS TO BE 12" X 12" OR AS REQUIRED. 11.ALL SANITARY LINES AND PLUMBING FIXTURES ON THE PROJECT SHALL HAVE AN APPROVED MEANS OF SEWAGE BACKFLOW PREVENTION. FIXTURE SPECIFIC BACKFLOW PREVENTION INCLUDING AIR GAPS AND VACUMM BREAKERS ARE AN ACCEPTABLE MEANS OF BACKFLOW PREVENTION. 12.CLEANOUTS SHALL BE INSTALLED PER 2019 CALIFORNIA PLUMBING CODE SECTION 707, 719, AND 803. 13.INSTALL SANITARY PIPING 3" OR SMALLER AT A SLOPE OF 1/4" PER FOOT AND SANITARY PIPING 4" AND LARGE AT A SLOPE OF 1/8" PER FOOT. SLOPE OF BUILDING SEWERS SHALL NOT BE LESS THAN 2% UNLESS OTHERWISE NOTED. 14.FLOOR AND TRENCH DRAINS SHALL BE IN ACCORDANCE WITH ASME A112.6.3. 15.ALL FAUCETS IN PUBLIC RESTROOMS SHALL BE SELF-CLOSING OR SEL=CLOSING METERING FAUCETS. 16.PUBLIC LAVATORIES SHALL HAVE CONTROLS TO LIMIT THE WATER TEMPERATURE TO 100 DEGREES FAHRENHEIT. 17.WATER PIPE AND FITTINGS WITH A LEAD CONTENT WHICH EXCEEDS 0.25% SHALL BE PROHIBITED IN SYSTEMS CONVEYING POTABLE WATER. 18.ALL HOSE BIBBS,WALL HYDRANTS AND JANITORIAL SERVICE SINKS SHALL BE EQUIPPED ITH AN APPROVED,PROPERLY INSTALLED ATMOSPHERIC TYPE VACUUM BREAKER. 19.ALL WATER CONNECTIONS TO HVAC EQUIPMENT SHALL BE PROTECTED BY AN APPROVED, REDUCEDUCED PRESSURE BACKFLOW PREVENTION DEVICES. DEVICES SHALL BE ACCESSIBLE FOR TEST AND MAINTENANCE. PROVIDE FUNNEL DRAIN AND INDIRECT WASTE PIPING FOR BACKFLOW DEVICES AND DISTANT FROM FLOOR SINKS. 20.ALL AFFECTED POTABLE WATERPIPING SHALL BE DISINFECTED USING PROCEDURES PRESCRIBED IN THE 2019 CALIFORNIA PLUMBING CODE SECTIONS 609.9(1) THROUGH 609.9(4). THE METHID TO BE FOLLOWED SHALL BE THAT PRESCRIBED BY THE OWNER OR IN CASE NO METHOD IS PRESRIBED BY IT, THE FOLLOWING. (1)THE PIPE SYSTEM SHALL BE FLUSHED WITH CLEAN, POTABLE WATER UNTIL POTABLE WATER APPEARS AT THE POINTS OF THE OUTLET. (2)THE SYSTEM OR PARTS THEREOF SHALL BE FILLED WITH A WATER CHLORINE SOLUTION CONTAINING NO LESS THAN 50 PARTS PER MILLION OF CHLORINE, AND THE SYSTEM OR PART THEREOF SHALL BE VALVED-OFF AND ALLOWED TO STAND FOR 24 HOURS; OR, THE SYSTEM OR PART THEREOF SHALL BE FILLED WITH A WATER-CHLORINE SOLUTION CONTAINING NOT LESS THAN 200 PARTS PER MILLION OF CHLORINE AND ALLOWED TO STAND FOR 3 HOURS. (3)FOLLOWING THE ALLOWED STANDING TIME, THE SYSTEM SHALL BE FLUSHED WITH CLEAN, POTABLE WATER UNTIL THE CHLORINE RESIDUAL IN THE FLUSHING WATER. (4)THE PROCEDURE SHALL BE REPEATED WHERE IT IS SHOWN BY A BACTERIOLOGICAL EXAMINATION MADE BY AN APPROVED AGENCY THAT CONTAMINATION PERSISTS IN THE SYSTEM. 21.ALL DOMESTIC HOT WATER PIPING SHALL BE INSULATED AS REQUIRED BY CALIFORNIA ENERGY COMMISSION TABLE 123-A OF THE BUILDING ENERGY EFFICIENCY STANDARDS, INSULATION SHALL HAVE A FIRE HAZARD CLASSIFICATION 25/30 COMPOSITE RATING. PIPE SIZE INSULATION THICKNESS INSULATION VALUE <1"1" K FACTOR = 0.25 1 1/4"1 1/2" K FACTOR = 0.25 1 1/2"1 1/2" K FACTOR = 0.25 2">2" K FACTOR = 0.25 22.CIRCULATING HGOT WATER SYSTEMS SHALL BE EQUIPPED WITH A CONTROL CAPABLE OF AUTOMATICALLY TURNING OFF THE CIRCULATING PUMPS WHEN HOT WATER IS NOT REQUIRED (TIMECLOCK). 23.ALL SERVICE WATER HEATING EQUIPMENT TO BE IN COMPLIANCE WITH THE CALIFORNIA ENERGY COMMSSION (CEC) REQUIREMENTS AND BE SO LABELED. 24.COORDINATE WITH ELECTRICAL TRADE PRIOR TO ORDERING EQUIPMENT FOR AVAILABLE VOLTAGES AT EQUIPMENT LOCATIONS. 25.DO NOT USE METALLIC GAS LINES TO GROUND ELECTRICAL SYSTEM. 26.COORDINATE ALL SLAB PENETRATIONS WITH GENERAL CONTRACTOR PRIOR TO CONSTRUCTION. MAINTAIN A MINIMUM OF 2" CLEARANCE FROM THE EDGE OF THE SLAB OPENING TO ANY STRUCTURAL MEMBERS AND PIPES. 27.UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL PLANS, NO STRUCTURAL MEMBER SHALL BE CUT, NEITHER DRILLED, NOR NOTCHED WITHOUT PRIOR WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER AND OWNER. 28.SLEEVE OR CORE-DRILL FLOOR SLABS, WALLS, ETC. AS REQUIRED FOR PIPING AND FIRE STOP OPENING AROUND PIPE. VERIFY LOCATION OF STRUCTURAL BEAMS, JOISTS, ETC. BEFORE DRILLING. 29.FOR LOCATION OF PIPING SLEEVES AND FLOOR OPENINGS THROUGH STRUCTURAL FLOOR SLABS. REFER TO DETAILS INDICATED IN STRUCTURAL DRAWINGS. 30.DEFERRED SUBMITTAL ITEMS SHALL BE SUBMTTED TO THE OWNER WHO SHALL REVIEW AND PROVIDE NOTATION INDICATING DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE WITH BUILDING DESIGN SUBMITTAL MATERIALS SHALL INCLUDE PLANS, DETAILS, CALCULATIONS PREPARED AND SIGNED BY A STATED REGISTERED ENGINEER. A.SUPPORTS AND SEISMIC BRACING -DESIGN LOADS FOR THE ANCHORAGE TO BE COMPUTED USING STATE OF CALIFORNIA STANDARDS AND REQUIREMENTS. 31.CONTRACTOR SHALL PATCH AND REPAIR ALL SURFACE AREAS DAMAGED BY CONSTRUCTION OPERATION. 32.PROVIDE TEMPORARY COVERS, CAPS, OR PLUGS ON SANITARY SEWER SYSTEM THROUGHOUT THE DURATION OF THE CONSTRICTION. RAG, W ADS, DUCT TAPE, OR OTER SIMILAR METHODS OF TEMPORARY COVERS SHALL NOT BE UTLIZED. UPON COMPLETIONG OF CONSTRUCTION, COMPLETELY REMOVE ANY AND ALL OBSTRUCTIONS INSIDE THE ENTIRE SYSTEM BY SNAKING, RODING, OR JETTING THE SYSTEM IMMEDIATELY PRIOR TO PROJECT TURNOVER TO THE OWNER. 33.ALL VALVES, UNIONS, ETC. TO BE LINE SIZE UNLESS OTHERWISE INDICATED ON DRAWINGS. 34.UNIONS SHALL BE PROVIDED AND INSTALLED AFTER EACH THREADED TYPE VALVE AND PRIOR TOP EQUIPMENT CONNECTIONS. 35.ALL INTERIOR CONDENSATE PIPING SHALL BE INSULATED W ITH CLOSED CELL FOAM INSULATION; WITH FIRE HAZARD CLASSIFICATION 25/50 COMPOSITE RATING. 36.ANY DEVIATION FROM THE DRAWINGS OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER PRIOR TO INSTALLATION. 37.THE ENTIRE AREA UNDER CONSTRUCTION SHALL BE PROVIDED WITH A COMPLETE FIRE SPRINKLER SYSTEM IN ALL RESPECTS. RELOCATED/ADD NEW SPRINKLER DROPS TO EXISTING SYSTEMS WHERE REQUIRED TO PROVIDE COMPLETE COVERAGE THROUGHOUT THE AREA OF CONSTRUCTION. COORDINATE FIRE SPRINKLER PIPING AND HEAD LOCATIONS WITH ALL TRADES PRIOR TO FABRICATION AND/OR INSTALLATION. IF CONFLICTS OCCUR BETWEEN FIRE SPRINKLER PIPING/HEADS AND LIGHTS, DIFFUSRES, DUCTWORK, ETC. THE FIRE SPRINKLER PIPINGHEADS SHALL BE RELOCATED OR REROUTED AT NO ADDITIONAL EXPENSE TO THE PROJECT. AN ADEQUATE SUPPLY OF EXTRA PIPING AND FITTINGS SHALL BE MAINTAINED ON SITE TO ALLOW FOR FIELD MODIFICATIONS. PERFORM HYDRAULIC CALCULATIONS AS REQUIRED BY NFPA, LOCAL, STATE CODES AND THE OWNER'S INSURANCE AGENCY. APPROVED SHOP DRAWINGS DO NOT PRECLUDE REROUTING IF SO REQUIRED BY THE OWNER. 38.FOR PURPOSE OF CLEARNESS AND LEGIBILITY, THE DRAWINGS ARE ESSNTIALLY DIAGRAMMTIC AND ALTHOUGH SIZES AND LOCATION OF EQUIPMENT IS DRAIN TO SCALE WHEREVER POSSIBLE. THE CONTRACTOR SHALL MAKE USE OF ALLDATA IN ALL OF THE CONTRACTOR DOCUMENTS AND VERIFY THIS INFORMATION BEFORE ORDERING, FABRICATING OR INSTALLING ANY MATERIALS. 39.CONTRACTOR SHALL PROVIDE AS-BUILT CONDITIONS CAREFULLY AND NEATLY RECORDED USING METHODS ACCEPTABLE TO THE OWNER. THEY SHALL BE KEPT UP TO DATE DURING THE ENTIRE PROGRESS OF THE WORK MADE AVAILABLE TO THE OWNER AT ANY TIME. FINAL DRAWINGS SHALL BE SUBMITTED IN PDF FORMAT, SHALL MATCH SIZE OF THE ORIGINAL CONTRACT DRAWINGS, AND SHALL COMPLY WITH THE FOLLOWING. a.OWNER DESIGN PROFESSIONALS NAME AND STAMP SHALL BE REMOVED FROM EACH DRAWING. b.ADD CONTRACTOR'S NAME AND CONTACT INFORMATION ON EACH DRAWING. c.ADD"AS-BUILT" TO THE LOWER RIGHT AREA OF EACH DRAWING. 40.PROVIDE WRITTEN WARRANT TO REPLACE ALL FAULY MATERIALS AND/OR LABOR, AT NO COST TOTHE OWNER, FOR A PERIOD OF ONE YEAR FROM DATE OF THE OWNER'S ACCEPTANCE. GENERAL NOTES 1. COVERED EXPOSED HOT AND COLD WATER PIPING AND WASTE PIPING AT ALL LAVATORIES WITH NEATLY PRE-FORMED PIPE INSULATION, MCGUIRE OR APPROVED EQUIVALENT. 2. ALL PIPING UNDER LAVATORIES SHALL BE INSULATED OR OTHERWISE COVERED. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES. 3. FAUCET CONTROLS AND OPERATING MECHANISMS SHALL BBE OPERABLE WITH ONE HANDED AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. 4. THE FORCE REQUIRED TO ACTIVATE CONTROLS SHALL BE NO GREATER THAN 5 LBF. LEVER OPERATED, PUSH TYPE, AND ELECTRONICALLY CONTROLLED MECHANISMS ARE EXAMPLES OF ACCEPTABLE DESIGNS. SELF-CLOSING VALVES ARE ALLOWED IF THE FAUCET REMAINS OPEN FOR AT LEAST 10 SECONDS. 5. ACCESSIBLE PLUMBING FIXTURES SHALL COMPLY WITH ALL OF THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE CHAPTER 11B-DIVISION 6. HEIGHTS AND LOCATION OF ALL FIXTURES SHALL BE ACCORDING TO THE 2019 CBC TABLE 11B-604.9. FIXTURE CONTROLS SHALL COMPLY WITH CHAPTER SECTION 11B-309.4. ADA COMPLIANCE NOTES - A - ABV ABOVE A.P.ACESS PANEL - B - BEH.BEHIND - C - CLG CEILING CO CLEANOUT CONT.CONTINUATION CW COLD WATER - D - DN DOWN DWG DRAWING - E - (E)EXISTING - F - FCO FLOOR CLEAN OUT FD FLOOR DRAIN FLR FLOOR - H - HB HOSE BIBB HW HOT WATER PLUMBING ABBREVIATIONS - A - ABV ABOVE A.P.ACESS PANEL - B - BEH.BEHIND - C - CLG CEILING CO CLEANOUT CONT.CONTINUATION CW COLD WATER - D - DN DOWN DWG DRAWING - E - (E)EXISTING - F - FCO FLOOR CLEAN OUT FD FLOOR DRAIN FLR FLOOR - H - HB HOSE BIBB HW HOT WATER PLUMBING SYMBOLS PIPING RISE OR DROP PIPING DOWN PIPING UP BRANCH CONNECTION BRANCH BOTTOM CONNECTION SANITARY SEWER BELOW GROUND SANITARY SEWER ABOVE GROUND SANITARY VENT DOMESTIC COLD WATER DOMESTIC HOT WATER DOMESTIC HOT WATER RETURN EXISTING FIXTURE TO BE REMOVED FLOOR DRAIN FLOOR CLEANOUT CLEANOUT SHUT OFF VALVE DIRECTION OF FLOW PLUGGED OUTLET PIPING BREAK EXISTING TO REMAIN EXISTING TO BE REMOVED POINT OF CONNECTION POINT OF DISCONNECTION DETAIL NUMBER DETAIL DESIGNATION DRAWING NUMBER X P-X EQUIPMENT DESCRIPTION EQUIPMENT DESIGNATION EQUIPMENT NUMBER PLUMBING SHEET INDEX SHEET NUMBER SHEET NAME No. Description Date 1 90% CD 5/02/2024 2 PERMIT SET 5/17/2024 NO.NAME P0.1 PLUMBING GENERAL NOTES, ABBREIVIATIONS AND SYMBOLS P0.2 PLUMBING SCHEDULES P1.1 PLUMBING DOMESTIC WATER FLOOR PLAN P1.2 PLUMBING SANITARY AND VENT FLOOR PLAN P3.1 PLUMBING DETAILS MARK FIXTURE ROUGH-IN-SIZE FIXTURE UNIT DESCRIPTION/REMARKS TRAP S/W V CW HW WASTE WATER WC-1 WATER CLOSET (FLUSH VALVE) ACCESSIBLE INT 4" 2" 1 1/2" - 4 5 AMERICAN STANDARD "AFWALL MILLENIUM" #3351.101, 16 1/2"HT. WALL MOUNTED, TOP SPUD, VITREOUS CHINA, ELONGATED BOWL, FLUSH VALVE TOILET. JAY R SMITH #0211Y SINGLE ADJUSTABLE HEAVY DUTY WATER CLOSET CARRIER 750LB OR EQUAL. INSTALL IN COMPLIANCE WITH ADA REQUIREMENTS. AMTC #HSM-801-CT-11 1.1 GPF, TOUCHLESS, SENSOR OPERATED DIAPHRAGM VALVE, MANUAL OVERRIDE BUTTON, HIGH BACK PRESSURE VACUUM BREAKER, FOUR (4) "C" ALKALINE BATTERIES. FLUSHOMETER TO BE MINIMUM 1.5" BELOW ADA GRAB BAR. AMERICAN STANDARD #5901.100SS OPEN FRONT LESS COVER, SELF SUSTAINING, HEAVY DUTY TOILET SEAT. WC-2 WATER CLOSET (FLUSH VALVE) BACK TO BACK ACCESSIBLE INT 4" 2" 1 1/2" - 4 5 AMERICAN STANDARD "AFWALL MILLENIUM" #3351.101, BACK TO BACK 16-1/2" HEIGHT AND STANDARD HEIGHT. WALL MOUNTED, TOP SPUD, VITREOUS CHINA, ELONGATED BOWL, FLUSH VALVE TOILET. JAY R SMITH #0221Y DOUBLE ADJUSTABLE HEAVY DUTY WATER CLOSET CARRIER 750LB OR EQUAL. INSTALL IN COMPLIANCE WITH ADA REQUIREMENTS. AMTC #HSM-801-CT-11 1.1 GPF, TOUCHLESS, SENSOR OPERATED DIAPHRAGM VALVE, MANUAL OVERRIDE BUTTON, HIGH BACK PRESSURE VACUUM BREAKER, FOUR (4) "C" ALKALINE BATTERIES. FLUSHOMETER TO BE MINIMUM 1.5" BELOW ADA GRAB BAR. AMERICAN STANDARD #5901.100SS OPEN FRONT LESS COVER, SELF SUSTAINING, HEAVY DUTY TOILET SEAT. PPP #FVP-1VB FLUSH VALVE TAILPIECE TRAP PRIMER WITH VACUUM BREAKER, AS REQUIRED PER PLAN. REFER TO DETAIL 4/P3.0. WC-3 WATER CLOSET (FLUSH VALVE) BACK TO BACK WITH ACCESSIBLE URINAL INT 4" 2" 1 1/2" - 4 5 AMERICAN STANDARD "AFWALL MILLENIUM" #3351.101, STANDARD HEIGHT WALL MOUNTED, TOP SPUD, VITREOUS CHINA, ELONGATED BOWL, FLUSH VALVE TOILET. JAY R SMITH #0209Y SINGLE ADJUSTABLE HEAVY DUTY WATER CLOSET CARRIER WITH 2" AUXILIARY NO-HUB URINAL (UR-3). AMTC #HSM-801-CT-11 1.1 GPF, TOUCHLESS, SENSOR OPERATED DIAPHRAGM VALVE, MANUAL OVERRIDE BUTTON, HIGH BACK PRESSURE VACUUM BREAKER, FOUR (4) "C" ALKALINE BATTERIES. AMERICAN STANDARD #5901.100SS OPEN FRONT LESS COVER, SELF SUSTAINING, HEAVY DUTY TOILET SEAT. WC-4 WATER CLOSET (FLUSH TANK)INT 4" 2" 1 1/2" - 4 5 AMERICAN STANDARD "AFWALL MILLENIUM" #3351.101, STANDARD HEIGHT WALL MOUNTED, TOP SPUD, VITREOUS CHINA, ELONGATED BOWL, FLUSH VALVE TOILET. JAY R SMITH #0211Y SINGLE ADJUSTABLE HEAVY DUTY WATER CLOSET CARRIER 750LB OR EQUAL. AMTC #HSM-801-CT-11 1.1 GPF, TOUCHLESS, SENSOR OPERATED DIAPHRAGM VALVE, MANUAL OVERRIDE BUTTON, HIGH BACK PRESSURE VACUUM BREAKER, FOUR (4) "C" ALKALINE BATTERIES. AMERICAN STANDARD #5901.100SS OPEN FRONT LESS COVER, SELF SUSTAINING, HEAVY DUTY TOILET SEAT. UR-1 URINAL (ACCESIBLE)2" 2" 2" 1-1/2" - 2 4 AMERICAN STANDARD "WASHBROOK" #6590.001, WASHDOWN, TOP SPUD, VITREOUS CHINA, WALL MOUNTED, COLOR:WHITE AMTC #HSM-801FG-CU-18 0.125 GPF, TOUCHLESS, SENSOR OPERATED VALVE, MANUAL OVERRIDE BUTTON, HIGH BACK PRESSURE VACUUM BREAKER, FOUR (4) "C" ALKALINE BATTERIES. PROGRAMMABLE SETTINGS ON TIMER MODE ALLOW FLUSHING ONCE EVERY 30 MINUTES, 1, 2, OR 3 HOURS. JAY R. SMITH FIXTURE CARRIER SUPPORT. INSTALL IN COMPLIANCE WITH ADA REQUIREMENTS. CONNECT WITH WC-3. LV-1 LAVATORY (UNDERMOUNT) ACCESSIBLE 1 1/2" 2" 2" 1/2" 1/2" 1 1 AMERICAN STANDARD "STUDIO" #0614.000, 21-1/4" X 15-1/4" X 8-1/4" DEEP, UNDERMOUNT LAVATORY VIRTREOUS CHINA COLOR: WHITE. MCGUIRE CHROME PLATED 17 GA. CAST BRASS LA PATTERN P-TRAP, SLIP JOINT NUTS AND CHROME PLATED BRASS SECURED ESCUTCHEON AND CLEANOUT PLUG. SLOAN "OPTIMA" #EAF-300-HLT-CP-0.35GPM-MLM-IR-IQ-FCT-LT ELECTRONIC SENSOR FAUCET, HARDWIRED LESS TRANSFORMER POWER SUPPLY, POLISHED CHROME FINISH, 0.35 GPM MULT-LAMINAR SPRAY. PROVIDE WITH SLOAN #EAF-11 6 VDC PLUG-IN ADAPTOR, CHICAGO FAUCET 1005-ABCP STOPS AND SUPPLIES. SLOAN SOAP DISPENSER #ESD-2000-SF, 6VDC PLUG-IN ADAPTOR #ESD-324 (PN 0346090) SOAP DISPENSER ADAPTOR PLUG-IN CONNECTS TO MAX TWO (2) SOAP DISPENSERS. MCGUIRE PRE-MOLDED PVC COVERING HW & CW SUPPLIES & P-TRAP SHALL BE WRAPPED FOR HANDICAP PROTECTION. GROHE MOUNTING KIT. INSTALL IN COMPLIANCE WITH ADA REQUIREMENTS. LV-2 LAVATORY (WALL MOUNT) ACCESSIBLE 1 1/2" 2" 2" 1/2" 1/2" 1 1 AMERICAN STANDARD "DECORUM" #9024.904EC, 20" X 18-1/4" X 5" DEEP, WALL HUNG LAVATORY. THREE HOLE 4" CENTERS, LESS OVERFLOW, VIRTREOUS CHINA COLOR: WHITE. MCGUIRE CHROME PLATED 17 GA. CAST BRASS LA PATTERN P-TRAP, SLIP JOINT NUTS AND CHROME PLATED BRASS SECURED ESCUTCHEON AND CLEANOUT PLUG. AMERICAN STANDARD "MONTERREY" #5500.140-V035, 0.35 GPM PCA VANDAL RESISTANT NON-AERATED SPRAY, CONVENTIONAL SPOUT, 4" CENTERSET, CAST BRASS, POLISHED CHROME FINISH, CHICAGO FAUCET 1005-ABCP STOPS AND SUPPLIES. MANUAL SOAP DISPENSER, SEE ARCHITECTURAL DRAWINGS. MCGUIRE PRE-MOLDED PVC COVERING HW & CW SUPPLIES & P-TRAP SHALL BE WRAPPED FOR HANDICAP PROTECTION. GROHE MOUNTING KIT. INSTALL IN COMPLIANCE WITH ADA REQUIREMENTS. KS-1 BREAK ROOM SINK 2" 2" 1-1/2" 1/2" 1/2" 2 2 ELKAY #ELUHAD211545 18-1/4" X 23-1/2" X 4-3/8" DEEP SINGLE COMPARTMENT UNDERMOUNTSINK ADA SINK, 18 GAUGE TYPE 300 STAINLESS STEEL. MCGUIRE CHROME PLATED 17 GA. CAST BRASS P-TRAP, SLIP JOINT NUTS AND CHROME PLATED BRASS SECURED ESCUTCHEON AND CLEANOUT PLUG. HANSGROHE "ZESIS" #74810001, SINGLE HOLE, DECK MOUNTED, 1.5 GPM AERATED SPRAY, NEEDLE SPRAY, SWIVEL RANGE 150°, SINGLE LEVEL, FINISH: CHROME, ADA COMPLIANT. IN-SINK-ERATOR PRO 750 EVOLUTION SERIES. 120V, 15 AMPS, 60Hz, 3/4 HP. WITH WALL SWITCH. EWC-1 DRINKING FOUNTAIN 1-1/2" 2" 2" 1/2" - 1 1 ELKAY #LZWS-LRPBM28K WALL MOUNTED BI-LEVEL DRINKING FOUNTAIN WITH BOTTLE FILLING STATION, FILTERED #51300C, 8.0 GPH REFRIGERATED. POWER 115V/60HZ.. #MFWS210 IN WALL CARRIER. INSTALL IN COMPLIANCE WITH ADA REQUIREMENTS. MS-1 MOP SINK 3" 3" 2" 1/2" 1/2" 3 3 ADVANCE TABCO #9-OP-20 FLOOR MOUNTED MOP SINK, 16 GAUGE TYPE "304" STAINLESS STEEL. 21" X 25" X 10". #K-16 FREE FLOW DRAIN AMERICAN STANDARD #8350.243 EXPOSED YOKE WALL MOUNT UTILITY FAUCET, 3" CAST BRASS SPOUT WITH VACUUM BREAKER, INTEGRAL STOPS, 8" CENTERS, LEVER HANDLES, BUCKET HOOK, 3/4" THREADED HOSE END. WB-1 WATER BOX - - - 3/4" - - 1 OATEY "MODA" LAVATORY SUPPLY BOX WITH WATER HAMMER ARRESTOR. TWO (2) SUPPLY VALVES, STAINLESS STEEL FLEX LINE TO WATER DISPENSER AND ICE MAKER. HB-1 HOSE BIBB - - - 3/4" - - 2.5 ACORN #8151 STAINLESS STEEL RECESSED HOSE BOX, 3/4" MALE HOSE THREAD, VACUUM BREAKER, REMOVABLE WHEEL LOOSE KEY HANDLE, LOCK SHIELD SCREW DRIVER STOP. FD-1 FLOOR DRAIN 2" 2" 2" 1/2" TP - - -JAY R SMITH #2005YB-B-P050 CAST IRON FLOOR DRAIN WITH ANCHOR FLANGE, WEEPHOLES, HEAVY DUTY WITH POLISHED STAINLESS STEEL STRAINER WITH TRAP PRIMER CONNECTION. TMV-1 THERMOSTATIC MIXING VALVE - - - 1/2" 1/2" - -APOLLO VALVE 34DLF-402-B17 #MVDBR-LF. SET TEMPERATURE TO 100 DEG. F. ASSE 1070 COMPLIANT. MOUNT BELOW FIXTURE. FCO-1 FLOOR CLEANOUT -SEE PLANS - - - - -JAY R SMITH #4040-U SERIES SQUARE TOP FLOOR CLEANOUT WITH VANDAL PROOF TOP. WCO-1 WALL CLEANOUT -SEE PLANS - - - - -JAY R SMITH #4420 SERIES CLEANOUT WITH FACE OF WALL COVER. WHA-1 HAMMER ARRESTOR - - - - - - -JAY R SMITH #5200 SERIES HYDROTROL JUNIIOR PISTON TYPE WATER HAMMER ARRESTOR. INSTALL PER MANUFACTURERS RECOMMENDATION CALGREEN TABLE A5.303.2.3.1 FIXTURE TYPE BASELINE FLOW RATE SHOWERS HEADS 1.8 GPM @ 60 PSI LAVATORY FAUCETS NON RESIDENTIAL 0.35 GPM @ 60 PSI KITCHEN FAUCETS 1.8 GPM @ 60 PSI WASH FOUNTAINS 1.8 GALLONS / CYCLE / 20 [RIM SPACE (IN) @ 60 PSI] METERING FOUNTAINS 0.20 GALLONS / CYCLE METERING FOUNTAINS FOR WASH FOUNTAINS 0.20 GALLONS / CYCLE / 20 [RIM SPACE (IN) @ 60 PSI] GRAVITY TANK TYPE WATER CLOSETS 1.28 GALLONS / FLUSH FLUSHOMETER TANK WATER CLOSETS 1.28 GALLONS / FLUSH FLUSHOMETER VALVE WATER CLOSETS 1.28 GALLONS / FLUSH ELECTROMECHANICAL HYDRAULIC WATER CLOSETS 1.28 GALLONS / FLUSH URINALS 0.125 GALLONS / FLUSH 1. INCLUDES WATER CLOSETS WITH AN EFFECTIVE FLUSH RATE OF 1.12 GALS OR LESS WHEN TESTED PER ASME A 112.19.2 AND ASME A 112.19.14 2. SEE CALGREEN TABLE A5.503.2.2 FOR ADDITIONAL NOTES AND REFERENCES. 3. WHERE COMPLYING FAUCETS ARE UNAVAILABLE, AERATORS RATED AT 0.35 GPM OR OTHER MEANS MAY BE USED TO ACHIEVE REDUCTION. 4. WALL MOUNTED URINALS @ 0.125 GPF. SYMBOL LOCATION MANUFACTURER MODEL STORAGE CAPACITY (GALLON) THERMAL EFFICIENCY WATER SUPPLY RECOVERY AT 60°F RISE HEATING ELEMENTS ELECTRICAL DATA DIMENSIONS OPER. WEIGHT (LBS)REMARKS INLET TEMP. OUTLET TEMP.KW NUMBER OF ELEMENTS ELEMENTAL WATTAGE FLA V PHASE HZ DIA. HEIGHT ABOVE MOP SINK RHEEM EGSP30 30 98% 64°F - 20 GPH 3 1 3000 - 208 1 60 22-1/4" 32" 400 PROVIDE HOLDRITE #30-SWHP-WM WALL MOUNTED PLATFORM WITH SEISMIC RESTRAINTS. SYMBOL MANUFACTURER SERVICE LOCATION TOTAL SYSTEM VOLUME (GAL) EXPANSION FACTOR PRESSURE FACTOR VOLUME DATA / GALLONS (MINIMUM)MAX. ACCEPT. FACTOR DIMENSION (IN)PRESSURE RATING SYSTEM CONNECTION SIZE LBS REMARKS DESIGN TOTAL DIA. HEIGHT. AMTROL THERM-X-TROL ST-5C HOT WATER SYSTEM FIRST FLOOR 35 .0150 1.8 0.95 - .09 10" 10" 150 PSIG 3/4" NPTM 60 ASME 125 PSIG RATED, FACTORY PRE-CHARGE. CONTRACTOR TO PROVIDE SUPPORT AND BRACKET. PLUMBING FIXTURE SCHEDULE WATER REDUCTION FIXTURE FLOW RATE ELECTRIC TANK TYPE WATER HEATER SCHEDULE EXPANSION TANK SCHEDULE 1 ET 1SCALE: NO TO SCALEELECTRIC WATER HEATER DETAIL EWH 1 ET 1 PIPE MATERIAL SCHEDULE SERVICE LOCATION MATERIALS HARD DRAWN COPPER TYPE "L" ASTM B88. PERMANENTLY COLOR MARKED WITH MANUFACTURER'S TRADEMARK AND COUNTRY OF ORIGIN. TYPE "L" SHALL BE MARKED IN BLUE. COPPER PRESSURE SEAL JOINT FITTINGS, EPDM O-RINGS AND PIPE STOPS. MINIMUM 200 PSIG WORKING PRESSURE RATING AT 250 DEG. F. DOMESTIC WATER SOLID WALL PVC SCH. 40 ASTM D2665 DWV WITH PVC SOCKET FITTINGS. ASTM D2665 IN ACCORDANCE WITH ASTM D3311 DWV PATTERNS TO FIT SCH. 40 PIPE. ADHESIVE PRIMER ASTM F656 SOLVENT CEMENT ASTM D2564 SANITARY WASTE AND VENT ABOVE GRADE AND BELOW GRADE ABOVE GRADE HARD DRAWN COPPER TYPE "L" ASTM B88. PERMANENTLY COLOR MARKED WITH MANUFACTURER'S TRADEMARK AND COUNTRY OF ORIGIN. TYPE "L" SHALL BE MARKED IN BLUE. COPPER PRESSURE SEAL JOINT FITTINGS, EPDM O-RINGS AND PIPE STOPS. MINIMUM 200 PSIG WORKING PRESSURE RATING AT 250 DEG. F. WITH INSULATION CONDENSATE ABOVE GRADE INSTALLATION NOTES: 2. 1. INSTALL PAN IN COMPLIANCE WITH CPC (ONLY IF WATER HEATER IS INSTALLED ABOVE THE CEILING). EWH 1 HWS CW T/P RELIEF DISCHARGE TO MOP SINK 3/4" DRAIN TO INDIRECTLY DISCHARGE TO LANDSCAPE WALL MOUNTED EQUIPMENT PLATFORM HOLDRITE #30-SWHP-WM ANCHORED TO WALL (150 LBS). PROVIDE UPPER AND LOWER SEIMIC RESTRAINTS ON WATER HEATER. PROVIDE 1/2" DIA. X 3" LONG LAG SCREWS (TYP. 4 PLACES) MIN. 2 1/2" EMBED. UNION (TYP.) S.O.V. (TYP.) HOLDRITE #QS-U QUICK STRAP EXPANSION MOUNTING BRACKET. INSTALL UPPER RESTRAINT 1/3 DOWN FROM TOP OF WATER HEATER. NOTES: 1. ABS AND PVC PIPING EXPOSED TO SUNLIGHT SHALL BE PROTECTED BY WATER-BASED SYNTHETIC LATEX PAINTS. 2. FOR APPLICATIONS LISTED IN SECTION 2022 CPC 1.11.0 REGULATED BY THE OFFICE OF THE STATE FIRE MARSHAL, PLASTIC PIPING SHALL NOT BE EXPOSED AS A PORTION OF THE INTERIOR ROOM FINISH IN A BUILDING OR STRUCTURE. IF THE PIPING HAS A FLAME=SPREAD RATING EXCEEDING 75 WHEN TESTED IN ACCORDANCE WITH ASTM E84-77a, "TEST FOR SURFACE BURNING CHARACTERISTICS OF BUILDING MATERIALS." 2022 CPC 310.11. 3. SUSPENDED PIPING SHALL BE SUPPERTED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN TABLE 313.3, 2022 CPC SEC. 313.3. Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 4 2 : 4 1 A M P0.2 PLUMBING SCHEDULES 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 90% CD 5/02/2024 2 PERMIT SET 5/17/2024 3 BACK CHECK SET 1/15/2025 4 BACK CHECK SET_V2 4/08/2025 3 1 2 3 A B C D E F WC-2 TP-1 WC-2 TP-1 WC-3 WC-4 UR-1 LV-1 TMV-1 LV-1 TMV-1 EWC-1 WC-1 LV-2 TMV-1 KS-1 MS-1 EWH-1 ET-1 2"CW DOWN WITH A.P. 2"CW WITH SHUT-OFF VALVE NEW WATER METER 1/2"TP LINE 1/2"TP LINE FDFD HB-1 2"ø CW 2" ø C W 1"ø CW 3/4"ø CW 2"CW HEADER 1/ 2 " ø C W 1/ 2 " ø H W 3/4"ø HW 1" ø C W 3/4"HW DOWN TO WATER HEATER 1/ 2 " ø C W 1/2"ø HW 1"ø CW 2" ø C W 2"ø CW 2"ø CW Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 4 2 : 4 3 A M P1.1 PLUMBING DOMESTIC WATER FLOOR PLAN 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 90% CD 5/02/2024 2 PERMIT SET 5/17/2024 3 BACK CHECK SET 1/15/2025 4 BACK CHECK SET_V2 4/08/2025 1 2 3 A B C D E F WC-2 WC-3 WC-4 UR-1 WCO LV-1 LV-1 EWC-1 WC-1 LV-2 KS-1 WCO MS-1 WCO 4"VTR 2"FD-1 2"FD-1 WC-2 GCO WCO WCO SEE CIVIL FOR CONTINUATION 3" ø W 3" ø W 2"ø W 2"ø W4"ø W4"ø W 2"ø W 2"ø W 4" ø W 2" ø W 4"ø W4"ø W 2" ø V 2"ø V 2"ø V 2"ø V 2" ø V 2" ø V 2" ø V 2"V HEADER FAN COIL SEE SHEET M2.0 1"ø CD 1"ø CD 1"ø CD 1" ø C D 3/4"ø CD 3/4"ø CD FAN COIL SEE SHEET M2.0 FAN COIL SEE SHEET M2.0 FAN COIL SEE SHEET M2.0 FAN COIL SEE SHEET M2.0 CO CO 1" ø C D 1"CD TO INDIRECTLY DISCHARGE TO MOP SINK 3/4"CD TO INDIRECTLY DISCHARGE TO LAVATORY TAILPIECE 3/4"CD TO INDIRECTLY DISCHARGE TO LAVATORY TAILPIECE CONDENSOR SEE SHEET M2.0 CONDENSOR SEE SHEET M2.0 3 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 4 2 : 4 4 A M P1.2 PLUMBING SANITARY AND VENT FLOOR PLAN 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 90% CD 5/02/2024 2 PERMIT SET 5/17/2024 3 BACK CHECK SET 1/15/2025 WATER HAMMER ARRESTOR SCHEDULE FIXTURE UNIT TABULATION PIPE SIZE IN INCHES MAXIMUM SPAN BETWEEN SUPPORT HANGERS O.C.HANGER ROD DIAMETER SIZE MAX. LENGTH FOR RODS LONGITUDINAL ANGLE BRACE VERTICAL HANGER ANGLE (STIFFNER) TRANSVERSE ANGLE BRACE BOLT SIZE HORIZONTAL VERTICAL COPPER TUBE AND PIPE 1/2" AND 3/4"6'-0" 10'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" 1' THRU 1-1/2"6'-0" 10'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" 2"10'-0" 10'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.3/8" STEEL PIPE FOR GAS 1/2" AND 3/4"6'-0" 6'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" 1' THRU 1-1/2"8'-0" 8'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" 2"10'-0" 10'-0" 3/8" 37"2-1/2 X 2-1/2 X 16 GA. AT 80'-0" O.C.1 X 1 X 18 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.3/8" SCHEDULE 40 PVC AND ABS DWV 1/2" AND 3/4"4'-0" 10'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" 1' THRU 2"4'-0" 10'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" CAST IRON HUBLESS (NO-HUB) 1-1/2" AND 2"15'-0" 3/8" 37"1-1/2 X 1-1/2 X 18 GA. AT 80'-0" O.C.1 X 1 X 18 GA.1-1/2 X 1-1/2 X 18 GA. AT 40'-0" O.C.3/8" 3" THRU 6"REFER TO SMACNA GUIDELINES IN SCHEDULE BELOW SUPPORT EVERY JOINT, SUPPORT SHALL BE WITHIN 18 INCHES OF JOINT ON BOTH SIDES. (SUPPORT ALSO REQUIRED AT EACH HORIZONTAL JOINT CONNECTION.) ALL PIPING 2-1/2" AND LARGER PER THE FOLLOWING SMACNA GUIDELINES 2-1/2"10'-0" 10'-0" 1/2" 25"2-1/2 X 2-1/2 X 16 GA. @ 80'-0" O.C.2 X 2 X 16 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.3/8" 3"10'-0" 10'-0" 1/2" 25"2-1/2 X 2-1/2 X 16 GA. @ 80'-0" O.C.2 X 2 X 16 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.3/8" 4"10'-0" 10'-0" 5/8" 31"2-1/2 X 2-1/2 X 16 GA. @ 80'-0" O.C.2 X 2 X 16 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.1/2" 5"10'-0" 10'-0" 5/8" 31"2-1/2 X 2-1/2 X 16 GA. @ 80'-0" O.C.2 X 2 X 16 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.1/2" 6"10'-0" 10'-0" 5/8" 37"2-1/2 X 2-1/2 X 16 GA. @ 80'-0" O.C.2 X 2 X 16 GA.2-1/2 X 2-1/2 X 16 GA. AT 40'-0" O.C.1/2" NOTES: 1. VERTICAL ANGLE ONLY REQUIRED WHEN ROD MAXIMUM LENGTH IS EXCEEDED. STIFFENER SHALL BE FULL LENGTH OF ROD LESS 2" ON EACH SIDE. 2. BRACING MAY BE OMITTED WHERE TOP OF PIPE IS 12" OR LESS FROM BOTTOM OF HANGER SUPPORT CONNECTED TO STRUCTURE. 3. ALLOW FOR EXPANSION EVERY 30'-0". 4. PROVIDE UPPER ATTACHMENT AS REQUIRED FOR CASES NOT SHOWN HERE. DO NOT INSTALL HANGER INSIDE INSULATION OR OTHERWISE PENETRATE VAPOR BARRIER. DO NOT HANG ONE PIPE FROM ANOTHER. TRAPEZE HANGERS MAY BE USED FOR MULTIPLE PARALLEL PIPES. HANGER SPACING FOR PIPE SIZE: COPPER: 4"=12', 3"=11', 2-1/2"=10', 2"=9'. 1-1/2"=8', 1-1/4"=7', 1"=6', 3/4"=6', 1/2"=5'. CAST IRON: 10' AND ONE NEAR ALL JOINTS. STEEL: 4"=14', 3"=12', 2-1/2"=11', 2"=10', 1-1/2"=9', 1"=7', 3/4"=6', 1/2"=5'. LOCATE HANGERS AS CLOSE AS POSSIBLE TO TURNS AND TEES OF PIPE. PROVIDE SUPPLEMENTARY STEEL STRUTS BETW EEN JOISTS IF REQUIRED. LOCATE HANGERS TO TAKE LOAD OFF EQUIPMENT CONNECTIONS. ANCHOR WATER PIPE AGAINST SWAYING DUE TO CHANGES IN WATER VELOCITY. PROVIDE SEISMIC BRACING AS REQUIRED. CHAIN OR PERFORATED STRAP IRON OR STEEL IS NOT ACCEPTABLE. PDI SIZE PIPE SIZE FIXTURE UNIT LOAD A 1/2" 1-11 B 3/4" 12-32 C 1" 33-60 D 1 1/4" 61-113 E 1 1/2" 114-154 F 2" 155-330 FIXTURE COLD HOT WATER CLOSET - VALVE 8 - WATER CLOSET - TANK 5 - URINAL - VALVE 4 - LAVATORY / SINK 1.5 1.5 SERVICE SINK 3 3 COMB. FIXTURE 3 3 FOR EQUIPMENT AND FIXTURES NOT LISTED ABOVE, SIZE IN ACCORDANCE WITH LOAD VALUES (WSFU) ASSIGN THE SAME. IN COMPLIANCE WITH PDI WH201-06 PIPE 2-1/2" O.D. AND LARGER PIPE 2" O.D. AND SMALLER INDIRECT DRAIN TO FLOOR SINK DETAIL VENT THROUGH ROOF DETAIL WALL CLEANOUT DETAILS FLUSH VALVE TRAP PRIMER MULTIPLE FIXTURESSINGLE FIXTURES FOR CONNECTION TO STRUCTURE SEE STRUCTURAL DRAWINGS LONGITUDINAL DIAGONAL ANGLE (SLOPE 1 TO 1). FOR SIZE AND SPACING. SEE SCHEDULE ALT. SIDES EACH BRACE. ATTACH BOLT. SEE SCHEDULE FOR SIZE "B-LINE" B327 SHORT ANGLE OR EQUAL INSULATION PER CEC TABLE 123-A TYPICAL PIPE. SEE PLAN FOR SIZE AND LOCATION HANGER ROD. ADD VERTICAL ANGLE STIFFENER IF LENGTH IS GREATER THAN MAX. LENGTH SHOWN ON PIPE SUPPORT SCHEDULE TRANSVERSE ANGLE BRACE. ALTERNATE SIDES EVERY BRACE PIPE SLEEVE WITH I.D. 1/4" LARGER THAN O.D OF BOLT "B-LINE" B3100 CLEVIS HANGER OR EQUAL. SEE SCHEDULE FOR SPACING "BLINE" B3162 OR EQUAL PIPE SADDLE FOR CONNECTION TO STRUCTURE SEE STRUCTURAL DRAWINGS THREADED HANGER ROD. ADD VERTICAL ANGLE STIFFENER IF LENGTH IS GREATER THAN MAX. LENGTH SHOWN ON PIPE SUPPORT SCHEDULE. NUT AND WASHER TOP AND BOTTOM TRANSVERSE ANGLE BRACE. ALTERNATE SIDES EVERY BRACE STIFFENER SHALL BE SPOT WELDED. "BLINE" B3162 OR EQUAL PIPE SADDLE INSULATION PER CEC TABLE 123-A TYPICAL PIPE. SEE PLAN FOR SIZE AND LOCATION "B-LINE" - B3690 ADJUSTABLE "J" HANGER 1 23 4 5 6 FINISHED FLOOR FLOOR DRAIN P-TRAP PPA1/2" MINIMUM FRESH WATER MAKE-UP LINE (TRAP PRIMER LINE) 1/2" TP LINE 1-1/2" X 12" 17 GAUGE FLUSH VALVE PRIMER TUBE WITH 1/2" COMPRESSION FITTING 3-1/4" MIN. FLUSH VALVE TAIL PIECE FLOWB 6" A 12 " VACUUM BREAKER PORTS POSITION BEVELED END OF PRIMER LINE FACING UP TO CATCH WATER THAT PASSES THROUGH THE TAILPIECE 1 1/2" 17 GAUGE 2" 5/8" SHALLOW ESCUTCHEON 1/2" CHROME PLATED TRAP PRIMER LINE 1/2" X 12" 1/2" COMPRESSION X 3/8" NPT. CHROME PLATED 1/4" PER 1'-0" SLOPE BA CLEANOUT AND ACCESS COVER. TOP OF COVER TO BE FLUSH W/ TOP OF FLOOR. FLOOR LINE 1/8" C.I. BEND BALANCE OF PIPING SAME AS CLEANOUT TO GRADE. THREADED CLEANOUT PLUG CLEANOUT TEE CHROME PLATED STEEL COVER PLATE WITH SECURING SCREW FINISHED WALL SURFACE SCALE NONE SCALE NONE SCALE NONE SCALE NONE SCALE NONE SCALE NONE PIPING SUPPORT DETAIL FLUSH VALVE TRAP PRIMER ASSEMBLYWATER HAMMER ARRESTOR DETAIL DIA. DRAIN LINE TO DISCHARGE INDIRECTLY PIPE PENETRATIONS IN CABINETRY TO BE SEALED WITH FLEXIBLE SEALER AIR GAP = 2x DIA 1" MINIMUM FLOOR SLAB WASTE FINISHED FLOOR FLOOR GRATE NOTE: 1. A AND B DIMENSIONS WILL VARY DEPENDING UPON FLUSH VALVE HEAD USED. 2. PRIMING TUBE MAY BE CUT OFF TO ADJUST FOR THE ROUGH-IN OF A FRESH WATER MAKE-UP LINE TO FLOOR DRAIN TRAP. 3. THE FURTHEST RECOMMENDED DISTANCE OF MAKE-UP LINE IS 20 FEET TO THE FLOOR DRAIN. TO FIXTURE UNITS (TYP.) HOT OR COLD WATER SUPPLY IF HORIZONTAL BRANCH IS LESS THAN 20' LONG, PROVIDE ONE WHA AT END OF THE LINE IF BRANCH IS GREATER THAN 20' LONG, PROVIDE ANOTHER WHA IN MIDDLE, EACH SIZED FOR HALF THE FIXTURE UNITS PDI SIZE "A" CONTRACTOR SHALL PROVIDE WATER HAMMER ARRESTERS BY PRECISION PLUMBING PRODUCTS, JAY R SMITH, OR APPROVED EQUAL WITH PISTON AND O-RING CONSTRUCTION, HAVING PDI #WH-201, ASSE 1010 AND ANSI a112.261M CERTIFICATION. INSTALL IN HORIZONTAL OR VERTICAL POSITION, BUT NEVER UPSIDE DOWN. INSTALL IN LINE WITH WATER FLOW DIRECTION IF POSSIBLE. SIZE THE UNITS AS SHOWN ON THE DRAWINGS AND/OR PER THE TABLES SHOWN. RISER ISOLATION VALVE FITTING ADAPTER THREADED END CONNECTION WATER HAMMER ARRESTOR 3 3/8"∅ 3 1 / 2 " M I N . 8 1 / 2 " M A X . WATER HAMMER ARRESTORS LOCATED ABOVE CEILING FLOOR CLEANOUT WALL CLEANOUT NOTE: CLEANOUT NOT TO BE LOCATED IN CARPETED AREA. 6" MIN. PER CPC 906.1 FIN. ROOF MIN. 12" FROM A VERTICAL SURFACE PARAPET OR OTHER VERTICAL SURFACE ABV. ROOF SEE ARCHITECTURAL FOR VENT PIPE FLASHING. VENT TERMINATION (LOCATE AT LEAST 10 FEET FROM OUTSIDE AIR INTAKE) A A 3 2 1 2 A Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 4 2 : 4 4 A M P3.1 PLUMBING DETAILS 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 RM/EG 625 S. CYPRESS No. Description Date 1 90% CD 5/02/2024 2 PERMIT SET 5/17/2024 3 BACK CHECK SET 1/15/2025 Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE As indicated 4/ 4 / 2 0 2 5 1 1 : 4 2 : 4 5 A M P4.1 PLUMBING TITLE-24 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 1/15/2025 Author 625 S. CYPRESS No. Description Date 1 75% CD 3/15/2024 2 90% CD 5/02/2024 3 BACK CHECK SET 1/15/2025 3 (E) WATER VAULT GAS METER (E) LIGHT POST TRANSFORMER SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD NEIGHBOR RESIDENCE S. C Y P R E S S A V E . NEIGHBOR RESIDENCE NEIGHBOR RESIDENCE HISTORIC BUILDING (N) 8'-0" WROUGHT IRON PICKET FENCE, TYP. (E) TREE TO REMAIN NEW DRIVE APRON TO ALIGN WITH ORIGINAL DRIVEWAY CONFIGURATION. PROPERTY LINE (N) SECURITY PEDESTRIAN GATE TR A S H / R E C Y C L I N G (N) SLIDING METAL 8'-0" SECURITY GATE AL L E Y (N) SECURITY PEDESTRIAN GATE CONCRETE PAVING LEGEND CONCRETE PAVING (2954 sf) WALK ON BARK MULCH (494 sf) WALK ON BARK MULCH Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE NL 3/16" = 1'-0" L1.00 SITE PLAN 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 625 S. CYPRESS SANTA ANA, CA No.Description Date NORTH 3/16" = 1'-0"L1.00 1 SITE PLAN 0'8'16'4' STORM DRAIN PERFORATED PIPE LANDSCAPE AREA GRAVEL SWALE DEL RIO 3/8 GRAVEL (300 sf) VEHICULAR CONCRETE PAVING PAVING SURFACE DEL RIO 3/8 GRAVEL PAVING SURFACE UTILITY BOXES, TYP. NOTE: 1.PER CITY SPECIFICATIONS: CONCRETE COLOR - 'DAVIS COLOR' ADOBE #61078 FINISH - GRACE TOPCAST RETARDER (15) YELLOW 2.LANDSCAPE CONTRACTOR TO COORDINATE AND OVERSEE IRRIGATION DESIGN AND INSTALLATION. 3.IRRIGATION NOTE TO FOLLOW THE CITY OF SANTA ANA IRRIGATION EQUIPMENT STANDARDS. DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 FLAG POLE (E) WATER VAULT GAS METER (E) LIGHT POST TRANSFORMER SA SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDMR MR MR MR MR MR MR MR MR MR MR SM SM SM SM SA SM SC MR MR MR MR MR MRMR CD CD CD CD AD AD CF MR MR MR MR MR MR MR MR CF SD SD SDSDSDSD SD SD SD SD SD WUCOL WATER USE RATINGS Very low VL Low L Moderate M High H Unknown / PLANT SCHEDULE Symbol Quantity Botanical name Common name Wucols Container Size Notes TREE 2 Cercis canadensis 'Forest Pansy'Forest Pansy Redbud M 24" BOX - SHRUBS 2 Arctostaphylos manzanita 'Dr. Hurd'Dr. Hurd Manzanita L 15 GAL - 26 Muhlenbergia rigens Deergrass M 5 GAL - 1 Salvia apiana White Sage VL 5 GAL - 2 Salvia clevelandii Cleveland Sage VL 5 GAL - 5 Salvia mellifera Black Sage VL 5 GAL - 199 S.F.Carex divulsa European Meadow Sedge L 1 GAL - AD MR SA SC PLANTS NOTE: (ALL) PLANTS ARE NATIVE TO ORANGE COUNTY, CA. Scale Project number Date Drawn by Jen Dunbar, AIA phone: 310.435.3928 12314 La Maida Street Valley Village, CA 91607 jen@dunbararchitecture.com DUNBAR ARCHITECTURE NL 3/16" = 1'-0" L3.00 23004 CYPRESS STREET FIRE STATION REHABILITATION CITY OF SANTA ANA 05/17/2024 625 S. CYPRESS SANTA ANA, CA No.Description Date PLANTING PLAN (N) SECURITY PEDESTRIAN GATE (N) SLIDING METAL 8'-0" SECURITY GATE AL L E Y (N) SECURITY PEDESTRIAN GATE CONCRETE PAVING WALK ON BARK MULCH NEIGHBOR RESIDENCE S. C Y P R E S S A V E . NEIGHBOR RESIDENCE NEIGHBOR RESIDENCE HISTORIC BUILDING (N) 8'-0" WROUGHT IRON PICKET FENCE, TYP. (E) TREE TO REMAIN NEW DRIVE APRON TO ALIGN WITH ORIGINAL DRIVEWAY CONFIGURATION. PROPERTY LINE NORTH 3/16" = 1'-0"L3.00 1 PLANTING PLAN 0'8'16'4' STORM DRAIN PERFORATED PIPE PAVING SURFACE SM CD CF CERCIS CANADENSIS 'FOREST PANSY', 24" BOX. SCULPTURAL, MULTI TRUNK FORM. CERCIS CANADENSIS 'FOREST PANSY', 24" BOX. SINGLE TRUNK FORM. DEL RIO 3/8 GRAVEL PAVING SURFACE UTILITY BOXES, TYP. TR A S H / R E C Y C L I N G DESIGN DEVELOPMENT 1/12/2024 75% CD 3/15/2024 90% CD 5/14/2024 PERMIT SET 5/17/2024 VEHICULAR CONCRETE PAVING NOTE: 1.PER CITY SPECIFICATIONS: CONCRETE COLOR - 'DAVIS COLOR' ADOBE #61078 FINISH - GRACE TOPCAST RETARDER (15) YELLOW 2.LANDSCAPE CONTRACTOR TO COORDINATE AND OVERSEE IRRIGATION DESIGN AND INSTALLATION. 3.IRRIGATION NOTE TO FOLLOW THE CITY OF SANTA ANA IRRIGATION EQUIPMENT STANDARDS. FLAG POLE YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs GEOTECHNICAL INVESTIGATION PROPOSED IMPROVEMENTS TO EXISTING FIRE STATION 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA APRIL 23, 2024 PROJECT NO. W1895-88-01 PREPARED FOR: Dunbar Architecture Valley Village, California 2807 McGaw Avenue ■ Irvine, CA 92618 ■ Telephone (949) 491-6570 ■ oc@geoconinc.com Project No. W1895-88-01 April 23, 2024 Dunbar Architecture 12314 La Maida Street Valley Village, CA 91607 Subject: GEOTECHNICAL INVESTIGATION PROPOSED IMPROVEMENTS TO EXISTING FIRE STATION 625 CYPRESS AVENUE, SANTA ANA, CALIFORNIA Ladies and Gentlemen: In accordance with your authorization of our proposal dated February 8, 2024, we have performed a geotechnical investigation for proposed structural retrofit improvements to the existing fire station located at 625 Cypress Avenue in the City of Santa Ana, California. The accompanying report presents the findings of our study and our conclusions and recommendations pertaining to the geotechnical aspects of proposed design and construction. Based on the results of our investigation, it is our opinion that the site can be developed as proposed, provided the recommendations of this report are followed and implemented during design and construction. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned. Very truly yours, GEOCON WEST, INC. 217 CEG 2251 (email) Addressee 625 Cypress Avenue Geotechnical Investigation TABLE OF CONTENTS 1. PURPOSE AND SCOPE ....................................................................................................................... 1 2. SITE AND PROJECT DESCRIPTION ..................................................................................................... 2 3. GEOLOGIC SETTING .......................................................................................................................... 2 4. SOIL AND GEOLOGIC CONDITIONS ................................................................................................... 3 4.1 Artificial Fill ............................................................................................................................ 3 4.2 Younger Alluvium ................................................................................................................... 3 5. GROUNDWATER ............................................................................................................................... 3 6. GEOLOGIC HAZARDS ........................................................................................................................ 4 6.1 Surface Fault Rupture ............................................................................................................ 4 6.2 Seismicity ............................................................................................................................... 5 6.3 Site-Specific Ground Motion Hazard Analysis........................................................................ 6 6.3.1 Probabilistic Seismic Hazard Analysis ....................................................................... 6 6.3.2 Deterministic Seismic Hazard Analysis ..................................................................... 7 6.3.3 Site-Specific Response Spectrum .............................................................................. 7 6.3.4 Site-Specific Seismic Design Criteria ......................................................................... 8 6.3.5 Site-Specific Peak Ground Acceleration .................................................................... 9 6.3.6 Deaggregated Seismic Source Parameters ............................................................. 10 6.4 Liquefaction Potential .......................................................................................................... 10 6.5 Seismically-Induced Settlement ........................................................................................... 12 6.6 Slope Stability....................................................................................................................... 12 6.7 Earthquake-Induced Flooding .............................................................................................. 12 6.8 Tsunamis, Seiches, and Flooding ......................................................................................... 13 6.9 Oil Fields & Methane Potential ............................................................................................ 13 6.10 Subsidence ........................................................................................................................... 13 7. CONCLUSIONS AND RECOMMENDATIONS .................................................................................... 14 7.1 General ................................................................................................................................. 14 7.2 Soil and Excavation Characteristics ...................................................................................... 16 7.3 Minimum Resistivity, pH, and Water-Soluble Sulfate .......................................................... 17 7.4 Grading ................................................................................................................................. 18 7.5 Existing Foundations ............................................................................................................ 20 7.6 New Foundation Design ....................................................................................................... 21 7.7 Lateral Design ...................................................................................................................... 23 7.8 Concrete Slabs-on-Grade ..................................................................................................... 23 7.9 Preliminary Pavement Recommendations .......................................................................... 25 7.10 Temporary Excavations ........................................................................................................ 27 7.11 Trench Shoring ..................................................................................................................... 27 7.12 Stormwater Infiltration ........................................................................................................ 30 7.13 Surface Drainage .................................................................................................................. 32 7.14 Plan Review .......................................................................................................................... 32 LIMITATIONS AND UNIFORMITY OF CONDITIONS LIST OF REFERENCES 625 Cypress Avenue Geotechnical Investigation TABLE OF CONTENTS (CONTINUED) MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Site Plan Figure 3A, Test Pit 1 Section Figure 3B, Test Pit 2 Section Figure 4, Regional Fault Map Figure 5, Regional Seismicity Map Figures 6 through 11, Design Response Spectrum Figure 12, Deterministic Scenario Events Figures 13 and 14, DE Empirical Estimation of Liquefaction Potential Figures 15 and 16, MCE Empirical Estimation of Liquefaction Potential Figures 17 and 18, Evaluation of Earthquake-Induced Settlements Figures 19 and 20, Percolation Test Results APPENDIX A FIELD INVESTIGATION Figures A1 through A4, Boring Logs Figures A5 and A6, Test Pit Logs APPENDIX B LABORATORY TESTING Figures B1 through B6, Direct Shear Test Results Figures B7 through B15, Consolidation Test Results Figure B16, Atterberg Limits Test Results Figures B17 and B18, Grain Size Analysis Test Results Figure B19, Expansion Index Test Results Figure B20, Modified Compaction Test Results Figure B21, Corrosivity Test Results 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 1 - April 23, 2024 GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed structural retrofit improvements to the existing fire station located at 625 Cypress Avenue in the City of Santa Ana, California (see Vicinity Map, Figure 1). The purpose of the investigation was to evaluate subsurface soil and geologic conditions underlying the site and, based on conditions encountered, to provide conclusions and recommendations pertaining to the geotechnical aspects of proposed design and construction. The scope of this investigation included a site reconnaissance, field exploration, laboratory testing, engineering analysis, and the preparation of this report. The site was explored on March 4, 2023, by excavating two 8-inch-diameter borings using a truck-mounted hollow-stem auger drilling machine to depths of approximately 25 and 61 feet beneath the ground surface. In addition, a 4-inch-diameter boring was excavated to a depth of approximately 5 feet below ground surface using hand auger equipment. Percolation testing was performed in borings B2 and B3 to determine the infiltration rate of site soils. The site was further explored on March 13 and 14, 2024, by excavating two test pits to depths of approximately 15½ feet below the ground surface using hand tools and mechanical equipment. The test pits were excavated at the existing building foundations to verify footing depth and dimensions. The approximate locations of the exploratory borings and test pits are depicted on the Site Plan (see Figure 2). A detailed discussion of the field investigation, including boring and test pits logs, is presented in Appendix A. Laboratory tests were performed on selected soil samples obtained during the investigation to determine pertinent physical and chemical soil properties. Appendix B presents a summary of the laboratory test results. The recommendations presented herein are based on analysis of the data obtained during the investigation and our experience with similar soil and geologic conditions. References reviewed to prepare this report are provided in the List of References section. If project details vary significantly from those described herein, Geocon should be contacted to determine the necessity for review and possible revision of this report. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 2 - April 23, 2024 2. SITE AND PROJECT DESCRIPTION The subject site is located at 625 Cypress Avenue in the City of Santa Ana, California. The site is currently occupied by a single-story, wood-framed structure and is bounded by a single-story residential structure to the north and south, by an alley way to the east, and by Cypress Avenue to the west. The site is relatively level and surface water drainage at the site appears to flow to the city streets. Vegetation consists of a dirt lawn located in front of the house. Based on the information provided by the Client, it is our understanding that the existing single-story, wood-framed structure will undergo voluntary seismic retrofit improvements. The scope of the renovations is anticipated to include new wood-framed shear walls and new foundations. The existing site conditions are shown on the Site Plan (see Figure 2). It is anticipated that the proposed improvements will be supported on both existing and new foundations. Based on the preliminary nature of the design at this time, wall and column loads were not available. It is anticipated that column loads for the proposed improvements will be up to 50 kips, and wall loads will be up to 2 kips per linear foot. Once the design phase and foundation loading configuration proceeds to a more finalized plan, the recommendations within this report should be reviewed and revised, if necessary. Any changes in the design, location or elevation of any structure, as outlined in this report, should be reviewed by this office. Geocon should be contacted to determine the necessity for review and possible revision of this report. 3. GEOLOGIC SETTING The subject site is situated at the south-central portion of the Orange County Coastal Plain, a relatively flat-lying alluviated surface with an average slope of less than 20 feet per mile. The lowland surface is bounded by hills and mountains on the north and east and by the Pacific Ocean to the south and southwest (Department of Water Resources, 1967). Prominent structural features within the Orange County Coastal Plain include the central lowland plain, the northwest trending line of low hills and mesas underlain by the Newport-Inglewood fault zone along the coast (Newport Mesa, Huntington Beach Mesa, Bolsa Chica Mesa, and Landing Hill), and the San Joaquin Hills to the southeast (Department of Water Resources, 1967). 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 3 - April 23, 2024 4. SOIL AND GEOLOGIC CONDITIONS Based on published geologic maps of the area, the site is underlain by artificial fill and Holocene age young alluvial fan deposits that consist of clay, silt, and sand (California Geological Survey, 2012). Detailed stratigraphic profiles of the materials encountered at the site are provided on the boring and test pit logs in Appendix A. 4.1 Artificial Fill Artificial fill was encountered in our explorations to a maximum depth of 5 feet below existing ground surface. The artificial fill generally consists of dark brown clay with some fine to medium-grained sand and can be characterized as slightly moist to moist and soft to firm. The fill is likely the result of past grading or construction activities at the site. Deeper fill may exist between excavations and in other portions of the site that were not directly explored. 4.2 Younger Alluvium Holocene age young alluvial fan deposits were encountered beneath the fill to the maximum depth explored of 61 feet below existing ground surface. The alluvium consisted of dark brown clay to sandy clay, and poorly-graded sand from 3 to 13½ feet below ground surface. These soils can be characterized as slightly moist to moist and soft to stiff, or loose. Below 13½ feet, the soils were predominantly dark yellowish brown silt and clay with various amounts of sand. These soils can be characterized as soft to stiff and dry to wet. 5. GROUNDWATER Review of the Seismic Hazard Zone Report for the Tustin Quadrangle (California Division of Mines and Geology [CDMG], 2001) indicates that the historically highest groundwater level in the area is approximately 35 feet beneath the existing ground surface. Groundwater information presented in this document is generated from data collected in the early 1900’s to the late 1990s. Groundwater was encountered in boring B1 at a depth of 49½ feet below the existing ground surface. Based on the depth of groundwater in our borings, the reported historic high groundwater levels in the immediate area (CDMG, 2001), and the depth of proposed construction, static groundwater is neither expected to be encountered during construction, nor have a detrimental effect on the project. However, it is not uncommon for groundwater levels to vary seasonally or for groundwater seepage conditions to develop where none previously existed (especially in impermeable fine-grained soils which are heavily irrigated or after seasonal rainfall), groundwater seepage levels encountered during 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 4 - April 23, 2024 construction may be actually higher than those encountered during our investigation. In addition, recent requirements for storm water infiltration could result in shallower seepage conditions in the region. Proper surface drainage of irrigation and precipitation will be critical for future performance of the project. Recommendations for drainage are provided in the Surface Drainage section of this report (see Section 7.13). 6. GEOLOGIC HAZARDS 6.1 Surface Fault Rupture The numerous faults in Southern California include Holocene-active, pre-Holocene, and inactive faults. The criteria for these major groups are based on criteria developed by the California Geological Survey (CGS, formerly known as CDMG) for the Alquist-Priolo Earthquake Fault Zone Program (CGS, 2018). By definition, a Holocene-active fault is one that has had surface displacement within Holocene time (about the last 11,700 years). A pre-Holocene fault has demonstrated surface displacement during Quaternary time (approximately the last 1.6 million years) but has had no known Holocene movement. Faults that have not moved in the last 1.6 million years are considered inactive. The site is not within a state-designated Alquist-Priolo Earthquake Fault Zone (CGS, 2024a; 2024b) for surface fault rupture hazards. No Holocene-active or pre-Holocene faults with the potential for surface fault rupture are known to pass directly beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed development is considered low. However, the site is located in the seismically active Southern California region, and could be subjected to moderate to strong ground shaking in the event of an earthquake on one of the many active Southern California faults. The faults in the vicinity of the site are shown in Figure 4, Regional Fault Map. The closest trace of a Holocene-active fault to the site is the Newport-Inglewood Fault Zone located approximately 8.6 miles to the southwest (Ziony and Jones, 1989). Other nearby active faults are the Whittier Fault, the Glen Ivy section of the Elsinore Fault, and the Chino Fault located approximately 12½ miles north, 15½ miles northeast, and 16½ miles northeast of the site, respectively (Ziony and Jones, 1989). The active San Andreas Fault Zone is located approximately 43 miles northeast of the site. Several buried thrust faults, commonly referred to as blind thrusts, underlie the Los Angeles Basin (including the Orange County Coastal Plain) at depth. These faults are not exposed at the ground surface and are typically identified at depths greater than 3.0 kilometers. The October 1, 1987, Mw 5.9 Whittier Narrows earthquake and the January 17, 1994, Mw 6.7 Northridge earthquake were a result 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 5 - April 23, 2024 of movement on the Puente Hills Blind Thrust and the Northridge Thrust, respectively. These thrust faults and others in the greater Los Angeles area are not exposed at the surface and do not present a potential surface fault rupture hazard at the site; however, these deep thrust faults are considered active features capable of generating future earthquakes that could result in moderate to significant ground shaking at the site. 6.2 Seismicity As with all of Southern California, the site has experienced historic earthquakes from various regional faults. The seismicity of the region surrounding the site was formulated based on research of an electronic database of earthquake data. The epicenters of recorded earthquakes with magnitudes equal to or greater than 5.0 in the site vicinity are depicted on Figure 5, Regional Seismicity Map. A partial list of moderate to major magnitude earthquakes that have occurred in the Southern California area within the last 100 years is included in the following table. LIST OF HISTORIC EARTHQUAKES Magnitude Long Beach March 10, 1933 6.4 10 SW NW NW Whittier Narrows October 1, 1987 5.9 25 NW NNW ENE ENE Northridge January 17, 1994 6.7 50 NW ENE N The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in Southern California and the effects of ground shaking can be minimized if the proposed structures are designed and constructed in conformance with current building codes and engineering practices. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 6 - April 23, 2024 6.3 Site-Specific Ground Motion Hazard Analysis A site-specific ground motion hazard analysis was performed in accordance with ASCE 7-16 Chapter 21 and Section 1613 of the 2022 CBC. 6.3.1 Probabilistic Seismic Hazard Analysis The risk-targeted Maximum Considered Earthquake (MCER) probabilistic response spectrum consists of the spectral response accelerations which are expected to achieve a 1 percent probability of collapse within a 50-year period, evaluated at 5 percent damping. The median spectral response accelerations having a 2 percent chance of exceedance in 50 years were evaluated at 5 percent damping using the USGS PSHA hazard platform used in the National Seismic Hazard Mapping Project, NSHMP-HAZ. The soil underlying the site was modeled as a Site Class “D” with a corresponding average shear wave velocity (VS30) of 270 meters per second. The site class determination is based on Standard Penetration Test blow count data. NSHMP-HAZ uses the ground motion prediction equations (GMPEs) from the NGA-West 2 project: Abrahamson-et al. (2014) NGA West 2, Boore et al. (2014) NGA West 2, Campbell-Bozorgnia (2014) NGA West 2, and Chiou-Youngs (2014) NGA West 2. Each GMPE was assigned an equal weight and the median value of the four GMPEs was evaluated. The median spectral accelerations were rotated to maximum direction using the period specific ratios from Shahi et al. (2013 & 2014). The GMPE of Campbell and Borzorgnia requires that the depth to where the shear wave velocity reaches 2.5 kilometers per second (Z2.5) be defined. Additionally, the GMPEs of Abrahamson-et al., Boore et al. and Chiou-Youngs require that the depth to where the shear wave velocity reaches 1 kilometer per second (Z1.0) be defined. The values of Z2.5 and Z1.0 were estimated using data from the Community Velocity Model (CVM) Version 4 developed by Southern California Earthquake Data Center (SCEDC) accessed by the OpenSHA Site Data Application (v1.5.2). The MCE uniform hazard response spectrum was adjusted to risk-targeted spectral accelerations corresponding to a 1 percent chance of collapse in 50 years by using the USGS Risk-Targeted Ground Motion Calculator and following ASCE 7-16 Section 21.2.1.2 Method 2. The risk-targeted Maximum Considered Earthquake (MCER) probabilistic response spectrum is provided on Figure 6. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 7 - April 23, 2024 6.3.2 Deterministic Seismic Hazard Analysis In order to define the deterministic scenario events, deaggregation of the uniform hazard probabilistic response spectrum was performed using the USGS Uniform Hazard Tool. The inversion approach used by UCERF-3 allows for a large number of variations for each source scenario, including multi-fault ruptures. Therefore, deaggregation of UCERF-3 consists of the contributions from multi-fault ruptures rather than individual source contributions. To address this, the USGS Unified Hazard Tool aggregates the contributions on a per-fault-section basis, with rupture contributions only ever counted once. The Unified Hazard Tool deaggregation contributor list shows the fault sections which contribute most to hazard at a site and reports a mean earthquake magnitude for each section identified by a 'parent' fault name and section index. Based on the deaggregation, we have considered scenario events with the greatest contribution to the deterministic ground motions. The magnitudes of the deterministic scenario events were based on the BSSC 2014 Scenario Event Catalog which includes the parent fault identified in the deaggregation and which has the largest earthquake magnitude. Other fault source parameters were defined by the values in the BSSC2014 Scenario Catalog. The values of Z2.5 and Z1.0 were estimated using data from the Community Velocity Model (CVM) Version 4 developed by Southern California Earthquake Data Center (SCEDC) accessed by the OpenSHA Site Data Application (v1.5.2). The input values used to evaluate the deterministic scenario(s) are provided on Figure 12. The deterministic median and standard deviation (sigma) for the scenario events were evaluated using the USGS NSHMP-HAZ-WS Response Spectra online application. The deterministic analysis used the same four GMPEs, equally weighted, to generate the median and standard deviation of the ground motion which were then used to calculate the 84th percentile at 5% damping. The median spectral accelerations were rotated to maximum direction using the period specific ratios from Shahi et al. (2013 & 2014). The deterministic scenarios were compared, and the event occurring on the San Joaquin Hills fault is considered the controlling deterministic event. The 84th percentile maximum rotated component deterministic response spectrum is provided on Figure 7. 6.3.3 Site-Specific Response Spectrum The lesser of the probabilistic and deterministic MCER response spectra is the Site-Specific MCER. Two thirds of the Site-Specific MCER is the Design Earthquake (DE) Response Spectrum, provided the results 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 8 - April 23, 2024 are not less than 80 percent of the modified General Design Response Spectrum determined by ASCE 7-16 Section 11.4.6 with Fa and Fv determined as specified in Section 21.3. Graphical representations of the analyses are presented on Figures 6 and 7. The Site-Specific Design Earthquake response spectrum at 5 percent damping is presented on Figure 7 and in tabular form on Figure 8. 6.3.4 Site-Specific Seismic Design Criteria Based the site-specific ground motion hazard analysis performed, and in accordance with the ASCE 7-16 Section 21.4 and ASCE 41-17 Section 2.4.2, site-specific design acceleration parameters shall be derived using the results of the site-specific ground motion hazard analysis. The parameter SDS shall be taken as equal to 90 percent of the maximum spectral acceleration obtained from the site-specific analysis at any period within the range from 0.2 to 5 seconds, inclusive. The parameter SD1 shall be taken as the maximum value of the product of the spectral acceleration and period for periods from 1 to 5 seconds, inclusive. The values of SMS and SM1 shall be taken as 1.5 times the site-specific values of SDS and SD1. The site-specific design acceleration parameters shall not be less than 80 percent of the general seismic design values determined by ASCE 7-16 Section 11.4. The following tables presents the site-specific seismic design parameters based on the site-specific ground motion hazard analysis. SITE-SPECIFIC DESIGN ACCELERATION PARAMETERS Parameter Value Site Class Modified MCER Acceleration (short), SMS 1.759g R Acceleration – (1 sec), SM1 1.188g Spectral Response Acceleration (short), SDS 1.172g Spectral Response Acceleration (1 sec), SD1 0.792g 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 9 - April 23, 2024 ASCE 41-17 SITE-SPECIFIC SEISMIC DESIGN PARAMETERS Parameter Value Spectral Response Acceleration (short) SXS, BSE-2N 1.759g Spectral Response Acceleration (1 sec) SX1, BSE-2N 1.188g Spectral Response Acceleration (short) SXS, BSE-1N 1.172g Spectral Response Acceleration (1 sec) SX1, BSE-1N 0.792g Spectral Response Acceleration (short) SXS, BSE-2E 1.371g Spectral Response Acceleration (1 sec) SX1, BSE-2E 0.905g Spectral Response Acceleration (short) SXS, BSE-1E 0.808g Spectral Response Acceleration (1 sec) SX1, BSE-1E 0.472g 6.3.5 Site-Specific Peak Ground Acceleration The site-specific Maximum Considered Earthquake (MCEG) peak ground acceleration was evaluated in accordance with ASCE 7-16 Section 21.5. The significant difference between the MCEG peak ground acceleration and the analysis presented above is that the MCEG is calculated without the risk-targeted adjustment factors. The probabilistic and deterministic 84th percentile peak ground accelerations were analyzed using the same approaches as described above. The analysis used the same Site Class and scenario earthquake. However, within the probabilistic calculation, the risk-targeted adjustment factor was not applied. The deterministic MCEG shall not be less than 0.5FPGA, where FPGA is determined from ASCE 7-16 Table 11.8-1 with the value of PGA taken as 0.5g. The site-specific MCEG peak ground acceleration is taken as the lesser of the probabilistic and deterministic MCEG, provided the value is not less than 80 percent of the value of PGAM as determined by ASCE 7-16 Equation 11.8.1. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 10 - April 23, 2024 ASCE 7-16 SITE-SPECIFIC PEAK GROUND ACCELERATION Parameter Value ASCE 7-16 Reference Site-Specific MCEG PGAM 0.651g Section 21.5 6.3.6 Deaggregated Seismic Source Parameters Deaggregation of the MCE peak ground acceleration was performed using the USGS online Unified Hazard Tool, 2014 Conterminous U.S. Dynamic edition (v4.2.0). The result of the deaggregation analysis indicates that the predominant earthquake contributing to the MCE peak ground acceleration is characterized as a 7.3 magnitude event occurring at a hypocentral distance of 12.72 kilometers from the site. Deaggregation was also performed for the Design Earthquake (DE) peak ground acceleration, and the result of the analysis indicates that the predominant earthquake contributing to the DE peak ground acceleration is characterized as a 6.47 magnitude occurring at a hypocentral distance of 26.94 kilometers from the site. Conformance to the criteria in the above tables for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. 6.4 Liquefaction Potential Liquefaction is a phenomenon in which loose, saturated, relatively cohesionless soil deposits lose shear strength during strong ground motions. Primary factors controlling liquefaction include intensity and duration of ground motion, gradation characteristics of the subsurface soils, in-situ stress conditions, and the depth to groundwater. Liquefaction is typified by a loss of shear strength in the liquefied layers due to rapid increases in pore water pressure generated by earthquake accelerations. The current standard of practice, as outlined in the “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California” and “Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic Hazards in California” requires liquefaction analysis to a depth of 50 feet below the lowest portion of the proposed structure. Liquefaction typically occurs in areas where the soils below the water table are composed of poorly consolidated, fine- to medium-grained, primarily sandy soil. In addition to the requisite soil conditions, 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 11 - April 23, 2024 the ground acceleration and duration of the earthquake must also be of a sufficient level to induce liquefaction. A review of the State of California Seismic Hazard Zone Map for the Tustin Quadrangle indicates that the site is located within an area designated as having a potential for liquefaction. Groundwater was encountered during our site exploration at a depth of 49½ feet below ground surface. The historic high groundwater level in the area is reported to be between 30 and 40 feet beneath the existing ground surface (CDMG 2001). Liquefaction analysis of the soils underlying the site was performed using the 1996 NCEER method of analysis with the updates by Youd et al. (2001). This semi-empirical method is based on a correlation between values of Standard Penetration Test (SPT) resistance and field performance data. To supplement the SPT blow count data, California Modified Sampler blow count data was converted to equivalent SPT blow counts based on a correlation factor of 0.55 (Rogers, 2006). Screening criteria developed by Bray and Sancio (2006) characterize fine-grained soils which are not susceptible to liquefaction as soils with a plasticity index (PI) that is greater than 18 or with a saturated moisture content that is less than 80 percent of the liquid limit. In order to apply the screening criteria, laboratory testing was performed to evaluate the Atterberg Limits and saturated moisture content of select soil samples. Laboratory test results used for the screening criteria are presented as Figure B16. The liquefaction analysis was performed for a Design Earthquake level by using a historic high groundwater table of 35 feet below the ground surface, a magnitude 6.47 earthquake, and a peak horizontal acceleration of 0.434g (⅔PGAM). The enclosed liquefaction analysis, included herein for boring B1, indicates that the alluvial soils below the historic high groundwater level could be susceptible to approximately 0.3 inch of total settlement during Design Earthquake ground motion (see enclosed calculation sheets, Figures 13 and 14). It is our understanding that the intent of the Building Code is to maintain “Life Safety” during Maximum Considered Earthquake level events. Therefore, additional analysis was performed to evaluate the potential for liquefaction during a MCE event. The structural engineer should evaluate the proposed structure for the anticipated MCE liquefaction induced settlements and verify that anticipated deformations would not cause the foundation system to lose the ability to support the gravity loads and/or cause collapse of the structure. The liquefaction analysis was performed for the Maximum Considered Earthquake level by using a historic high groundwater table of 35 feet below the ground surface, a magnitude 7.3 earthquake, and a peak horizontal acceleration of 0.651g (PGAM). The enclosed liquefaction analysis, included herein for 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 12 - April 23, 2024 boring B1, indicates that the alluvial soils below the historic high groundwater level could be susceptible to approximately 0.3 inch of total settlement during Maximum Considered Earthquake ground motion (see enclosed calculation sheets, Figures 15 and 16). 6.5 Seismically-Induced Settlement Dynamic compaction of dry and loose sands may occur during a major earthquake. Typically, settlements occur in thick beds of such soils. The seismically-induced settlement calculations were performed in accordance with the American Society of Civil Engineers, Technical Engineering and Design Guides as adapted from the US Army Corps of Engineers, No. 9. The calculations provided herein for boring B1 indicate that the soil above the historic high groundwater level of 35 feet could be prone to approximately 0.14 inch of settlement as a result of the Design Earthquake peak ground acceleration (⅔PGAM). The calculations provided herein for boring B1 indicate that the soil above the historic high groundwater level of 35 feet could be prone to approximately 0.42 inch of settlement as a result of the Maximum Considered Earthquake peak ground acceleration (PGAM). Calculation of the anticipated seismically induced settlements is provided as Figures 17 and 18. 6.6 Slope Stability The topography at the site is relatively level and the topography in the immediate site vicinity slopes very gently to the south-southwest. The site is not within an area identified as having a potential for slope stability hazards (City of Santa Ana, 2010) or seismic slope instability hazards (CDMG, 2001). There are no known landslides near the site, nor is the site in the path of any known or potential landslides (USGS, 2024a). Therefore, the potential for slope stability hazards to adversely affect the proposed development is considered low. 6.7 Earthquake-Induced Flooding Earthquake-induced flooding is inundation caused by failure of dams or other water-retaining structures due to earthquakes. A review of the Safety Element of the Orange County General Plan (2004) and the City of Santa Ana Seismic Safety Element (2010) indicates that the site is not located within the inundation boundaries of upgradient dams, rivers, creeks, or reservoirs. The probability of earthquake-induced flooding is considered very low. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 13 - April 23, 2024 6.8 Tsunamis, Seiches, and Flooding The site is not located within a coastal area. Therefore, tsunamis are not considered a significant hazard at the site. Seiches are large waves generated in enclosed bodies of water in response to ground shaking. No major water-retaining structures are located immediately up gradient from the project site. Therefore, flooding resulting from a seismically induced seiche is considered unlikely. The site is within an area of minimal flooding (Zone X) as defined by the Federal Emergency Management Agency (FEMA, 2024; LADPW, 2024). 6.9 Oil Fields & Methane Potential Based on a review of the California Geologic Energy Management Division (CalGEM) Well Finder Website, the site is not located within an oil field and oil or gas wells are not documented within ½-mile of the site (CalGEM, 2024). However, due to the voluntary nature of record reporting by the oil well drilling companies, wells may be improperly located or not shown on the location map and undocumented wells could be encountered during construction. Any wells encountered during construction will need to be properly abandoned in accordance with the current requirements of the CalGEM. Since the site is not located within the boundaries of a known oil field, the potential for the presence of methane or other volatile gases at the site is considered low. However, should it be determined that a methane study is required for the proposed development it is recommended that a qualified methane consultant be retained to perform the study and provide mitigation measures as necessary. 6.10 Subsidence Subsidence occurs when a large portion of land is displaced vertically, usually due to the withdrawal of groundwater, oil, or natural gas. Soils that are particularly subject to subsidence include those with high silt or clay content. The site is not located within an area of known ground subsidence (USGS, 2024b). No large-scale extraction of groundwater, gas, oil, or geothermal energy is occurring or planned at the site or in the general site vicinity. There appears to be little or no potential for ground subsidence due to withdrawal of fluids or gases at the site. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 14 - April 23, 2024 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 It is our opinion that neither soil nor geologic conditions were encountered during the investigation that would preclude the construction of the proposed development provided the recommendations presented herein are followed and implemented during design and construction. 7.1.2 Up to 5 feet of existing artificial fill was encountered during the site investigation. The existing fill encountered is believed to be the result of past grading and construction activities at the site. Deeper fill may exist in other areas of the site that were not directly explored It is our opinion that the existing fill, in its present condition, is suitable for continued support of the existing foundations and structural loads, as well as existing concrete slabs-on-grade and replacement slab sections. However, the existing fill is not considered suitable for direct support of new foundations. The existing fill and site soils are suitable for re-use as engineered fill provided the recommendations in the Grading section of this report are followed (see Section 7.4). 7.1.3 The enclosed seismically induced settlement analyses indicate that the site soils could be susceptible up to approximately ½ inch of total settlement as a result of the Design Earthquake peak ground acceleration (⅔PGAM). The resulting differential settlement is anticipated to be less than ¼ inch over a distance of 30 feet. 7.1.4 The project structural engineer should evaluate the existing foundations, existing building loads, and proposed improvement loads. Where excess foundation capacity remains, the existing foundations may be utilized to support additional loads associated with the proposed improvements (see Section 7.5). However, adding heavier loads to existing foundations could induce settlements which could be detrimental to existing structural connections. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 15 - April 23, 2024 7.1.5 Based on these considerations, where new footings are required for support of the proposed improvements, conventional foundations may be used. Foundations should derive support in the undisturbed alluvial soils found at and below a depth of 5 feet. Foundations should be deepened as necessary to penetrate through any unsuitable soils and derive support exclusively in the undisturbed alluvial soils. All foundation excavations must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon) prior to placement of steel or concrete. Recommendations for the design of a conventional foundation system are provided in Section 7.6. 7.1.6 Where new foundations are constructed immediately adjacent to existing foundations, the new foundation should be deepened to match the depth of the existing foundation to prevent a surcharge on the existing foundation. 7.1.7 Where a proposed foundation will be deeper than an existing adjacent offsite foundation, the proposed foundation must be designed to resist the surcharge imposed by the existing foundation. The surcharge area may be defined by a 1:1 projection down and away from the bottom of the foundation. 7.1.8 All excavations must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon). 7.1.9 Where new concrete slab-on-grade is to be constructed, it is recommended that any soils disturbed during construction activities be properly compacted for slab support. Recommendations for earthwork are provided in the Grading section of this report (see Section 7.4). 7.1.10 Where new paving is to be placed, it is recommended that all existing fill and soft alluvial soils be excavated and properly compacted for paving support. The client should be aware that excavation and compaction of all existing fill and soft alluvial soils in the area of new paving is not required; however, paving constructed over existing uncertified fill or unsuitable alluvial soil may experience increased settlement and/or cracking and may therefore have a shorter design life and increased maintenance costs. As a minimum, the upper 12 inches of subgrade soil should be scarified and properly compacted for paving support. Paving recommendations are provided in the Preliminary Pavement Recommendations section of this report (see Section 7.9). 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 16 - April 23, 2024 7.1.11 Excavations up to 7 feet in vertical height may be required for the construction of new foundations for proposed improvements. Performing open excavations adjacent to or deeper than the existing foundation system could potentially remove lateral support and/or undermine the existing foundation. Excavation for construction of new foundations immediately adjacent to existing foundations may require special excavation measures in order to maintain lateral support of the existing adjacent foundation. Recommendations for Temporary Excavations are provided in Section 7.10. 7.1.12 Based on the results of the percolation testing, a stormwater infiltration system is considered feasible for this project. Recommendations for infiltration are provided in the Stormwater Infiltration section of this report (see Section 7.12). 7.1.13 Once the design and foundation loading configuration for the proposed structure proceeds to a more finalized plan, the recommendations within this report should be reviewed and revised, if necessary. Based on the final foundation loading configurations, the potential for settlement should be re-evaluated by this office. 7.1.14 Any changes in the design, location or elevation, as outlined in this report, should be reviewed by this office. Geocon should be contacted to determine the necessity for review and possible revision of this report. 7.1.15 The most recent ASTM standards apply to this project and must be utilized, even if older ASTM standards are indicated in this report. 7.2 Soil and Excavation Characteristics 7.2.1 The in-situ soils can be excavated with moderate effort using conventional excavation equipment. Some caving should be anticipated in unshored excavations, especially where granular soils are encountered. 7.2.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations to maintain safety and maintain the stability of existing adjacent improvements. 7.2.3 All onsite excavations must be conducted in such a manner that potential surcharges from existing structures, construction equipment, and vehicle loads are resisted. The surcharge area may be defined by a 1:1 projection down and away from the bottom of an existing foundation or vehicle load. Penetrations below this 1:1 projection will require special 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 17 - April 23, 2024 excavation measures such as sloping or shoring. Excavation recommendations are provided in the Temporary Excavations section of this report (see Section 7.10). 7.2.4 The upper five feet of existing site soils encountered during the investigation are considered to have a “medium” expansive potential (EI = 61) and are classified as “expansive” in accordance with the 2022 California Building Code (CBC) Section 1803.5.3. The recommendations presented herein assume that foundations and slabs will derive support in these materials. 7.3 Minimum Resistivity, pH, and Water-Soluble Sulfate 7.3.1 Potential of Hydrogen (pH) and resistivity testing as well as chloride content testing were performed on representative samples of soil to generally evaluate the corrosion potential to surface utilities. The tests were performed in accordance with California Test Method Nos. 643 and 422 and indicate that the soils are considered “corrosive” with respect to corrosion of buried ferrous metals on site. The results are presented in Appendix B (Figure B21) and should be considered for design of underground structures. Due to the corrosive potential of the soils, it is recommended that PVC, ABS or other approved plastic piping be utilized in lieu of cast-iron when in direct contact with the site soils. 7.3.2 Laboratory tests were performed on representative samples of the on-site soil to measure the percentage of water-soluble sulfate content. Results from the laboratory water-soluble sulfate tests are presented in Appendix B (Figure B21) and indicate that the on-site soil possess a sulfate exposure class of “S0” to concrete structures as defined by 2022 CBC Section 1904 and ACI 318-19 Chapter 19. 7.3.3 Geocon West, Inc. does not practice in the field of corrosion engineering and mitigation. If corrosion sensitive improvements are planned, it is recommended that a corrosion engineer be retained to evaluate corrosion test results and incorporate the necessary precautions to avoid premature corrosion of buried metal pipes and concrete structures in direct contact with the soils. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 18 - April 23, 2024 7.4 Grading 7.4.1 Grading is anticipated to include excavation of site soils for proposed foundations, slabs, and utility trenches, as well as placement of backfill for utility trenches. 7.4.2 A preconstruction conference should be held at the site prior to the beginning of excavation operations with the owner, contractor, civil engineer, geotechnical engineer, and building official in attendance. Special soil handling requirements can be discussed at that time. 7.4.3 Earthwork should be observed, and compacted fill tested by representatives of Geocon West, Inc. The existing fill and alluvial soils encountered during exploration is suitable for re-use as an engineered fill, provided any encountered oversize material (greater than 6 inches) and any encountered deleterious debris is removed. 7.4.4 Grading should commence with the removal of all existing improvements from the area to be graded. Deleterious debris such as wood and root structures should be exported from the site and should not be mixed with the fill soils. Asphalt and concrete should not be mixed with the fill soils unless approved by the Geotechnical Engineer. All existing underground improvements planned for removal should be completely excavated and the resulting depressions properly backfilled in accordance with the procedures described herein. Once a clean excavation bottom has been established it must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon West, Inc.). 7.4.5 Foundations should derive support in the undisturbed alluvial soils found at and below a depth of 5 feet. The presence of existing artificial fill in proposed foundation excavations must be field verified by Geocon during construction activities. Foundations should be deepened as necessary to penetrate through the existing artificial fill at the direction of the Geotechnical Engineer. 7.4.6 Performing open excavations adjacent to and deeper than existing foundations could potentially remove lateral support and/or undermine the existing foundations and are not acceptable. Excavation for grading and/or construction of new foundations adjacent to existing foundations will require special excavation measures. Recommendations for temporary excavations are provided in Section 7.10. 7.4.7 Where new concrete slab-on-grade is to be constructed, it is recommended that any soils disturbed during construction activities be properly compacted for slab support. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 19 - April 23, 2024 7.4.8 All excavations must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon). 7.4.9 All fill and backfill soils should be placed in horizontal loose layers approximately 6 to 8 inches thick, moisture conditioned to at least two percent above optimum moisture content, and properly compacted to a minimum 90 percent of the maximum dry density in accordance with ASTM D 1557 (latest edition). 7.4.10 The soils expected to be exposed during proposed excavations at the site are currently moist and the grading contractor should be aware that the existing soils are currently above optimum moisture content. Conditions could change seasonally. If the soils are in excess of 3 percent above optimum moisture content at the time of construction, the soils will likely require some spreading and drying activities in order to achieve proper compaction. 7.4.11 Although not anticipated for this project, all imported fill shall be observed, tested, and approved by Geocon West, Inc. prior to bringing soil to the site. Import fill should consist of the characteristics presented in the table below. SUMMARY OF IMPORT FILL RECOMMENDATIONS Soil Characteristic Values Expansion Potential “Low” (Expansion Index of 50 or less) Particle Size Maximum Dimension Less Than 6 Inches Free of Debris Corrosivity Less Detrimental Than Existing Onsite Soils 7.4.12. Where new paving is to be placed, it is recommended that all existing fill and soft alluvial soils be excavated and properly compacted for paving support. As a minimum, the upper 12 inches of soil should be scarified, moisture conditioned to at least two percent above optimum moisture content, and compacted to at least 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). Paving recommendations are provided in the Preliminary Pavement Recommendations section of this report (see Section 7.9). 7.4.13 Utility trenches should be properly backfilled in accordance with the following requirements. The pipe should be bedded with clean sands (Sand Equivalent greater than 30) to a depth of at least 1 foot over the pipe, and the bedding material must be inspected and approved in writing by the Geotechnical Engineer (a representative of Geocon). The use of gravel is not 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 20 - April 23, 2024 acceptable unless used in conjunction with filter fabric to prevent the gravel from having direct contact with soil. The remainder of the trench backfill may be derived from onsite soil or approved import soil, compacted as necessary, until the required compaction is obtained. The use of minimum 2-sack slurry as backfill is also acceptable. Prior to placing any bedding materials or pipes, the excavation bottom must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon). 7.4.14 All trench and foundation excavation bottoms must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon), prior to placing bedding materials, fill, steel, gravel, or concrete. 7.5 Existing Foundations 7.5.1 During the site investigation, two test pits were excavated to partially expose and obtain foundation dimensions of the existing structure. The observed foundation dimensions are depicted on Figures 3A and 3B. Foundations derive support in existing artificial fill. 7.5.2 Based on the laboratory direct shear testing of the supporting soils, estimated bearing pressures are provided below for assumed minimum foundation dimensions. 7.5.3 Continuous footings with minimum dimensions of 12 inches in width, 18 inches in depth below the lowest adjacent grade, and bearing in artificial fill may be evaluated for an allowable bearing capacity of 2,000 pounds per square foot (psf). 7.5.4 Isolated spread foundations with minimum dimensions of 24 inches in width, 18 inches in depth below the lowest adjacent grade, and bearing in artificial fill may be evaluated for an allowable bearing capacity of 2,500 psf. 7.5.5 The soil bearing pressure above may be increased by 150 psf and 300 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. The allowable bearing pressure may be increased by up to one-third for transient loads due to wind or seismic forces. 7.5.6 Additional bearing capacity may be feasible; however, increasing the bearing capacity beyond the maximum allowable bearing capacity may induce additional settlement of the existing foundations. The use of higher bearing capacities will require coordination with the structural engineer and will be based on the structural tolerance for allowable total and differential settlements. The allowable bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 21 - April 23, 2024 7.5.7 The project structural engineer should evaluate the existing foundations, existing loads, and proposed building loads. Where excess capacity remains, the existing foundations may be utilized for support of the proposed improvements. However, adding heavier loads to existing foundations could induce settlements on the existing foundations which could be detrimental to existing structural connections. Once existing and proposed load configurations become available, they should be provided to Geocon for additional settlement analyses. The structural engineer should evaluate the anticipated load configuration and resulting settlements, and determine the necessity for new foundations. Recommendations for new foundations are provided in the following section. The project structural engineer should verify the suitability and reinforcement design for all existing and new footings. 7.6 New Foundation Design 7.6.1 Where new footings are required for support of the proposed improvements, conventional foundations may be used. Foundations should derive support in the undisturbed alluvial soils found at and below a depth of 5 feet. Foundations should be deepened as necessary to penetrate through any unsuitable soils and derive support exclusively in the undisturbed alluvial soils. The presence of existing artificial fill in proposed foundation excavations must be field verified by Geocon during construction activities. 7.6.2 Proposed foundations that are situated immediately adjacent to the existing foundations should be deepened as necessary to match the depth of the existing foundation to prevent a surcharge on the existing foundation. 7.6.3 Where proposed foundations will be deeper than the existing foundation, the proposed foundation must be designed to resist the surcharge imposed by the existing foundation. The surcharge area may be defined by a 1:1 projection up and away from the bottom of an existing foundation. 7.6.4 The enclosed seismically induced settlement analyses indicate that the site soils could be susceptible up to approximately ½ inch of total settlement as a result of the Design Earthquake peak ground acceleration (⅔PGAM). The resulting differential settlement is anticipated to be less than ¼ inch over a distance of 30 feet. These settlements are in addition to the static settlements indicated and must be considered in the structural design. 7.6.5 In order to minimize settlements to less than ½ inch between existing and proposed foundations, a reduced bearing capacity is being recommended. Continuous and isolated 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 22 - April 23, 2024 spread footings may be designed for an allowable bearing capacity of 2,500 pounds per square foot (psf). Continuous footings should be a minimum of 12 inches in width, 24 inches in depth below the lowest adjacent grade, and 12 inches into the recommended bearing materials. Isolated spread foundations should be a minimum of 24 inches in width, 24 inches in depth below the lowest adjacent grade, and 12 inches into the recommended bearing materials. The maximum allowable soil bearing pressure should be limited to 2,500 psf to reduce induced settlements to less than ½ inch. 7.6.6 Based on seismic considerations, the proposed improvements should be designed for a combined static and seismically-induced differential settlement of ¾ inch over a distance of 30 feet. 7.6.7 Once the design and foundation loading configurations for the proposed structures proceeds to a more finalized plan, the estimated settlements presented in this report should be reviewed and revised, if necessary. If the final foundation loading configurations are greater than the assumed loading conditions, the potential for settlement should be reevaluated by this office. 7.6.8 The allowable bearing pressures may be increased by one-third for transient loads due to wind or seismic forces. 7.6.9 Continuous footings should be reinforced with a minimum of four No. 4 steel reinforcing bars, two placed near the top of the footing and two near the bottom. The reinforcement for isolated spread footings should be designed by the project structural engineer. 7.6.10 The above foundation dimensions and minimum reinforcement recommendations are based on soil conditions and building code requirements only, and are not intended to be used in lieu of those required for structural purposes. 7.6.11 Due to the expansive potential of the anticipated subgrade soils, the moisture content of the slab subgrade should be maintained at approximately 2 percent above optimum moisture content at the time of concrete placement and should sprinkled as necessary to maintain a moist condition. Furthermore, consideration should be given to doweling slabs into adjacent curbs and foundations to minimize movements and offsets which could lead to a potential tripping hazard. 7.6.12 Foundation excavations should be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon West, Inc.), prior to the placement of reinforcing steel 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 23 - April 23, 2024 and concrete to verify that the excavations and exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 7.6.13 This office should be provided with a copy of the final construction plans so that the excavation recommendations presented herein could be properly reviewed and revised if necessary. 7.7 Lateral Design 7.7.1 Resistance to lateral loading may be provided by friction acting at the base of foundations, slabs and by passive earth pressure. An allowable coefficient of friction of 0.3 may be used with the dead load forces in the newly placed engineered fill or undisturbed alluvial soils. 7.7.2 Passive earth pressure for the sides of foundations and slabs poured against newly placed engineered fill or undisturbed alluvial soils may be computed as an equivalent fluid having a density of 200 pounds per cubic foot (pcf) with a maximum earth pressure of 2,000 psf. When combining passive and friction for lateral resistance, the passive component should be reduced by one-third. A one-third increase in the passive value may be used for wind or seismic loads. 7.8 Concrete Slabs-on-Grade 7.8.1 Exterior concrete slabs-on-grade subject to vehicle loading should be designed in accordance with the recommendations in the Preliminary Pavement Recommendations section of this report (Section 7.9). 7.8.2 Unless specifically evaluated and designed by a qualified structural engineer, concrete slabs- on-grade for structures, not subject to vehicle loading, should be a minimum of 4 inches thick and minimum slab reinforcement should consist of No. 3 steel reinforcing bars placed 18 inches on center in both horizontal directions. Steel reinforcing should be positioned vertically near the slab midpoint. It is recommended that any soils disturbed during construction activities be properly compacted for slab support. The finished subgrade must observed and be approved in writing prior to placement of a vapor retarder, reinforcing steel, or concrete. 7.8.3 Slabs-on-grade at the ground surface that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials should be underlain by a vapor retarder placed directly beneath the slab. The vapor retarder and acceptable permeance should be 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 24 - April 23, 2024 specified by the project architect or developer based on the type of floor covering that will be installed. The vapor retarder selection and design should be consistent with the guidelines presented in Section 9.3 of the American Concrete Institute’s (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R-06) as well as ASTM E1745 and should be installed in general conformance with ASTM E 1643 (latest edition) and the manufacturer’s recommendations. A minimum thickness of 15 mils extruded polyolefin plastic is recommended; vapor retarders which contain recycled content or woven materials are not recommended. The vapor retarder should have a permeance of less than 0.01 perms demonstrated by testing before and after mandatory conditioning. The vapor retarder should be installed in direct contact with the concrete slab with proper perimeter seal. If the California Green Building Code requirements apply to this project, the vapor retarder should be underlain by 4 inches of clean aggregate. It is important that the vapor retarder be puncture resistant since it will be in direct contact with angular gravel. As an alternative to the clean aggregate suggested in the Green Building Code, it is our opinion that the concrete slab-on-grade may be underlain by a vapor retarder over 4-inches of clean sand (sand equivalent greater than 30), since the sand will serve a capillary break and will minimize the potential for punctures and damage to the vapor barrier. 7.8.4 For seismic design purposes, a coefficient of friction of 0.3 may be utilized between concrete slabs and subgrade soils without a moisture barrier, and 0.15 for slabs underlain by a moisture barrier. 7.8.5 Exterior slabs for walkways and flatwork, not subject to traffic loads, should be at least 4 inches thick and reinforced with No. 3 steel reinforcing bars placed 18 inches on center in both horizontal directions, positioned near the slab midpoint. Prior to construction of slabs, the upper 12 inches of subgrade should be moistened to at least two percent above optimum moisture content and properly compacted to at least 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). Crack control joints should be spaced at intervals not greater than 10 feet and should be constructed using saw-cuts or other methods as soon as practical following concrete placement. Crack control joints should extend a minimum depth of one-fourth the slab thickness. Construction joints should be designed by the project structural engineer. 7.8.6 The moisture content of the slab subgrade should be maintained and sprinkled as necessary to maintain a moist condition as would be expected in any concrete placement. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 25 - April 23, 2024 7.8.7 The recommendations of this report are intended to reduce the potential for cracking of slabs due to settlement. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade may exhibit some cracking due to minor soil movement and/or concrete shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 7.9 Preliminary Pavement Recommendations 7.9.1 Where new paving is to be placed, it is recommended that all existing fill and soft alluvial soils be excavated and properly compacted for paving support. The client should be aware that excavation and compaction of all existing artificial fill and soft alluvial soils in the area of new paving is not required; however, paving constructed over existing uncertified fill or unsuitable alluvium material may experience increased settlement and/or cracking, and may therefore have a shorter design life and increased maintenance costs. As a minimum, the upper 12 inches of paving subgrade should be scarified, moisture conditioned to at least 2 percent above optimum moisture content, and properly compacted to at least 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). 7.9.2 The following pavement sections are based on an assumed R-Value of 20. Once site grading activities are complete an R-Value should be obtained by laboratory testing to confirm the properties of the soils serving as paving subgrade, prior to placing pavement. 7.9.3 The Traffic Indices listed below are estimates. Geocon does not practice in the field of traffic engineering. The actual Traffic Index for each area should be determined by the project civil engineer. If pavement sections for Traffic Indices other than those listed below are required, Geocon should be contacted to provide additional recommendations. Pavement thicknesses were determined following procedures outlined in the California Highway Design Manual (Caltrans). It is anticipated that the majority of traffic will consist of automobile and large truck traffic. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 26 - April 23, 2024 PRELIMINARY PAVEMENT DESIGN SECTIONS Location Estimated Traffic Index (TI) Asphalt Concrete (inches) Class 2 Aggregate Base (inches) Automobile Parking and Driveways 4.0 3.0 4.0 Fire Lanes 7.0 4.0 12.0 7.9.4 Asphalt concrete should conform to Section 203-6 of the “Standard Specifications for Public Works Construction” (Green Book). Class 2 aggregate base materials should conform to Section 26-1.02A of the “Standard Specifications of the State of California, Department of Transportation” (Caltrans). The use of Crushed Miscellaneous Base (CMB) in lieu of Class 2 aggregate base is acceptable. Crushed Miscellaneous Base should conform to Section 200-2.4 of the “Standard Specifications for Public Works Construction” (Green Book). 7.9.5 Unless specifically designed and evaluated by the project structural engineer, where exterior concrete paving will be utilized for support of vehicles, it is recommended that the concrete be a minimum of 6 inches of concrete reinforced with No. 4 steel reinforcing bars placed 16 inches on center in both horizontal directions. Concrete paving supporting vehicular traffic should be underlain by a minimum of 4 inches of aggregate base and a properly compacted subgrade. The subgrade and base material should be compacted to 95 percent relative compaction as determined by ASTM Test Method D 1557 (latest edition). 7.9.6 The performance of pavements is highly dependent upon providing positive surface drainage away from the edge of pavements. Ponding of water on or adjacent to the pavement will likely result in saturation of the subgrade materials and subsequent cracking, subsidence and pavement distress. If planters are planned adjacent to paving, it is recommended that the perimeter curb be extended at least 12 inches below the bottom of the aggregate base to minimize the introduction of water beneath the paving. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 27 - April 23, 2024 7.10 Temporary Excavations 7.10.1 Excavations up to 7 feet in height may be required for excavation and construction of the proposed improvements. The excavations are expected to expose artificial fill and alluvial soils, which are suitable for vertical excavations up to 5 feet in height where loose soils or caving sands are not present, and where not surcharged by adjacent traffic or structures. 7.10.2 Vertical excavations greater than 5 feet or where surcharged by existing structures will require sloping or shoring measures in order to provide a stable excavation. Where sufficient space is available, temporary unsurcharged embankments could be sloped back at a uniform 1:1 slope gradient or flatter up to a maximum of 8 feet in height. A uniform slope does not have a vertical portion. Where space is limited, special excavation measures will be required. 7.10.3 Continuous vertical excavations in close proximity to an adjacent structure could remove vertical and lateral support from the existing improvements and are not recommended. Special excavations measures such as trench shoring will be required where the proposed excavation will be deeper than an existing adjacent foundation or adjacent to a property line. Recommendations for trench shoring are provided in the following section. 7.10.4 Where temporary construction slopes are utilized, the top of the slope should be barricaded to prevent vehicles and storage loads at the top of the slope within a horizontal distance equal to the height of the slope. If the temporary construction slopes are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. The soils exposed in the cut slopes should be inspected during excavation by our personnel and the contractor’s competent person so that modifications of the slopes can be made if variations in the soil conditions occur. All excavations should be stabilized within 30 days of initial excavation. 7.11 Trench Shoring 7.11.1 To protect the existing footings, hydraulic trench shoring may be implemented where excavations will extend below existing foundations. 7.11.2 Excavation may be conducted adjacent to a foundation but should not extend below the foundation until the shoring is installed. Once shoring is installed the excavation can be completed. Once the concrete is placed to an elevation that is slightly above the bottom of 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 28 - April 23, 2024 the existing adjacent foundation, the shoring may be removed, and the new foundation constructed. See illustration below. Saw-cut Slab & Excavate Place Hydraulic Shoring Complete Excavation Below Foundation Place Concrete Remove Shoring & Construct Foundation 1 2 3 4 5 6 7.11.3 It is recommended that an equivalent fluid pressure based on the table below be utilized for design of hydraulic shoring. HEIGHT OF SHORED EXCAVATION (FEET) EQUIVALENT FLUID PRESSURE (Pounds Per Cubic Foot) (ACTIVE PRESSURE) EQUIVALENT FLUID PRESSURE (Pounds Per Cubic Foot) (AT-REST PRESSURE) Up to 7 25 67 7.11.4 It is very important to note that active pressures can only be achieved when movement in the soil (earth wall) occurs. If movement in the soil is not acceptable, such as adjacent to an existing structure, the at-rest pressure should be considered for design purposes. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 29 - April 23, 2024 7.11.5 A qualified engineer should be retained to review and prepare a shoring plan in accordance with the shoring manufacture’s specifications. 7.11.6 Additional pressure should be added for a surcharge condition due to sloping ground, vehicular traffic or adjacent structures and should be designed for each condition as the project progresses. 7.11.7 It is recommended that line-load surcharges from adjacent wall footings, use horizontal pressures generated from NAV-FAC DM 7.2. The governing equations are: 𝐹𝐹𝐹𝐹𝐹𝐹 𝑥𝑥𝐻𝐻�≤0.4 𝜎𝜎𝐻𝐻(𝑧𝑧)=0.20 × �𝑧𝑧𝐻𝐻��0.16 +�𝑧𝑧𝐻𝐻�2 �2 × 𝑄𝑄𝐿𝐿𝐻𝐻 and 𝐹𝐹𝐹𝐹𝐹𝐹 𝑥𝑥𝐻𝐻�>0.4 𝜎𝜎𝐻𝐻(𝑧𝑧)=1.28 × �𝑥𝑥𝐻𝐻�2 × �𝑧𝑧𝐻𝐻��𝑥𝑥𝐻𝐻�2 +�𝑧𝑧𝐻𝐻�2�2 × 𝑄𝑄𝐿𝐿𝐻𝐻 where x is the distance from the face of the excavation or wall to the vertical line-load, H is the distance from the bottom of the footing to the bottom of excavation or wall, z is the depth at which the horizontal pressure is desired, QL is the vertical line-load and σH(z) is the horizontal pressure at depth z. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 30 - April 23, 2024 7.11.8 It is recommended that vertical point-loads, from construction equipment outriggers or adjacent building columns use horizontal pressures generated from NAV-FAC DM 7.2. The governing equations are: 𝐹𝐹𝐹𝐹𝐹𝐹 𝑥𝑥𝐻𝐻�≤0.4 𝜎𝜎𝐻𝐻(𝑧𝑧)=0.28 × �𝑧𝑧𝐻𝐻�2 �0.16 +�𝑧𝑧𝐻𝐻�2 �3 × 𝑄𝑄𝑃𝑃𝐻𝐻2 and 𝐹𝐹𝐹𝐹𝐹𝐹 𝑥𝑥𝐻𝐻�>0.4 𝜎𝜎𝐻𝐻(𝑧𝑧)=1.77 × �𝑥𝑥𝐻𝐻�2 × �𝑧𝑧𝐻𝐻�2 ��𝑥𝑥𝐻𝐻�2 +�𝑧𝑧𝐻𝐻�2 �3 × 𝑄𝑄𝑃𝑃𝐻𝐻2 then 𝜎𝜎′𝐻𝐻 (𝑧𝑧)= 𝜎𝜎𝐻𝐻(𝑧𝑧)𝑐𝑐𝐹𝐹𝑐𝑐2 (1.1𝜃𝜃) where x is the distance from the face of the excavation/wall to the vertical point-load, H is distance from the outrigger/bottom of column footing to the bottom of excavation, z is the depth at which the horizontal pressure is desired, Qp is the vertical point-load, σH(z) is the horizontal pressure at depth z, ϴ is the angle between a line perpendicular to the excavation/wall and a line from the point-load to location on the excavation/wall where the surcharge is being evaluated, and σH(z) is the horizontal pressure at depth z. 7.12 Stormwater Infiltration 7.12.1 During the site exploration on March 4, 2024, borings B2 and B3 were utilized to perform percolation testing. The borings were excavated to approximate depths of 5 and 25 feet below ground surface. Slotted casing was placed in the borings, and the borings were then filled with water to pre-saturate the soils. On March 5, 2024, the casings were refilled with water and percolation test readings were performed after repeated flooding of the cased excavation. 7.12.2 Based on the test results, the average infiltration rate (adjusted percolation rate) is provided in the following table. The field-measured percolation rate has been adjusted to infiltration rates in accordance with the County of Orange Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 31 - April 23, 2024 (December 2013). Additional correction factors may be required and should be applied by the engineer in responsible charge of the design of the stormwater infiltration system and based on applicable guidelines. Percolation test results are provided on Figures 19 and 20. Boring Soil Type Infiltration Depth (ft) Average Infiltration Rate (in / hour) B2 Sandy Silt (ML) 15 – 25 0.02 B3 Sandy Clay (CL) 2.5 – 5 3.78 7.12.3 The results of the percolation testing indicate that the soils at B3 are conducive to infiltration. It is our opinion that the soil zones encountered at the depths and location of boring B3 as listed in the table above are suitable for infiltration of stormwater. 7.12.4 It is our opinion that the introduction of stormwater at the depth and location indicated above will not induce excessive hydro-consolidation (see Figures B7 through B15), will not create a perched groundwater condition, will not affect soil structure interaction of existing or proposed foundations due to expansive soils, will not saturate soils supported by existing or proposed retaining walls, and will not increase the potential for liquefaction. Resulting settlements are anticipated to be less than ¼ inch, if any. 7.12.5 Where infiltration systems will be utilized, it is recommended that a minimum 10-foot horizontal and vertical setback be maintained from existing or proposed foundations. Additional setbacks may be required by the governing jurisdiction and should be incorporated into the stormwater infiltration system design as necessary. 7.12.6 Subsequent to the placement of the infiltration system, it is acceptable to backfill the resulting void space between the excavation sidewalls and the infiltration system with minimum two-sack slurry provided the slurry is not placed in the infiltration zone. It is recommended that pea gravel be utilized adjacent to the infiltration zone so communication of water to the soil is not hindered. 7.12.7 Due to the preliminary nature of the project at this time, the type of stormwater infiltration system and location of the stormwater infiltration systems has not yet been determined. The design drawings should be reviewed and approved by the Geotechnical Engineer. The installation of the stormwater infiltration system should be observed and approved by the Geotechnical Engineer (a representative of Geocon). 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 32 - April 23, 2024 7.13 Surface Drainage 7.13.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled infiltration of irrigation excess and storm runoff into the soils can adversely affect the performance of the planned improvements. Saturation of a soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change in the original designed engineering properties. Proper drainage should be maintained at all times. 7.13.2 All site drainage should be collected and controlled in non-erosive drainage devices. Drainage should not be allowed to pond anywhere on the site, and especially not against any foundation or retaining wall. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2022 CBC 1804.4 or other applicable standards. In addition, drainage should not be allowed to flow uncontrolled over any descending slope. Discharge from downspouts, roof drains and scuppers are not recommended onto unprotected soils within 5 feet of the building perimeter. Planters which are located adjacent to foundations should be sealed to prevent moisture intrusion into the soils providing foundation support. Landscape irrigation is not recommended within 5 feet of the building perimeter footings except when enclosed in protected planters. 7.13.3 Positive site drainage should be provided away from structures, pavement, and the tops of slopes to swales or other controlled drainage structures. Pavement areas should be fine graded such that water is not allowed to pond. 7.13.4 Landscaping planters immediately adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. Either a subdrain, which collects excess irrigation water and transmits it to drainage structures, or impervious above-grade planter boxes should be used. In addition, where landscaping is planned adjacent to the pavement, it is recommended that consideration be given to providing a cutoff wall along the edge of the pavement that extends at least 12 inches below the base material. 7.14 Plan Review 7.14.1 Grading, foundation, and shoring plans should be reviewed by the Geotechnical Engineer (a representative of Geocon West, Inc.), prior to finalization to verify that the plans have been prepared in substantial conformance with the recommendations of this report and to provide additional analyses or recommendations. 625 Cypress Avenue Limited Geotechnical Investigation Project No. W1895-88-01 April 23, 2024 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. 2. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 3. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 4. The findings of this report are valid as of the date of this report. However, changes in the conditions of a property can occur with the passage of time, whether they be 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 of 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. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 April 23, 2024 LIST OF REFERENCES 1. Abrahamson, N.A, Silva, W.J, and Kamai, R., 2014, Summary of the ASK14 Ground Motion Relation for Active Crustal Regions, Earthquake Spectra, Volume 30, No. 3, pages 1025-1055, August 2014. 2. Boore, D.M., Stewart, J.P., Seyhan, E., and Atkinson, G.M., 2014, NGA-West2 Equations for Predicting PGA, PGV, and 5% Damped PSA for Shallow Crustal Earthquakes, Earthquake Spectra, Volume 30, No. 3, pages 1057-1085, August 2014. 3. California Department of Water Resources, 1967, Progress Report on Groundwater Geology of the Coastal Plain of Orange County. 4. California Division of Mines and Geology, 2001; State of California Seismic Hazard Zones, Tustin Quadrangle, Official Map Released January 17, 2001. 5. California Geologic Energy Management Division, 2024, Geologic Energy Management Division Well Finder, http://maps.conservation.ca.gov.calgem/index.html#close. 6. California Department of Conservation, Division of Mines and Geology, 2001, Seismic Hazard Evaluation of the Tustin 7.5-Minute Quadrangle, Orange County, California, Open File Report 97-20. 7. California Division of Mines and Geology, 1981, Geologic Map of Orange County, California Showing Mines and Mineral Deposits, Bulletin 204. 8. California Geological Survey, 2024a, CGS Information Warehouse, Regulatory Map Portal, http://maps.conservation.ca.gov/cgs/informationwarehouse/index.html?map=regulatoryma ps. 9. California Geological Survey, 2024b, Earthquake Zones of Required Investigation, http://maps.conservation.ca.gov.doggr/index.html#close. 10. California Geological Survey, 2018, Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, Revised 2018. 11. California Geologic Survey, 2012, Geologic Compilation of Quaternary Surficial Deposits in Southern California, Santa Ana 30’ X 60’ Quadrangle, A Project for the Department of Water Resources by the California Geological Survey, Compiled from existing sources by Trinda L. Bedrossian, CEG and Peter D. Roffers, CGS Special Report 217, Plate 16, Scale 1:100,000. 12. Campbell, K.W. and Bozorgnia, Y., 2014, NGA-West2 Ground Motion Model for the Average Horizontal Components of PGA, PGV, and 5% Damped Linear Acceleration Response Spectra, Earthquake Spectra, Volume 30, No. 3, pages 1087-1115, August 2014. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 April 23, 2024 LIST OF REFERENCES (CONTINUED) 13. Chiou, B. S.-J., and Youngs, R.R., 2014, Update of the Chiou and Youngs NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, Earthquake Spectra, Volume 30, No. 3, pages 1117-1153, August 2014. 14. FEMA, 2024, Online Flood Hazard Maps, http://www.esri.com/hazards/index.html. 15. Geocon West, Inc., 2018, Geotechnical Investigation, Proposed Mixed-Use Development, East 4th Street and Mortimer Street, Santa Ana, California, dated July 26, 2018 16. OpenSha, Site Data Application, Version 1.5.2, http://opensha.org/apps, accessed April 2024. 17. Orange County General Plan, 2004, Safety Element, Advance Planning Program, Environmental Management Agency. 18. Orange County, Technical Guidance Document (TGD) For The Preparation Of Conceptual/Preliminary And/Or Project Water Quality Management Plans (WQMPs), December 20, 2013. 19. OSHPD Seismic Design Maps Web Application, https://seismicmaps.org/, accessed April 2024. 20. Powers, P.M., Clayton, B.S., and Altekruse, J.M., 2022, nshmp-haz: National Seismic Hazard Model Project hazard applications and web services. U.S. Geological Survey software release, doi: 10.5066/P9STF5GK. Santa Ana, City of, 1982, Revised 2010, Seismic Safety Element, City of Santa Ana General Plan. 21. Shahi, S.K., Baker, J.W., 2013, NGA-West2 Models for Ground-Motion Directionality, Pacific Earthquake Engineering Research Center, PEER 2013/10. 22. Shahi, S.K., Baker, J.W., 2014, NGA-West2 Models for Ground-Motion Directionality, Earthquake Spectra, Volume 30, Issue 3, pages 1285-1300, August 2014. 23. Toppozada, T. R., Bennett, J. H., Borchardt, G. A., Saul, R., and Davis, J .F., 1988, Planning Scenario for a Major Earthquake on the Newport–Inglewood Fault Zone, California Division of Mines and Geology Special Publication 99. 24. USGS, BSSC2014 (Scenario Catalog), https://earthquake.usgs.gov/scenarios/catalog/bssc2014/, accessed April 2024. 25. USGS, NSHMP_HAZ Response Spectral Application, https://earthquake.usgs.gov/nshmp-haz- ws/apps/spectra-plot.html/, accessed April 2024. 26. USGS, Unified Hazard Tool, https://earthquake.usgs.gov/hazards/interactive/, accessed April 2024. 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 April 23, 2024 LIST OF REFERENCES (CONTINUED) 27. Ziony, J.I., and Jones, L.M., 1989, Map Showing Late Quaternary Faults and 1978–1984 Seismicity of the Los Angeles Region, California, U.S. Geological Survey Miscellaneous Field Studies Map MF-1964. REFERENCE: U.S.G.S. TOPOGRAPHIC MAPS, 7.5 MINUTE SERIES, TUSTIN, CA QUADRANGLE FIG. 1 VICINITY MAP PHONE (949) 491-6570 - FAX (949) 299-4550 2807 MCGAW BOULEVARD - IRVINE, CA 92618 ENVIRONMENTAL GEOTECHNICAL MATERIALS CHECKED BY: GAKDRAFTED BY: RA PROJECT NO. W1895-88-01APRIL 2024 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA SITE ENVIRONMENTAL GEOTECHNICAL MATERIALS CHECKED BY: PZDRAFTED BY: ACS PROJECT NO. W1895-88-01 SITE PLAN APRIL 2024 FIG. 2 SANTA ANA, CALIFORNIA 625 CYPRESS AVENUE PHONE (949) 491-6570 - FAX (949) 299-4550 2807 MCGAW BOULEVARD - IRVINE, CA 92618 0 40'20' NORTH LEGEND Approximate Location of Boring B3 CY P R E S S A V E N U E Approximate Limits of Proposed Project Approximate Location of Test Pit TP2 AL L E Y TP1 TP2 B1 B2 B2A B3 6.5" 9.75"9.5" 13.5" 22.25" 9.75" 13.5" 13.5" 13.5" 1" TEST PIT 1 SECTION SANTA ANA, CALIFORNIA PROJECT NO. W1895-88-01APRIL 2024 FIG. 3A PHONE (949) 491-6570 - FAX (949) 299-4550 2807 MCGAW BOULEVARD - IRVINE, CA 92618 ENVIRONMENTAL GEOTECHNICAL MATERIALS CHECKED BY: JTADRAFTED BY: ACS 625 CYPRESS AVENUE SLAB ON GRADE ALLUVIUM ARTIFICIAL FILL * TEST PIT SECTIONS ARE NOT TO SCALE AND ARE FOR ILLUSTRATION PURPOSES ONLY. VIEW FACING NORTH VIEW FACING WEST ? ? ? ? 5" 17.5" 7.5" 5" 17.5" 6"6" TEST PIT 2 SECTION SANTA ANA, CALIFORNIA PROJECT NO. W1895-88-01APRIL 2024 FIG. 3B PHONE (949) 491-6570 - FAX (949) 299-4550 2807 MCGAW BOULEVARD - IRVINE, CA 92618 ENVIRONMENTAL GEOTECHNICAL MATERIALS CHECKED BY: JTADRAFTED BY: ACS 625 CYPRESS AVENUE ALLUVIUM ARTIFICIAL FILL WALL SLAB * TEST PIT SECTIONS ARE NOT TO SCALE AND ARE FOR ILLUSTRATION PURPOSES ONLY. VIEW FACING EAST VIEW FACING NORTH SLAB ON GRADE ? ? ? SITE 0 12 24 Miles Reference: Jennings, C.W. and Bryant, W. A., 2010, Fault Activity Map of California, California Geological Survey Geologic Data Map No. 6. REGIONAL FAULT MAP PROJECT NO. W1895-88-01APRIL 2024 FIG. 4 PHONE (949) 491-6570 - FAX (949) 299-4550 2807 MCGAW BOULEVARD - IRVINE, CA 92618 ENVIRONMENTAL GEOTECHNICAL MATERIALS CHECKED BY: GAKDRAFTED BY: RA 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA SITE DRAFTED BY: RA CHECKED BY: GAK PHONE (949) 491-6570 - FAX (949) 299-4550 2807 MCGAW BOULEVARD - IRVINE, CA 92618 ENVIRONMENTAL GEOTECHNICAL MATERIALS REGIONAL SEISMICITY MAP FIG. 5 0 20 40 Miles Reference: Toppozada, T., Branum, D., Petersen, M., Hallstrom, C., Cramer, C., and Reichle, M., 2000, Epicenters and Areas Damaged by M>5 California Earthquakes, 1800 - 1999, California Geological Survey, Map Sheet 49. SANTA ANA, CALIFORNIA PROJECT NO. W1895-06-01APRIL 2024 625 CYPRESS AVENUE Project No.: W1895-88-01 DESIGN RESPONSE SPECTRUM 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA 0.01 0.1 1 10 0.01 0.1 1 10 Sp e c t r a l A c c e l e r a t i o n , g ' s Period, s Deterministic Scenario 1: San Joaquin Hills Deterministic Scenario 2: Compton Deterministic Scenario 3: Newport-Inglewood alt 2 Deterministic Scenario 4: Newport-Inglewood alt 1 Deterministic Scenario 5: Whittier alt 2 0.1 1 10 0.01 0.1 1 10 Sp e c t r a l A c c e l e r a t i o n , g ' s Period, s Maximum Rotated Component, Risk-Targeted MCER Probabilistic, Risk-Targeted MCER Probabilistic, Uniform-Hazard MCE Project No.: W1895-88-01 DESIGN RESPONSE SPECTRUM 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA 0.1 1 10 0.01 0.1 1 10 Sp e c t r a l A c c e l e r a t i o n , g ' s Period, s Maximum Rotated Component, Risk-Targeted MCER 84th Percentile, Maximum Rotated Component Deterministic Spectrum 0.1 1 10 0.01 0.1 1 10 Sp e c t r a l A c c e l e r a t i o n , g ' s Period, s Site-Specific, MCE Response Spectrum Site-Specific, Design Response Spectrum 80% modified General Response Spectrum SM = SM1 = g SD = Spectral acceleration values reported in units of "g". "--" Indicates that spectral period was not used at that calculation step Project No.: W1895-88-01 0.1965.0 0.172 0.156 0.906 1.26 0.196 0.216 0.131 0.123 1.954 0.792 0.584 0.687 0.321 0.344 0.390 0.448 0.506 0.621 0.687 0.687 0.6872.162 2.342 0.500 0.513 0.589 0.744 0.889 1.002 1.196 1.160 0.924 1.277 1.22 0.750 0.770 0.883 1.115 1.334 1.635 -- 1.812 1.915 1.954 1.208 1.090 1.303 Risk Factor, Cr 0.967 0.972 Maximum- Rotated Component Scale Factor 1.19 1.652 0.631 0.647 0.742 0.937 0.649 0.668 0.760 0.964 1.139 1.380 1.121 1.362 -- 1.497 1.570 1.602 0.02 Spectral Period (seconds) 0.01 Probabilistic Uniform- Hazard 0.651 Risk- Targeted, Probabilistic -- 1.525 1.606 0.629 0.30 0.20 0.25 0.15 0.18 0.08 0.10 0.03 0.05 DESIGN RESPONSE SPECTRUM 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA 0.977 0.970 1.19 1.19 1.19 1.19 1.19 1.20 0.968 0.977 0.972 0.984 0.987 -- 0.982 -- 1.21 1.22 MRC, Risk- Targeted Probabilistic 0.749 84th Percentile, Deterministic 0.923 0.924 1.812 1.915 Site-Specific Maximum Considered Earthquake 0.749 0.750 0.770 0.883 1.115 1.334 1.635 1.740 Site-Specific Design Earthquake 0.499 General Response Spectrum 0.298 1.387 1.691 -- 1.932 1.759 1.188 1.172 0.792 0.40 0.50 0.75 0.89 1.0 1.5 2.0 3.0 4.0 1.612 1.523 1.221 -- 1.002 0.692 0.512 0.324 0.228 1.542 1.441 1.148 -- 0.934 0.639 0.471 0.297 0.208 0.957 0.947 0.940 -- 0.932 0.923 0.919 0.916 0.911 1.23 1.23 1.24 -- 1.24 1.24 1.24 1.25 1.26 0.262 0.312 1.264 1.182 0.949 0.837 0.772 0.528 0.389 1.896 1.773 1.424 -- 1.158 0.372 2.484 2.421 2.010 -- 1.662 1.135 0.831 0.492 0.248 0.175 0.153 1.896 1.773 1.424 1.256 1.158 0.792 0.584 0.372 0.262 0.687 0.687 0.687 0.687 0.613 0.409 0.307 0.204 Reference: ASCE 7-16 21.4 DESIGN ACCELERATION PARAMETERS Where the site-specific procedure is used to determine the design ground motion in accordance with Section 21.3, the parameter SDS shall be taken as 90% of the maximum spectral acceleration, Sa, obtained from the site-specific spectrum, at any period within the range from 0.2 to 5 s, inclusive. The parameter SD1 shall be taken as the maximum value of the product, TSa, for periods from 1 to 2 s for sites with vs,30 > 1,200 ft/s (vs,30 > 365.76 m/s) and for periods from 1 to 5 s for sites with vs,30 ≤ 1,200 ft/=s (vs,30 ≤ 365.76 m/s). The parameters SMS and SM1 shall be taken as 1.5 times SDS and SD1, respectively. The values so obtained shall not be less than 80% of the values determined in accordance with Section 11.4.3 for SMS and SM1 and Section 11.4.5 for SDS and SD1. Project No.: W1895-88-01 DESIGN RESPONSE SPECTRUM 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA 0.1 1 10 0.01 0.1 1 10 Sp e c t r a l A c c e l e r a t i o n , g ' s Period, s Site-Specific, BSE-2E Response Spectrum 80% modified General Response Spectrum 0.01 0.1 1 0.01 0.1 1 10 Sp e c t r a l A c c e l e r a t i o n , g ' s Period, s Site-Specific, BSE-1E Response Spectrum 80% modified General Response Spectrum BSE-2E BSE-2E SX = Project No.: W1895-88-01 Site-Specific BSE-2E Earthquake 0.000 -------- Spectral Period (seconds) Probabilistic Uniform- Hazard Maximum- Rotated Component Scale Factor MRC, Probabilistic General Response Spectrum 0.020 0.492 1.190 0.585 0.430 0.585 0.010 0.491 1.190 0.584 0.388 0.584 0.050 0.577 1.190 0.687 0.555 0.687 0.030 0.504 1.190 0.599 0.472 0.599 0.100 0.871 1.190 1.037 0.763 1.037 0.075 0.728 1.190 0.866 0.659 0.866 0.150 1.064 1.200 1.277 0.864 1.277 0.124 ------0.864 1.159 1.524 0.250 1.226 1.220 1.496 0.864 1.496 0.200 1.170 1.210 1.416 0.864 1.416 1.371 0.905 DESIGN RESPONSE SPECTRUM 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Spectral acceleration values reported in units of "g" "--" Indicates that spectral period was not used at that calculation step 0.621 ------0.864 1.215 -- 0.500 1.115 1.230 1.371 0.864 1.371 0.400 1.195 1.230 1.470 0.864 1.470 0.300 1.249 1.220 1.524 0.864 1.000 0.717 1.240 0.889 0.537 0.889 0.750 0.882 1.240 1.094 0.716 1.094 2.000 0.355 1.240 0.441 0.269 0.441 1.500 0.487 1.240 0.604 0.358 0.604 4.000 0.157 1.260 0.198 0.134 0.198 3.000 0.223 1.250 0.279 0.179 0.279 5.000 0.117 1.260 0.148 0.107 0.148 BSE-1E BSE-1E SX = Project No.: W1895-88-01 Spectral acceleration values reported in units of "g" "--" Indicates that spectral period was not used at that calculation step 0.472 0.00 ---------- Spectral Period (seconds) Probabilistic Uniform- Hazard Maximum- Rotated Component Scale Factor MRC, Probabilistic General Response Spectrum Site-Specific BSE-1E Earthquake 0.02 0.290 1.190 0.345 0.289 0.345 0.01 0.292 1.190 0.347 0.259 0.347 0.05 0.343 1.190 0.408 0.381 0.408 0.03 0.300 1.190 0.357 0.320 0.357 0.10 0.523 1.190 0.623 0.534 0.623 0.08 0.437 1.190 0.520 0.457 0.520 0.15 0.654 1.200 0.785 0.569 0.785 0.11 ------0.569 0.663 0.25 0.735 1.220 0.897 0.569 0.897 0.20 0.713 1.210 0.863 0.569 0.863 0.40 0.687 1.230 0.845 0.569 0.845 0.30 0.736 1.220 0.897 0.569 0.897 0.50 0.56 0.75 1.00 1.50 2.00 3.00 0.808 DESIGN RESPONSE SPECTRUM 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA 4.00 5.00 0.11 0.08 0.06 0.18 1.24 1.25 1.26 1.26 0.776 0.472 0.138 1.23 -- 1.24 1.24 1.24 0.223 0.63 -- 0.49 0.38 0.25 0.317 0.472 0.311 0.212 0.311 0.159 0.223 0.569 0.776 --0.569 0.725 0.604 0.423 0.604 0.106 0.138 0.096 0.079 0.096 0.071 0.063 0.071 1 - BSSC 2014, aka. UCERF3_EventSet_All on GitHub Project No.: W1895-88-01 Reference Parent Fault Name San Joaquin Hills Compton Newport-Inglewood alt 2 Newport-Inglewood alt 1 Whittier alt 2 -- Parameter Scenario 1 Scenario 2 Scenario 3 Scenario 4 Scenario 5 BSSC Online Scenario Catalog Earthquake Magnitude 7.02 7.45 7.15 7.15 6.98 BSSC Online Scenario Catalog Scenario Name San Joaquin Hills Compton Newport-Inglewood alt 2 Newport-Inglewood alt 1 Whittier alt 2 -- Fault Dip (˚)23 20 90 88 75 BSSC 2014 Fault Mechanism Thrust Thrust Right Lateral Right Lateral Right Lateral BSSC 2014 Rake (˚)90 90 180 180 150 BSSC 2014 Fault Width 23.96 27.37 13.59 13.51 13.14 BSSC 2014 Rrup (km)5.8 14.85 13.6 13.73 19.59 -- ZTOR (km)2 5.2 0 0 0 -- Rx (km)5.44 16.07 13.6 13.74 19.59 -- Rjb (km)5.44 10.62 13.6 13.27 19.59 Average Site Class Z1.0 (km)0.4 0.4 0.4 0.4 0.4 SCEC Community Velocity Model Version 4, Iteration 26, Basin Depth Vs30 (m/s)270 270 270 270 270 SCEC Community Velocity Model Version 4, Iteration 26, Basin Depth DETERMINISTIC SCENARIO EVENTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Z2.5 (km)4.3 4.3 4.3 4.3 4.3 EMPIRICAL ESTIMATION OF LIQUEFACTION POTENTIAL DESIGN EARTHQUAKE NCEER (1996) METHOD W 2001 UPDATES EARTHQUAKE INFORMATION:ENERGY & ROD CORRECTIONS: Earthquake Magnitude:Energy Correction (CE) for N60:Boring ID:B1 Peak Horiz. Acceleration PGAM (g):Rod Len.Corr.(CR) (0-no or 1-yes): 2/3 PGAM (g):Bore Dia. Corr. (CB): Magnitude Scaling Factor:Sampler Corr. (CS): *Indicates assumed value DRAFTED BY: ACS CHECKED BY: JTA APRIL 2024 PROJECT NO. W1895-88-01 FIG. 13 LIQUEFACTION POTENTIAL - DESIGN EARTHQUAKE 625 CYPRESS AVE SANTA ANA, CALIFORNIAENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 NCEER (1996) METHOD W 2001 UPDATES EARTHQUAKE INFORMATION: Magnitude Scaling Factor:1.459 Historic High Groundwater:35.0 Groundwater @ Exploration:49.5 DEPTH BLOW TOTAL EFFECT ADJUST LIQUEFACTION VOL.EQ. TO COUNT STRESS STRESS BLOWS SAFETY STRAIN SETTLE. BASE N O (TSF)O' (TSF)(N1)60 Tav/σ'o 15 LIQUEFACTION INDUCED SETTLEMENT - DESIGN EARTHQUAKE 625 CYPRESS AVE SANTA ANA, CALIFORNIA DRAFTED BY: ACS CHECKED BY: JTA APRIL 2024 PROJECT NO. W1895-88-01 FIG. 14 ENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 TOTAL SETTLEMENT = 0.3 inch 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 127.5 142.9 142.9 49 142.9 49 128.3 142.9 142.9 128.3 128.3 128.3 128.3 128.3 128.3 112.7 49 112.7 49 112.7 49 119.5 48 119.5 48 119.5 48 120.5 62 119.5 70 119.5 70 120.5 71 120.5 62 120.5 62 132.3 70 132.3 70 120.5 71 132.3 82 132.3 82 132.3 70 132.3 65 132.3 65 132.3 65 125.2 48 125.7 72 132.3 65 125.2 61 125.2 48 125.2 48 116.5 38 116.5 38 125.2 61 116.5 38 116.5 38 (PCF)Dr (%) 116.5 45 116.5 45 WET REL. EMPIRICAL ESTIMATION OF LIQUEFACTION POTENTIAL MAXIMUM CONSIDERED EARTHQUAKE NCEER (1996) METHOD W 2001 UPDATES EARTHQUAKE INFORMATION:ENERGY & ROD CORRECTIONS: Earthquake Magnitude:Energy Correction (CE) for N60:Boring ID:B1 Peak Horiz. Acceleration PGAM (g):Rod Len.Corr.(CR) (0-no or 1-yes): Magnitude Scaling Factor:Bore Dia. Corr. (CB): Historic High Groundwater:Sampler Corr. (CS): 625 CYPRESS AVE SANTA ANA, CALIFORNIA FIG. 15PROJECT NO. W1895-88-01 LIQUEFACTION POTENTIAL - MAXIMUM CONSIDERED EARTHQUAKE APRIL 2024DRAFTED BY: ACS CHECKED BY: JTA ENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 NCEER (1996) METHOD W 2001 UPDATES EARTHQUAKE INFORMATION:Boring ID:B1 Earthquake Magnitude:7.30 Magnitude Scaling Factor:1.071 Historic High Groundwater:35.0 Groundwater @ Exploration:49.5 DEPTH BLOW TOTAL EFFECT ADJUST LIQUEFACTION VOL.EQ. TO COUNT STRESS STRESS BLOWS SAFETY STRAIN SETTLE. BASE N O (TSF)O' (TSF)(N1)60 Tav/σ'o 15 LIQUEFACTION SETTLEMENT ANALYSIS MAXIMUM CONSIDERED EARTHQUAKE TOTAL SETTLEMENT = 0.3 inch FIG. 16PROJECT NO. W1895-88-01APRIL 2024 LIQUEFACTION INDUCED SETTLEMENT - MAXIMUM CONSIDERED EARTHQUAKE 625 CYPRESS AVE SANTA ANA, CALIFORNIA WET REL. CHECKED BY: JTADRAFTED BY: ACS ENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 DE EARTHQUAKE INFORMATION: Earthquake Magnitude:6.47 Boring ID:B1 Peak Horiz. Acceleration (g):0.434 1.0 1.0 0.5 116.5 0.03 0.02 0.008 1.25 44.8 1.7 14.2 1.0 151.1 7.80E-05 0.008 1.18E-02 7.1 8.42E-03 0.00 2.0 1.0 1.5 116.5 0.09 0.06 0.025 1.25 44.8 1.7 14.2 1.0 261.8 1.90E-04 0.019 2.87E-02 7.1 2.05E-02 0.00 3.0 1.0 2.5 116.5 0.15 0.10 0.041 1.25 44.8 1.7 14.2 1.0 337.9 2.30E-04 0.023 3.47E-02 7.1 2.48E-02 0.01 4.0 1.0 3.5 116.5 0.20 0.14 0.057 1.25 37.9 1.7 11.9 1.0 377.0 1.70E-04 0.017 3.17E-02 7.1 2.27E-02 0.01 5.0 1.0 4.5 116.5 0.26 0.18 0.074 1.25 37.9 1.7 11.9 1.0 427.5 1.70E-04 0.017 3.17E-02 7.1 2.27E-02 0.01 6.0 1.0 5.5 116.5 0.32 0.21 0.090 1.25 37.9 1.7 11.9 1.0 472.6 1.50E-04 0.015 2.80E-02 7.1 2.00E-02 0.00 7.0 1.0 6.5 116.5 0.38 0.25 0.106 1.25 37.9 1.7 11.7 1.0 511.5 1.50E-04 0.015 2.85E-02 7.1 2.04E-02 0.00 8.0 1.0 7.5 125.2 0.44 0.29 0.123 1.25 61.5 1.5 23.7 1.0 696.7 1.50E-04 0.015 1.22E-02 7.1 8.73E-03 0.00 9.0 1.0 8.5 125.2 0.50 0.34 0.141 1.25 61.5 1.4 22.5 1.0 731.9 1.50E-04 0.015 1.30E-02 7.1 9.30E-03 0.00 10.0 1.0 9.5 125.2 0.56 0.38 0.158 1.25 48.1 1.4 16.0 1.0 692.8 1.50E-04 0.015 1.96E-02 7.1 1.40E-02 0.00 11.0 1.0 10.5 125.2 0.63 0.42 0.175 1.25 48.1 1.3 15.5 1.0 721.5 4.50E-04 0.045 6.13E-02 7.1 4.38E-02 0.01 12.0 1.0 11.5 125.2 0.69 0.46 0.192 1.25 48.1 1.2 8.3 1.0 615.2 4.50E-04 0.045 1.29E-01 7.1 9.23E-02 0.02 13.5 1.5 12.8 125.7 0.77 0.51 0.213 1.25 71.6 1.2 28.6 1.0 980.6 1.60E-04 0.016 1.04E-02 7.1 7.44E-03 0.00 14.0 0.5 13.8 132.3 0.83 0.56 0.230 1.25 64.6 1.1 26.6 1.0 995.4 1.60E-04 0.016 1.14E-02 7.1 8.14E-03 0.00 15.0 1.0 14.5 132.3 0.88 0.59 0.244 1.25 64.6 1.1 25.5 1.0 1011.2 1.60E-04 0.016 1.19E-02 7.1 8.54E-03 0.00 16.0 1.0 15.5 132.3 0.95 0.63 0.261 1.25 64.6 1.0 24.8 1.0 1038.4 1.60E-04 0.016 1.24E-02 7.1 8.84E-03 0.00 17.0 1.0 16.5 132.3 1.01 0.68 0.278 1.25 64.6 1.0 24.1 1.0 1064.5 1.60E-04 0.016 1.28E-02 7.1 9.13E-03 0.00 18.0 1.0 17.5 132.3 1.08 0.72 0.296 1.25 81.7 1.0 40.2 1.0 1301.7 1.60E-04 0.016 6.93E-03 7.1 4.96E-03 0.00 19.0 1.0 18.5 132.3 1.15 0.77 0.313 1.25 81.7 1.0 39.1 1.0 1329.5 1.60E-04 0.016 7.15E-03 7.1 5.11E-03 0.00 20.0 1.0 19.5 132.3 1.21 0.81 0.329 1.25 70.1 0.9 31.9 1.0 1277.3 1.60E-04 0.016 9.14E-03 7.1 6.53E-03 0.00 21.0 1.0 20.5 132.3 1.28 0.86 0.346 1.25 70.1 0.9 31.2 1.0 1302.0 1.60E-04 0.016 9.39E-03 7.1 6.71E-03 0.00 22.0 1.0 21.5 132.3 1.34 0.90 0.363 1.25 70.1 0.9 30.5 1.0 1325.9 1.60E-04 0.016 9.63E-03 7.1 6.88E-03 0.00 23.0 1.0 22.5 120.5 1.41 0.94 0.378 1.25 70.8 0.9 33.9 0.9 1405.2 1.60E-04 0.016 8.49E-03 7.1 6.07E-03 0.00 24.0 1.0 23.5 120.5 1.47 0.98 0.393 1.25 70.8 0.8 33.3 0.9 1426.4 1.60E-04 0.016 8.67E-03 7.1 6.20E-03 0.00 25.0 1.0 24.5 120.5 1.53 1.02 0.407 1.25 61.8 0.8 27.7 0.9 1368.9 3.00E-04 0.030 2.03E-02 7.1 1.45E-02 0.00 26.0 1.0 25.5 120.5 1.59 1.06 0.421 1.25 61.8 0.8 27.3 0.9 1388.3 3.00E-04 0.030 2.07E-02 7.1 1.48E-02 0.00 27.0 1.0 26.5 120.5 1.65 1.10 0.435 1.25 61.8 0.8 26.9 0.9 1407.2 3.00E-04 0.030 2.10E-02 7.1 1.50E-02 0.00 28.0 1.0 27.5 119.5 1.71 1.14 0.448 1.25 70.0 0.8 35.4 0.9 1570.7 1.30E-04 0.013 6.55E-03 7.1 4.68E-03 0.00 29.0 1.0 28.5 119.5 1.77 1.18 0.462 1.25 70.0 0.8 34.9 0.9 1590.1 1.30E-04 0.013 6.66E-03 7.1 4.76E-03 0.00 30.0 1.0 29.5 119.5 1.83 1.22 0.475 1.25 48.5 0.8 20.0 0.9 1341.7 3.00E-04 0.030 3.01E-02 7.1 2.15E-02 0.01 31.0 1.0 30.5 119.5 1.89 1.26 0.487 1.25 48.5 0.7 19.7 0.9 1358.0 3.00E-04 0.030 3.05E-02 7.1 2.18E-02 0.01 32.0 1.0 31.5 119.5 1.95 1.30 0.500 1.25 48.5 0.7 19.5 0.9 1374.0 3.00E-04 0.030 3.09E-02 7.1 2.21E-02 0.01 33.0 1.0 32.5 112.7 2.01 1.34 0.512 1.25 49.1 0.7 20.6 0.9 1419.8 3.00E-04 0.030 2.90E-02 7.1 2.07E-02 0.00 34.0 1.0 33.5 112.7 2.06 1.38 0.523 1.25 49.1 0.7 20.4 0.9 1434.6 3.00E-04 0.030 2.94E-02 7.1 2.10E-02 0.01 35.0 1.0 34.5 112.7 2.12 1.42 0.534 1.25 49.1 0.7 20.2 0.9 1449.2 3.00E-04 0.030 2.97E-02 7.1 2.12E-02 0.01 36.0 1.0 35.5 128.3 2.18 1.46 0.546 1.25 0.7 13.7 0.9 1292.7 3.00E-04 0.030 4.72E-02 7.1 3.37E-02 0.00 37.0 1.0 36.5 128.3 2.24 1.50 0.558 1.25 0.7 13.6 0.9 1307.6 3.00E-04 0.030 4.77E-02 7.1 3.41E-02 0.00 38.0 1.0 37.5 128.3 2.31 1.55 0.571 1.25 0.7 24.4 0.9 1611.0 3.00E-04 0.030 2.37E-02 7.1 1.69E-02 0.00 39.0 1.0 38.5 128.3 2.37 1.59 0.583 1.25 0.7 24.1 0.9 1627.3 3.00E-04 0.030 2.40E-02 7.1 1.71E-02 0.00 40.0 1.0 39.5 128.3 2.43 1.63 0.594 1.25 0.7 16.8 0.9 1461.7 3.00E-04 0.030 3.70E-02 7.1 2.65E-02 0.00 41.0 1.0 40.5 128.3 2.50 1.67 0.606 1.25 0.6 16.6 0.8 1476.3 3.00E-04 0.030 3.74E-02 7.1 2.68E-02 0.00 42.0 1.0 41.5 128.3 2.56 1.72 0.617 1.25 0.6 16.5 0.8 1490.8 3.00E-04 0.030 3.78E-02 7.1 2.70E-02 0.00 43.0 1.0 42.5 142.9 2.63 1.76 0.629 1.25 0.6 26.5 0.8 1770.1 3.00E-04 0.030 2.14E-02 7.1 1.53E-02 0.00 44.0 1.0 43.5 142.9 2.70 1.81 0.641 1.25 0.6 26.3 0.8 1787.5 3.00E-04 0.030 2.16E-02 7.1 1.55E-02 0.00 45.0 1.0 44.5 142.9 2.77 1.86 0.653 1.25 0.6 26.0 0.8 1804.7 3.00E-04 0.030 2.19E-02 7.1 1.57E-02 0.00 46.0 1.0 45.5 142.9 2.85 1.91 0.665 1.25 49.3 0.6 20.3 0.8 1682.5 3.00E-04 0.030 2.95E-02 7.1 2.11E-02 0.00 47.0 1.0 46.5 142.9 2.92 1.95 0.677 1.25 49.3 0.6 20.1 0.8 1698.2 3.00E-04 0.030 2.99E-02 7.1 2.14E-02 0.00 48.0 1.0 47.5 127.5 2.98 2.00 0.687 1.25 0.6 12.5 0.8 1464.9 3.00E-04 0.030 5.30E-02 7.1 3.79E-02 0.00 49.0 1.0 48.5 127.5 3.05 2.04 0.696 1.25 0.6 12.4 0.8 1477.4 1.00E-02 1.000 1.78E+00 7.1 1.27E+00 0.00 50.0 1.0 49.5 127.5 3.11 2.08 0.705 1.25 0.6 12.3 0.8 1490.4 1.00E-02 1.000 1.79E+00 7.1 1.28E+00 0.00 51.0 1.0 50.5 127.5 3.18 2.13 0.714 1.25 0.6 8.1 0.7 1310.4 1.00E-02 1.000 2.95E+00 7.1 2.11E+00 0.00 52.0 1.0 51.5 127.5 3.24 2.17 0.723 1.25 0.6 8.1 0.7 1322.6 1.00E-02 1.000 2.96E+00 7.1 2.11E+00 0.00 53.0 1.0 52.5 127.5 3.30 2.21 0.731 1.25 0.6 8.1 0.7 1334.7 1.00E-02 1.000 2.96E+00 7.1 2.12E+00 0.00 54.0 1.0 53.5 127.5 3.37 2.26 0.739 1.25 0.6 8.1 0.7 1346.6 1.00E-02 1.000 2.97E+00 7.1 2.12E+00 0.00 55.0 1.0 54.5 127.5 3.43 2.30 0.746 1.25 0.6 14.2 0.7 1639.7 1.00E-02 1.000 1.51E+00 7.1 1.08E+00 0.00 56.0 1.0 55.5 127.5 3.49 2.34 0.754 1.25 0.6 14.1 0.7 1653.1 1.00E-02 1.000 1.52E+00 7.1 1.09E+00 0.00 57.0 1.0 56.5 127.5 3.56 2.38 0.761 1.25 0.6 14.1 0.7 1666.4 1.00E-02 1.000 1.52E+00 7.1 1.09E+00 0.00 58.0 1.0 57.5 127.5 3.62 2.43 0.768 1.25 0.6 14.0 0.7 1679.5 1.00E-02 1.000 1.53E+00 7.1 1.09E+00 0.00 59.0 1.0 58.5 127.5 3.69 2.47 0.775 1.25 0.6 14.0 0.7 1692.5 1.00E-02 1.000 1.54E+00 7.1 1.10E+00 0.00 60.0 1.0 59.5 127.5 3.75 2.51 0.781 1.25 0.6 13.9 0.7 1705.3 1.00E-02 1.000 1.54E+00 7.1 1.10E+00 0.00 61.0 1.0 60.5 127.5 3.81 2.55 0.788 1.25 0.5 12.9 0.7 1676.2 1.00E-02 1.000 1.69E+00 7.1 1.21E+00 0.00 REFERENCE: TECHNICAL ENGINEERING AND DESIGN GUIDES AS ADAPTED FROM THE US ARMY CORPS OF ENGINEERS, NO. 9 EVALUATION OF EARTHQUAKE-INDUCED SETTLEMENTS IN DRY SANDY SOILS DESIGN EARTHQUAKE 625 CYPRESS AVE SANTA ANA, CALIFORNIAENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 DRAFTED BY: ACS CHECKED BY: JTA APRIL 2024 PROJECT NO. W1895-88-01 FIG. 17 TOTAL SETTLEMENT (inches) = 0.14 Number of Strain Cycles [Nc] Corrected Vol. Strains [Ec]Settlement [S] (inches) rd Factor Mod. [Gmax] (tsf) [yeff]*[Geff] [Gmax] yeff Shear Strain [yeff]*100%M7.5 [E15} (%) Shear Stress [Tav] Field SPT [N]Correction Factor [Cer] Relative Density [Dr] (%) Correction Factor [Cn] Corrected [N1]60 Depth of Base of Strate (ft) Thickness of Layer (ft)point of Layer (ft) Soil Unit Weight (pcf)Pressure at Mid- point (tsf) Pressure at Mid- point (tsf) MCE EARTHQUAKE INFORMATION: Earthquake Magnitude:7.30 Boring ID:B1 Peak Horiz. Acceleration (g):0.651 1.0 1.0 0.5 116.5 0.03 0.02 0.012 1.25 44.8 1.7 14.2 1.0 151.1 1.60E-04 0.016 2.42E-02 13.3 2.29E-02 0.01 2.0 1.0 1.5 116.5 0.09 0.06 0.037 1.25 44.8 1.7 14.2 1.0 261.8 2.30E-04 0.023 3.47E-02 13.3 3.30E-02 0.01 3.0 1.0 2.5 116.5 0.15 0.10 0.062 1.25 44.8 1.7 14.2 1.0 337.9 2.30E-04 0.023 3.47E-02 13.3 3.30E-02 0.01 4.0 1.0 3.5 116.5 0.20 0.14 0.086 1.25 37.9 1.7 11.9 1.0 377.0 8.10E-04 0.081 1.51E-01 13.3 1.43E-01 0.03 5.0 1.0 4.5 116.5 0.26 0.18 0.111 1.25 37.9 1.7 11.9 1.0 427.5 8.10E-04 0.081 1.51E-01 13.3 1.43E-01 0.03 6.0 1.0 5.5 116.5 0.32 0.21 0.135 1.25 37.9 1.7 11.9 1.0 472.6 4.50E-04 0.045 8.40E-02 13.3 7.97E-02 0.02 7.0 1.0 6.5 116.5 0.38 0.25 0.160 1.25 37.9 1.7 11.7 1.0 511.5 4.50E-04 0.045 8.54E-02 13.3 8.10E-02 0.02 8.0 1.0 7.5 125.2 0.44 0.29 0.185 1.25 61.5 1.5 23.7 1.0 696.7 4.50E-04 0.045 3.66E-02 13.3 3.48E-02 0.01 9.0 1.0 8.5 125.2 0.50 0.34 0.211 1.25 61.5 1.4 22.5 1.0 731.9 4.50E-04 0.045 3.90E-02 13.3 3.70E-02 0.01 10.0 1.0 9.5 125.2 0.56 0.38 0.237 1.25 48.1 1.4 16.0 1.0 692.8 4.50E-04 0.045 5.87E-02 13.3 5.57E-02 0.01 11.0 1.0 10.5 125.2 0.63 0.42 0.262 1.25 48.1 1.3 15.5 1.0 721.5 1.00E-03 0.100 1.36E-01 13.3 1.29E-01 0.03 12.0 1.0 11.5 125.2 0.69 0.46 0.288 1.25 48.1 1.2 8.3 1.0 615.2 1.00E-03 0.100 2.87E-01 13.3 2.72E-01 0.07 13.5 1.5 12.8 125.7 0.77 0.51 0.320 1.25 71.6 1.2 28.6 1.0 980.6 3.70E-04 0.037 2.41E-02 13.3 2.28E-02 0.01 14.0 0.5 13.8 132.3 0.83 0.56 0.345 1.25 64.6 1.1 26.6 1.0 995.4 3.70E-04 0.037 2.63E-02 13.3 2.50E-02 0.00 15.0 1.0 14.5 132.3 0.88 0.59 0.365 1.25 64.6 1.1 25.5 1.0 1011.2 3.70E-04 0.037 2.76E-02 13.3 2.62E-02 0.01 16.0 1.0 15.5 132.3 0.95 0.63 0.391 1.25 64.6 1.0 24.8 1.0 1038.4 3.70E-04 0.037 2.86E-02 13.3 2.71E-02 0.01 17.0 1.0 16.5 132.3 1.01 0.68 0.417 1.25 64.6 1.0 24.1 1.0 1064.5 3.70E-04 0.037 2.95E-02 13.3 2.80E-02 0.01 18.0 1.0 17.5 132.3 1.08 0.72 0.443 1.25 81.7 1.0 40.2 1.0 1301.7 3.70E-04 0.037 1.60E-02 13.3 1.52E-02 0.00 19.0 1.0 18.5 132.3 1.15 0.77 0.469 1.25 81.7 1.0 39.1 1.0 1329.5 3.70E-04 0.037 1.65E-02 13.3 1.57E-02 0.00 20.0 1.0 19.5 132.3 1.21 0.81 0.494 1.25 70.1 0.9 31.9 1.0 1277.3 3.70E-04 0.037 2.11E-02 13.3 2.00E-02 0.00 21.0 1.0 20.5 132.3 1.28 0.86 0.519 1.25 70.1 0.9 31.2 1.0 1302.0 3.70E-04 0.037 2.17E-02 13.3 2.06E-02 0.00 22.0 1.0 21.5 132.3 1.34 0.90 0.544 1.25 70.1 0.9 30.5 1.0 1325.9 3.70E-04 0.037 2.23E-02 13.3 2.11E-02 0.01 23.0 1.0 22.5 120.5 1.41 0.94 0.567 1.25 70.8 0.9 33.9 0.9 1405.2 3.70E-04 0.037 1.96E-02 13.3 1.86E-02 0.00 24.0 1.0 23.5 120.5 1.47 0.98 0.588 1.25 70.8 0.8 33.3 0.9 1426.4 3.70E-04 0.037 2.00E-02 13.3 1.90E-02 0.00 25.0 1.0 24.5 120.5 1.53 1.02 0.610 1.25 61.8 0.8 27.7 0.9 1368.9 5.20E-04 0.052 3.51E-02 13.3 3.33E-02 0.01 26.0 1.0 25.5 120.5 1.59 1.06 0.631 1.25 61.8 0.8 27.3 0.9 1388.3 5.20E-04 0.052 3.58E-02 13.3 3.40E-02 0.01 27.0 1.0 26.5 120.5 1.65 1.10 0.652 1.25 61.8 0.8 26.9 0.9 1407.2 5.20E-04 0.052 3.65E-02 13.3 3.46E-02 0.01 28.0 1.0 27.5 119.5 1.71 1.14 0.672 1.25 70.0 0.8 35.4 0.9 1570.7 3.00E-04 0.030 1.51E-02 13.3 1.43E-02 0.00 29.0 1.0 28.5 119.5 1.77 1.18 0.692 1.25 70.0 0.8 34.9 0.9 1590.1 3.00E-04 0.030 1.54E-02 13.3 1.46E-02 0.00 30.0 1.0 29.5 119.5 1.83 1.22 0.711 1.25 48.5 0.8 20.0 0.9 1341.7 5.20E-04 0.052 5.21E-02 13.3 4.95E-02 0.01 31.0 1.0 30.5 119.5 1.89 1.26 0.731 1.25 48.5 0.7 19.7 0.9 1358.0 5.20E-04 0.052 5.29E-02 13.3 5.02E-02 0.01 32.0 1.0 31.5 119.5 1.95 1.30 0.750 1.25 48.5 0.7 19.5 0.9 1374.0 5.20E-04 0.052 5.36E-02 13.3 5.09E-02 0.01 33.0 1.0 32.5 112.7 2.01 1.34 0.767 1.25 49.1 0.7 20.6 0.9 1419.8 5.20E-04 0.052 5.02E-02 13.3 4.77E-02 0.01 34.0 1.0 33.5 112.7 2.06 1.38 0.784 1.25 49.1 0.7 20.4 0.9 1434.6 5.20E-04 0.052 5.09E-02 13.3 4.83E-02 0.01 35.0 1.0 34.5 112.7 2.12 1.42 0.801 1.25 49.1 0.7 20.2 0.9 1449.2 5.20E-04 0.052 5.15E-02 13.3 4.89E-02 0.01 36.0 1.0 35.5 128.3 2.18 1.46 0.819 1.25 0.7 13.7 0.9 1292.7 5.20E-04 0.052 8.17E-02 13.3 7.75E-02 0.00 37.0 1.0 36.5 128.3 2.24 1.50 0.837 1.25 0.7 13.6 0.9 1307.6 5.20E-04 0.052 8.26E-02 13.3 7.84E-02 0.00 38.0 1.0 37.5 128.3 2.31 1.55 0.856 1.25 0.7 24.4 0.9 1611.0 5.20E-04 0.052 4.10E-02 13.3 3.89E-02 0.00 39.0 1.0 38.5 128.3 2.37 1.59 0.874 1.25 0.7 24.1 0.9 1627.3 5.20E-04 0.052 4.16E-02 13.3 3.94E-02 0.00 40.0 1.0 39.5 128.3 2.43 1.63 0.891 1.25 0.7 16.8 0.9 1461.7 5.20E-04 0.052 6.42E-02 13.3 6.09E-02 0.00 41.0 1.0 40.5 128.3 2.50 1.67 0.908 1.25 0.6 16.6 0.8 1476.3 5.20E-04 0.052 6.49E-02 13.3 6.16E-02 0.00 42.0 1.0 41.5 128.3 2.56 1.72 0.925 1.25 0.6 16.5 0.8 1490.8 5.20E-04 0.052 6.56E-02 13.3 6.22E-02 0.00 43.0 1.0 42.5 142.9 2.63 1.76 0.943 1.25 0.6 26.5 0.8 1770.1 5.20E-04 0.052 3.70E-02 13.3 3.51E-02 0.00 44.0 1.0 43.5 142.9 2.70 1.81 0.962 1.25 0.6 26.3 0.8 1787.5 5.20E-04 0.052 3.75E-02 13.3 3.56E-02 0.00 45.0 1.0 44.5 142.9 2.77 1.86 0.980 1.25 0.6 26.0 0.8 1804.7 5.20E-04 0.052 3.80E-02 13.3 3.60E-02 0.00 46.0 1.0 45.5 142.9 2.85 1.91 0.997 1.25 49.3 0.6 20.3 0.8 1682.5 5.20E-04 0.052 5.12E-02 13.3 4.86E-02 0.00 47.0 1.0 46.5 142.9 2.92 1.95 1.015 1.25 49.3 0.6 20.1 0.8 1698.2 5.20E-04 0.052 5.18E-02 13.3 4.91E-02 0.00 48.0 1.0 47.5 127.5 2.98 2.00 1.030 1.25 0.6 12.5 0.8 1464.9 5.20E-04 0.052 9.18E-02 13.3 8.71E-02 0.00 49.0 1.0 48.5 127.5 3.05 2.04 1.044 1.25 0.6 12.4 0.8 1477.4 1.00E-02 1.000 1.78E+00 13.3 1.69E+00 0.00 50.0 1.0 49.5 127.5 3.11 2.08 1.058 1.25 0.6 12.3 0.8 1490.4 1.00E-02 1.000 1.79E+00 13.3 1.70E+00 0.00 51.0 1.0 50.5 127.5 3.18 2.13 1.071 1.25 0.6 8.1 0.7 1310.4 1.00E-02 1.000 2.95E+00 13.3 2.80E+00 0.00 52.0 1.0 51.5 127.5 3.24 2.17 1.083 1.25 0.6 8.1 0.7 1322.6 1.00E-02 1.000 2.96E+00 13.3 2.81E+00 0.00 53.0 1.0 52.5 127.5 3.30 2.21 1.096 1.25 0.6 8.1 0.7 1334.7 1.00E-02 1.000 2.96E+00 13.3 2.81E+00 0.00 54.0 1.0 53.5 127.5 3.37 2.26 1.108 1.25 0.6 8.1 0.7 1346.6 1.00E-02 1.000 2.97E+00 13.3 2.82E+00 0.00 55.0 1.0 54.5 127.5 3.43 2.30 1.119 1.25 0.6 14.2 0.7 1639.7 1.00E-02 1.000 1.51E+00 13.3 1.43E+00 0.00 56.0 1.0 55.5 127.5 3.49 2.34 1.130 1.25 0.6 14.1 0.7 1653.1 1.00E-02 1.000 1.52E+00 13.3 1.44E+00 0.00 57.0 1.0 56.5 127.5 3.56 2.38 1.141 1.25 0.6 14.1 0.7 1666.4 1.00E-02 1.000 1.52E+00 13.3 1.45E+00 0.00 58.0 1.0 57.5 127.5 3.62 2.43 1.152 1.25 0.6 14.0 0.7 1679.5 1.00E-02 1.000 1.53E+00 13.3 1.45E+00 0.00 59.0 1.0 58.5 127.5 3.69 2.47 1.162 1.25 0.6 14.0 0.7 1692.5 1.00E-02 1.000 1.54E+00 13.3 1.46E+00 0.00 60.0 1.0 59.5 127.5 3.75 2.51 1.172 1.25 0.6 13.9 0.7 1705.3 1.00E-02 1.000 1.54E+00 13.3 1.46E+00 0.00 61.0 1.0 60.5 127.5 3.81 2.55 1.181 1.25 0.5 12.9 0.7 1676.2 1.00E-02 1.000 1.69E+00 13.3 1.60E+00 0.00 REFERENCE: TECHNICAL ENGINEERING AND DESIGN GUIDES AS ADAPTED FROM THE US ARMY CORPS OF ENGINEERS, NO. 9 ENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 APRIL 2024 PROJECT NO. W1895-88-01 FIG. 18 625 CYPRESS AVE SANTA ANA, CALIFORNIA EVALUATION OF EARTHQUAKE-INDUCED SETTLEMENTS IN DRY SANDY SOILS MAXIMUM CONSIDERED EARTHQUAKE 9 9 9 7 7 7 3 3 4 4 4 3 3 6 6 15 13 13 3 3 9 9 6 18 14 14 16 16 10 10 10 3 3 16 16 DRAFTED BY: ACS Pressure at Mid- point (tsf) CHECKED BY: JTA Depth of Base of Strate (ft) Thickness of Layer (ft)point of Layer (ft) Soil Unit Weight (pcf)Pressure at Mid- point (tsf) Shear Stress [Tav] Correction Factor [Cer] Relative Density [Dr] (%) Correction Factor [Cn]Field SPT [N]Settlement [S] (inches) Corrected [N1]60 rd Factor Mod. [Gmax] (tsf) yeff Shear Strain [yeff]*100%M7.5 [E15} (%) Number of Strain Cycles [Nc] Corrected Vol. Strains [Ec] [yeff]*[Geff] [Gmax] Date: USCS Soil Classification: Infiltration Rate Calculation: minutes inches inches inches inches 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA DRAFTED BY: ACS CHECKED BY: JTA APRIL 2024 PROJECT NO. W1895-88-01 FIG. 19 Total Depth of Test Hole, Dt = 300 Infiltration Rate, It = 0.02 inches/hour PERCOLATION TEST RESULTS AND CALCULATIONS ENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 Initial Depth to Water, D0 = 180.7 Havg = 119.0 inches Test Hole Radius, r = 4 ΔH = 0.5 inche Final Depth to Water, D = 181.2 H = 118.8 inche Time Interval, Δt = 30.00 Ho = 119.3 inches 8 7 6 180.7 5 4 Df Final Depth to Water (in) 3 10:25 AM 10:55 AM 30.00 180.7 2 9:55 AM 10:25 AM 30.00 180.2 181.2 0.5 62.50 0.5 62.50 *If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements, taken every 10 minutes. Otherwise, pre-soak (fill) overnight. Obtain at least twelve measurements per hole over at least six hours (approximately 30 minute intervals) with a precision of at least 0.25". no 1 9:25 AM 9:55 AM 30.00 179.9 Trial No. Start Time End Time Δt Time Interval (min) 0 Initial Depth to Water (in) 180.2 0.4 83.33 ΔD Change in Water Level (in) Percolation Rate (min/in) 2 9:00 AM 9:25 AM 25 179.4 179.9 1 8:30 AM 8:55 AM 25 179.0 179.4 0.4 0.5 no Trial No. Start Time End Time Δt Time Interval (min) D0 Initial Depth to Water (in) Df Final Depth to Water (in) ΔD Change in Water Level (in) Greater than or Equal to 6"? (y/n) Diameter (if round) = 8 Sides (if rectangular) = ---- PERCOLATION TEST DATA SHEE Project:625 Cypress Avenu Project No.:W1895-88-01 Tuesday, March 5, 2024 Sandy Soil Criteria Test* Test Hole Dimensions (inches)Length Width Test Hole No.:B2 Tested By:JC Depth of Test Hole, DT:25 Sandy Silt (ML) 𝐼∆ ∆ Date: USCS Soil Classification: Infiltration Rate Calculation: minutes inches inches inches inches 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAENVIRONMENTAL GEOTECHNICAL MATERIALS 2807 MCGAW AVENUE - IRVINE, CALIFORNIA, 92614 PHONE: 949-491-6570 DRAFTED BY: ACS CHECKED BY: JTA APRIL 2024 PROJECT NO. W1895-88-01 FIG. 20 Total Depth of Test Hole, Dt = 60 Infiltration Rate, It = 3.78 inches/hour PERCOLATION TEST RESULTS AND CALCULATIONS Initial Depth to Water, D0 = 31.2 Havg = 21.7 inches Test Hole Radius, r = 2 ΔH = 14.3 inche Final Depth to Water, D = 45.5 H = 14.5 inche Time Interval, Δt = 10.00 Ho = 28.8 inches 8 14.3 0.7045.5 7 6 10:44 AM 10:54 AM 10.00 31.2 14.3 0.70 14.9 0.67 47.2 5 10:30 AM 10:40 AM 10.00 31.2 4 10:13 AM 10:23 AM 10.00 31.2 45.5 46.1 Df Final Depth to Water (in) 3 9:59 AM 10:09 AM 10.00 31.2 2 9:43 AM 9:53 AM 10.00 31.2 46.9 15.7 0.64 16.0 0.63 *If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements, taken every 10 minutes. Otherwise, pre-soak (fill) overnight. Obtain at least twelve measurements per hole over at least six hours (approximately 30 minute intervals) with a precision of at least 0.25". yes 1 9:30 AM 9:40 AM 10.00 31.2 Trial No. Start Time End Time Δt Time Interval (min) 0 Initial Depth to Water (in) 47.0 15.8 0.63 ΔD Change in Water Level (in) Percolation Rate (min/in) 2 9:00 AM 9:25 AM 25 31.2 53.6 1 8:30 AM 8:55 AM 25 31.2 54.4 23.2 22.4 yes Sandy Soil Criteria Test* Trial No. Start Time End Time Δt Time Interval (min) D0 Initial Depth to Water (in) Df Final Depth to Water (in) ΔD Change in Water Level (in) Greater than or Equal to 6"? (y/n) Diameter (if round) = 4 Sides (if rectangular) = ---- Test Hole No.:B3 Tested By:JC Depth of Test Hole, DT:5 Sandy Clay (CL PERCOLATION TEST DATA SHEE Project:625 Cypress Avenu Project No.:W1895-88-01 Tuesday, March 5, 2024 Test Hole Dimensions (inches) Length Width 𝐼∆ ∆ APPENDIX A 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 April 23, 2024 APPENDIX A FIELD INVESTIGATION The site was explored on March 4, 2023, by excavating two 8-inch-diameter borings using a truck-mounted hollow-stem auger drilling machine to depths of approximately 25 and 61 feet beneath the ground surface. In addition, a 4-inch-diameter boring was excavated to a depth of approximately 5 feet below ground surface using hand auger equipment. Percolation testing was performed in borings B2 and B3 to determine the infiltration rate of site soils. The site was further explored on March 13 and 14, 2024, by excavating two test pits to depths of approximately 15½ feet below the ground surface using hand tools and mechanical equipment. The test pits were excavated at the existing building foundations to verify footing depth and dimensions. Representative and relatively undisturbed samples were obtained by driving a 3-inch, O. D., California Modified Sampler into the “undisturbed” soil mass with blows from a 140-pound auto-hammer falling 30 inches as well as a slide hammer. The California Modified Sampler was equipped with 1-inch by 23/8-inch diameter brass sampler rings to facilitate soil removal and testing. Bulk samples were also obtained and Standard Penetration Tests were performed in borings B1 and B2. The soil conditions encountered in the borings and test pits were visually examined, classified and logged in general accordance with the Unified Soil Classification System (USCS). The logs of the borings and test pits are presented on Figures A1 through A6. The logs depict the soil and geologic conditions encountered and the depth at which samples were obtained. The logs also include our interpretation of the conditions between sampling intervals. Therefore, the logs contain both observed and interpreted data. We determined the lines designating the interface between soil materials on the logs using visual observations, penetration rates, excavation characteristics and other factors. The transition between materials may be abrupt or gradual. Where applicable, the logs were revised based on subsequent laboratory testing. The approximate locations of the borings and test pits are shown on Figure 2. CONCRETE: 6.5" ARTIFICIAL FILL Sandy Clay, soft, slighty moist to moist, dark brown, fine-grained. ALLUVIUM Sandy Clay, soft, slightly moist to moist, dark brown, fine-grained. - firm - soft, decrease in sand Sand with Silt, poorly graded, loose, slightly moist to moist, dark yellowish brown, fine- to medium-grained. Sandy Clay, stiff, slightly moist, dark yellowish brown, fine- to medium-grained. Sandy Silt, firm, dry to slightly moist, dark yellowish brown, fine-grained. - stiff, dry, calcium deposits - oxidation stains 21.6 17.7 20.6 26.9 12.8 10.4 12.1 12.6 11.8 15.7 10.2 CL SP-SM CL ML BULK 0-5' B1@3.5' B1@5' B1@8' B1@10' B1@13' B1@15' B1@18' B1@20' B1@23' B1@25' B1@28' 8 3 17 6 28 13 42 18 37 16 40 95.8 103.8 111.4 118.0 107.8 108.4 SAMPLE NO. HOLLOW STEM AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 DR Y D E N S I T Y EQUIPMENT BORING 1 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/04/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A1, Log of Boring 1, Page 1 of 3 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 - firm, slightly moist - stiff Sandy Clay, soft, slightly moist, yellowish brown, fine-grained. - stiff - firm, moist, decrease in sand - stiff, increase in sand, fine gravel Silty Clayey Sand, firm, slightly moist, yellowish brown, fine-grained. Sandy Clay, firm, wet, dark yellowish brown, trace fine-grained. - groundwater - soft - firm 14.1 14.1 17.5 10.0 17.6 11.1 12.9 15.8 22.2 19.9 ML CL SC-SM CL B1@30' B1@33' B1@35' B1@38' B1@40' B1@43' B1@45' B1@48' B1@50' B1@55' 11 22 7 30 10 35 14 13 3 9 98.8 116.6 128.6 110.1 SAMPLE NO. HOLLOW STEM AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 DR Y D E N S I T Y EQUIPMENT BORING 1 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/04/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A1, Log of Boring 1, Page 2 of 3 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 - soft, increase in sand Total depth of boring: 61 feet Fill to 3 feet. Groundwater encountered at 49.5 feet. Backfilled with cement bentonite grout. Concrete patched. *Penetration resistance for 140-pound hammer falling 30 inches by auto-hammer. NOTE: The stratification lines presented herein represent the approximate boundary between earth types; the transitions may be gradual. 17.9CLB1@60'8 SAMPLE NO. HOLLOW STEM AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 60 DR Y D E N S I T Y EQUIPMENT BORING 1 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/04/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A1, Log of Boring 1, Page 3 of 3 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 CONCRETE: 7" ARTIFICIAL FILL Sandy Clay, soft to firm, moist, dark brown, fine- to medium-grained. ALLUVIUM Sandy Clay, soft, slightly moist, dark yellowish brown, fine- to medium-grained. Sand with Silt, poorly graded, loose, slightly moist, dark yellowish brown, fine- to medium-grained. Sandy Silt, soft, dry to slightly moist, dark yellowish brown, fine-grained. - firm - stiff Total depth of boring: 25 feet Fill to 3 feet. No groundwater encountered. Percolation testing performed. Backfilled with soil cuttings and tamped.Concrete patched. *Penetration resistance for 140-pound hammer falling 30 inches by auto-hammer. NOTE: The stratification lines presented herein represent the approximate boundary between earth types; the transitions may be gradual. 10.2 18.6 14.2 13.6 18.5 CL SP-SM ML B2@4.5' B2@9.5' B2@14.5' B2@19.5' B2@24' 8 10 11 17 16 SAMPLE NO. HOLLOW STEM AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 0 2 4 6 8 10 12 14 16 18 20 22 24 DR Y D E N S I T Y EQUIPMENT BORING 2 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/04/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A2, Log of Boring 2, Page 1 of 1 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 ARTIFICIAL FILL Clay, firm, moist, very dark brown, trace fine- to medium-grained sand. ALLUVIUM Sandy Clay, firm, slightly moist to moist, dark yellowish brown, fine- to medium-grained. Total depth of boring: 5 feet Fill to 3 feet. No groundwater encountered. Backfilled with soil cuttings and tamped. NOTE: The stratification lines presented herein represent the approximate boundary between earth types; the transitions may be gradual. CL BULK 0-5' SAMPLE NO. HAND AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 0 2 4 DR Y D E N S I T Y EQUIPMENT BORING 3 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/04/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A4, Log of Boring 3, Page 1 of 1 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 CONCRETE: 7" ARTIFICIAL FILL Sandy Clay, firm, slightly moist to moist, very dark brown, fine- to medium-grained. - obstruction Total depth of boring: 1.5 feet (refusal) All fill. No groundwater encountered. Backfilled with soil cuttings and tamped. Concrete patched. SAMPLE NO. HOLLOW STEM AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 0 DR Y D E N S I T Y EQUIPMENT BORING 2A JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/04/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A3, Log of Boring 2A, Page 1 of 1 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 CONCRETE: 6.5" ARTIFICIAL FILL Clayey Sand, medium dense, slightly moist, dark yellowish brown, fine- to medium-grained, rootlets. ALLUVIUM Clayey Sand, medium dense, slightly moist to moist, dark yellowish brown, fine- to medium-grained. Sand, poorly graded, loose to medium dense, dry to slightly moist, dark yellowish brown, medium- to coarse-grained, fine gravel. Silt, firm, dry to slightly moist, dark yellowish brown, trace fine-grained sand. - oxidation stains, black stains Total depth of boring: 15.5 feet Fill to 5 feet. No groundwater encountered. Backfilled with soil cuttings and tamped. Concrete patched. NOTE: The stratification lines presented herein represent the approximate boundary between earth types; the transitions may be gradual. 15.1 7.1 9.6 11.8 11.7 SC SP ML TP1@3.5' TP1@6.5' TP1@9.5' TP1@12.5' TP1@15' 103.2 109.6 99.6 112.8 111.4 SAMPLE NO. HAND AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 0 2 4 6 8 10 12 14 DR Y D E N S I T Y EQUIPMENT TEST PIT TP1 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/13/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A5, Log of Test Pit TP1, Page 1 of 1 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 CONCRETE: 5" ARTIFICIAL FILL Silty Sand, medium dense, slightly moist, dark brown, fine- to medium-grained, fine gravel, trash (plastic), rootlets. ALLUVIUM Silty Sand, medium dense, dry to slightly moist, dark brown, fine- to coarse-grained. Clayey Sand, medium dense, slightly moist, dark yellowish brown, fine- to medium-grained, fine gravel, porosity. - increase in sand Sand with Silt, poorly graded, medium dense, slightly moist, dark yellowish brown, fine- to medium-grained. Silt, firm, moist, dark yellowish brown, trace fine-grained sand, oxidation stains, black deposits. Total depth of boring: 15.5 feet Fill to 3.5 feet. No groundwater encountered. Backfilled with soil cuttings and tamped. Concrete patched. NOTE: The stratification lines presented herein represent the approximate boundary between earth types; the transitions may be gradual. 14.4 12.5 15.5 7.6 19.5 17.2 17.3 SM SC SP-SM ML BULK 0-3' TP2@3' TP2@5.5' TP2@8' TP2@9.5' TP2@10' TP2@12.5' TP2@15' 106.2 118.6 110.6 94.0 94.5 111.4 108.4 SAMPLE NO. HAND AUGER ... WATER TABLE OR SEEPAGE DEPTH IN FEET ... DRIVE SAMPLE (UNDISTURBED) GEOCON - - 0 2 4 6 8 10 12 14 DR Y D E N S I T Y EQUIPMENT TEST PIT TP2 JC MO I S T U R E BY: (P . C . F . ) DATE COMPLETED ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE SOIL CLASS (USCS) GR O U N D W A T E R SAMPLE SYMBOLS CO N T E N T ( % ) ... CHUNK SAMPLE 03/14/2024ELEV. (MSL.) PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T * ) MATERIAL DESCRIPTION LI T H O L O G Y ... STANDARD PENETRATION TEST W1895-88-01 BORING LOGS.GPJFigure A6, Log of Test Pit TP2, Page 1 of 1 NOTE: PROJECT NO. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. W1895-88-01 APPENDIX B 625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 April 23, 2024 APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with “American Society for Testing and Materials (ASTM)”, or other suggested procedures Selected samples were tested for direct shear strength, consolidation and expansion characteristics, Atterberg limits, grain size analysis, maximum dry density and optimum moisture content relationship, in-situ dry density and moisture content. The results of the laboratory tests are summarized in Figures B1 through B21. The in-place dry density and moisture content of the samples tested are presented on the boring and test pit logs, Appendix A. Project No.: W1895-88-01 2.69 Boring No. B1 Normal Stress (kip/ft²) 1 3 5 Sample No. B1@3.5'Peak Shear Stress (kip/ft²) 0.74 1.93 0.05 Depth (ft) 3.5'Shear Stress @ End of Test (ksf) 0.72 1.92 2.69 Sample Type:RING Deformation Rate (in./min.) 0.05 0.05 Soil Identification:Initial Sample Height (in.) 1.0 1.0 1.0 Sandy Clay (CL) Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (%) 25.2 24.1 25.2 Strength Parameters Initial Dry Density (pcf) 96.9 97.0 100.0 88.1 99.2 Peak 330 26 Soil Height Before Shearing (in.) 1.2 1.2 1.2 C (psf)Initial Degree of Saturation (%) 91.9 Ultimate 300 26 Final Moisture Content (%) 24.2 19.8 DIRECT SHEAR TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAConsolidated Drained ASTM D-3080 Checked by: ACS 22.2 April 2024 Figure B1 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Project No.: W1895-88-01 3.35 Boring No. B1 Normal Stress (kip/ft²) 1 3 5 Sample No. B1@8'Peak Shear Stress (kip/ft²) 0.95 1.88 0.05 Depth (ft) 8'Shear Stress @ End of Test (ksf) 0.82 1.86 3.07 Sample Type:RING Deformation Rate (in./min.) 0.05 0.05 Soil Identification:Initial Sample Height (in.) 1.0 1.0 1.0 Sandy Clay (CL) Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (%) 22.6 25.4 18.8 Strength Parameters Initial Dry Density (pcf) 104.1 100.7 107.2 101.7 88.5 Peak 260 31 Soil Height Before Shearing (in.) 1.2 1.2 1.2 C (psf)Initial Degree of Saturation (%) 98.4 Ultimate 224 29 Final Moisture Content (%) 22.3 20.2 DIRECT SHEAR TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAConsolidated Drained ASTM D-3080 Checked by: ACS 23.6 April 2024 Figure B2 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Project No.: W1895-88-01 3.06 Boring No. TP1 Normal Stress (kip/ft²) 1 3 5 Sample No. TP1@3.5'Peak Shear Stress (kip/ft²) 0.72 1.88 0.05 Depth (ft) 3.5'Shear Stress @ End of Test (ksf) 0.71 1.86 2.96 Sample Type:RING Deformation Rate (in./min.) 0.05 0.05 Soil Identification:Initial Sample Height (in.) 1.0 1.0 1.0 Clayey Sand (SC) Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (%) 17.6 16.5 15.4 Strength Parameters Initial Dry Density (pcf) 97.5 105.4 109.7 74.5 77.3 Peak 133 30 Soil Height Before Shearing (in.) 1.2 1.2 1.2 C (psf)Initial Degree of Saturation (%) 65.3 Ultimate 152 29 Final Moisture Content (%) 26.2 18.1 DIRECT SHEAR TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAConsolidated Drained ASTM D-3080 Checked by: ACS 21.4 April 2024 Figure B3 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Project No.: W1895-88-01 3.73 Boring No. TP1 Normal Stress (kip/ft²) 1 3 5 Sample No. TP1@6.5'Peak Shear Stress (kip/ft²) 1.36 2.38 0.05 Depth (ft) 6.5'Shear Stress @ End of Test (ksf) 1.27 2.32 3.58 Sample Type:RING Deformation Rate (in./min.) 0.05 0.05 Soil Identification:Initial Sample Height (in.) 1.0 1.0 1.0 Clayey Sand (SC) Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (%) 8.3 6.4 6.6 Strength Parameters Initial Dry Density (pcf) 121.9 114.2 109.4 36.3 33.0 Peak 706 31 Soil Height Before Shearing (in.) 1.2 1.2 1.2 C (psf)Initial Degree of Saturation (%) 58.4 Ultimate 660 30 Final Moisture Content (%) 12.9 16.4 DIRECT SHEAR TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAConsolidated Drained ASTM D-3080 Checked by: ACS 14.7 April 2024 Figure B4 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Project No.: W1895-88-01 2.69 Boring No. TP2 Normal Stress (kip/ft²) 1 3 5 Sample No. TP2@3'Peak Shear Stress (kip/ft²) 0.80 2.04 0.05 Depth (ft) 3'Shear Stress @ End of Test (ksf) 0.76 1.96 2.69 Sample Type:RING Deformation Rate (in./min.) 0.05 0.05 Soil Identification:Initial Sample Height (in.) 1.0 1.0 1.0 Silty Sand (SM) Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (%) 21.2 17.2 21.6 Strength Parameters Initial Dry Density (pcf) 101.0 107.0 97.5 80.6 80.0 Peak 431 25 Soil Height Before Shearing (in.) 1.2 1.2 1.2 C (psf)Initial Degree of Saturation (%) 85.4 Ultimate 351 26 Final Moisture Content (%) 24.9 20.4 DIRECT SHEAR TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAConsolidated Drained ASTM D-3080 Checked by: ACS 19.7 April 2024 Figure B5 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Project No.: W1895-88-01 3.19 Boring No. TP2 Normal Stress (kip/ft²) 1 3 5 Sample No. TP2@5.5'Peak Shear Stress (kip/ft²) 1.10 2.23 0.05 Depth (ft) 5.5'Shear Stress @ End of Test (ksf) 0.84 2.15 3.17 Sample Type:RING Deformation Rate (in./min.) 0.05 0.05 Soil Identification:Initial Sample Height (in.) 1.0 1.0 1.0 Silty Sand (SM) Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (%) 14.6 16.1 17.7 Strength Parameters Initial Dry Density (pcf) 119.8 117.0 113.7 98.8 98.8 Peak 610 28 Soil Height Before Shearing (in.) 1.2 1.2 1.2 C (psf)Initial Degree of Saturation (%) 96.8 Ultimate 306 30 Final Moisture Content (%) 16.4 18.7 DIRECT SHEAR TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAConsolidated Drained ASTM D-3080 Checked by: ACS 17.2 April 2024 Figure B6 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Project No.: W1895-88-01 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B7 WATER ADDED AT 2.0 KSF SAMPLE ID. B1@8' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Sandy Clay (CL) 101.8 22.8 23.4 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 WATER ADDED AT 2.0 KSF SAMPLE ID. B1@13' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Sandy Clay (CL) 107.8 13.0 18.5 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B8 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 WATER ADDED AT 2.0 KSF SAMPLE ID. B1@18' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Sandy Silt (ML) 117.6 12.0 17.8 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B9 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B10 WATER ADDED AT 2.0 KSF SAMPLE ID. TP1@3.5' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Clayey Sand (SC) 114.8 14.5 16.9 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 WATER ADDED AT 2.0 KSF SAMPLE ID. TP1@6.5' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Clayey Sand (SC) 115.1 4.5 15.2 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B11 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B12 WATER ADDED AT 2.0 KSF SAMPLE ID. TP2@3' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Silty Sand (SM) 116.9 12.0 15.9 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 WATER ADDED AT 2.0 KSF SAMPLE ID. TP2@5.5' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Silty Sand (SM)122.5 9.8 13.5 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B13 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 WATER ADDED AT 2.0 KSF SAMPLE ID. TP2@8' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Clayey Sand (SC) 113.9 17.1 17.4 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B14 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 CONSOLIDATION TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS ASTM D-2435 April 2024 Figure B15 WATER ADDED AT 2.0 KSF SAMPLE ID. TP2@12.5' SOIL TYPE DRY DENSITY (PCF) INITIAL MOISTURE (%) FINAL MOISTURE (%) Silt (ML) 111.4 16.9 17.3 0 1 2 3 4 5 6 7 8 9 10 0.1 1.0 10.0 Pe r c e n t C o n s o l i d a t i o n Consolidation Pressure (ksf) Project No.: W1895-88-01 N/P = Non-Plastic Checked by: ACS ATTERBERG LIMITS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAASTM D-4318 April 2024 Figure B16 SYMBOL BORING DEPTH (ft) LL PL PI MOISTURE CONTENT AT SATURATION SOIL BEHAVIOR 12 19.6 CL B1 40' 24 16 8 15.6 CL B1 35' 28 16 6 CL-ML B1 50' 29 20 9 22.2 CL B1 45' 22 15 9 19.9 CL B1 60' 27 14 12 17.9 CL B1 55' 27 17 CL CL-ML ML and OL CH OH and MH 0 10 20 30 40 50 60 0 20 40 60 80 100 PL A S T I C I T Y I N D E X , P I LIQUID LIMIT, LL Project No.: W1895-88-01 Sample No. B1 @ 5' B1 @ 10' B1 @ 15' B1 @ 20' Percent Passing No. 200 Sieve 65.3 88.8 64.8 70.6 B1 @ 25' B1 @ 30' GRAIN SIZE ANALYSIS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS 61.6 B1 @ 35' B1 @ 40' 71.6 63.0 64.7 ASTM D-1140 April 2024 Figure B17 3 i n . 3/ 4 i n . 3/ 8 i n . No . 4 No . 1 0 No . 2 0 No . 4 0 No . 1 0 0 No . 2 0 0 0.0 20.0 40.0 60.0 80.0 100.0 0.0010.010.1110100 Pe r c e n t P a s s i n g N o . 2 0 0 S i e v e Grain Diameter (mm) GRAVEL COARSE FINE SAND COARSE MEDIUM FINE SILT AND CLAY Project No.: W1895-88-01 B1 @ 60' GRAIN SIZE ANALYSIS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA Checked by: ACS #N/A 56.9 #N/A #N/A ASTM D-1140 April 2024 Figure B18 Percent Passing No. 200 Sieve 37.1 70.1 60.7 64.8 Sample No. B1 @ 45' B1 @ 48' B1 @ 50' B1 @ 55' 3 i n . 3/ 4 i n . 3/ 8 i n . No . 4 No . 1 0 No . 2 0 No . 4 0 No . 1 0 0 No . 2 0 0 0.0 20.0 40.0 60.0 80.0 100.0 0.0010.010.1110100 Pe r c e n t P a s s i n g N o . 2 0 0 S i e v e Grain Diameter (mm) GRAVEL COARSE FINE SAND COARSE MEDIUM FINE SILT AND CLAY Project No.: W1895-88-01 89.0 Specimen Diameter Date Time Non-Expansive Expansive Very Low Low Expansion Index, EI50 CBC CLASSIFICATION * UBC CLASSIFICATION ** 118.0 106.3 0.6 0.4 76.4 (%) (pcf) (pcf) (cc) (gm) (gm) B1+B3@0-5' 1.0 0 10 0.4174 0.417 Expansion Index ( Report ) = Expansion Index (EI meas) =60.7 61 1490 0.47773/19/2024 11:00 1.0 14301.0 Pressure (psi)Elapsed Time (min) Dial Readings (in.) 678.1 648.4 378.1 11.0 (gm) 106.2 0.7 0.4 MOLDED SPECIMEN BEFORE TEST AFTER TEST 4.0 1.0 567.7 176.4 2.7 (in.) (in.) (gm) (gm) (Assumed) 4.0 Specimen Height Wt. Comp. Soil + Mold Wt. of Mold Specific Gravity Dry Wt. of Soil + Cont. Wt. of Container 91-130 >130 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA EXPANSION INDEX TEST RESULTS ASTM D-4829 * Reference: 2022 California Building Code, Section 1803.5.3 ** Reference: 1997 Uniform Building Code, Table 18-I-B. Checked by: ACS Medium High Very High Expansive Expansive Expansive April 2024 Figure B19 Moisture Content Wet Density Dry Density Void Ratio Total Porosity Pore Volume 51-90 0-20 21-50 Degree of Saturation 606.4 352.5 176.4 22.0 129.5 1.1 606.4 176.4 2.7 0.477710:003/19/2024 87.151.1(%) [Smeas] Add Distilled Water to the Specimen 3/18/2024 3/18/2024 10:00 10:10 1.0 Wet Wt. of Soil + Cont. Sample No: (g) (g) (g) (g) (g) (g) (%) (pcf) (pcf) Preparation Method: Project No.: W1895-88-01 Checked by: ACS COMPACTION CHARACTERISTICS USING MODIFIED EFFORT TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIAASTM D-1557 Apr 24 Figure B20 5 6 Wt. Compacted Soil + Mold 6270 6246 6222 6130 TEST NO. 1 2 3 4 Net Weight of Soil 1988 1964 1940 1848 Weight of Mold 4282 4282 4282 4282 Dry Weight of Soil + Cont. 2157.0 2111.2 2149.6 2097.0 Wet Weight of Soil + Cont. 2379.5 2364.5 2331.4 2240.0 Moisture Content 12.5 14.6 10.3 8.3 Weight of Container 377.8 378.1 378.1 377.8 Wet Density 131.6 130.0 128.4 122.3 A Maximum Dry Density (pcf)117.6 Optimum Moisture Content (%)11.4 B1+B3@0-5'Sandy Clay (CL) Dry Density 117.0 113.4 116.5 112.9 100.0 105.0 110.0 115.0 120.0 125.0 130.0 0.0 5.0 10.0 15.0 20.0 Dr y D e n s i t y ( p c f ) Moisture Content (%) S.G. 2.65 S.G. 2.7 S.G. 2.75 Project No.: W1895-88-01 Checked by: ACS CORROSIVITY TEST RESULTS 625 CYPRESS AVENUE SANTA ANA, CALIFORNIA April 2024 Figure B21 SUMMARY OF LABORATORY POTENTIAL OF HYDROGEN (pH) AND RESISTIVITY TEST RESULTS AASHTO T289 ASTM D4972 and AASHTO T288 ASTM G187 Sample No. B1+B3@0-5' pH 8.7 Resistivity (ohm centimeters) 1500 (Corrosive) SUMMARY OF LABORATORY CHLORIDE CONTENT TEST RESULTS AASHTO T291 ASTM C1218 B1+B3@0-5' B1+B3@0-5' 0.000 S0 TP2@0-3' 0.000 S0 Sample No. SUMMARY OF LABORATORY WATER SOLUBLE SULFATE TEST RESULTS AASHTO T290 ASTM C1580 Sample No.Water Soluble Sulfate (% SO4)Sulfate Exposure Chloride Ion Content (%) 0.022 MEMORANDUM To: Date: From: Subject:No fee Building Plan Check & Permit for Project 22-6023 Cypress Center Restoration (City Project) The Public Works Agency is managing the design and construction process for an existing Fire Station at Cypress Fire Station, 625 Cypress Avenue. The project will require a several building permit(s) for grading, building, mechanical, electrical, plumbing. As this is a City project, we are requesting few waivers for all applicable building & grading plan checking & permits. The Scope of Work includes renovation of an existing City of Santa Ana Fire Station, interior tenant improvements, ADA compliancy, minor demolition of a non-conforming structure, exterior fencing, landscaping & concrete. This project involves no other site improvements. If there are any questions, please contact Victor Rosales at Extension #5686 (office), or 714-904- 8950. 523 W. 6th St. Los Angeles, CA 90014 Job # 23005.10 Version 1.0 / May 17th, 2024 City of Santa Ana Cypress Fire Station Structural Calculations EXP. 03/31/26 No. C78947 STATEOF C A LIFORNIA REGISTERED PROF E SSIONALENGINEE R NINAAZAD HMAHJOUB E CI V IL TABLE OF CONTENTS SECTION DESCRIPTION PAGE PROJECT DESCRIPTION & DESIGN CRITERIA 1 PROJECT DESCRIPTION 2 DESIGN CRITERIA 5 MATERIAL PROPERTIES 7 GRAVITY/SEISMIC WEIGH UP 9 SEISMIC LOADS AND DESIGN PARAMETERS 13 WIND LOADING 20 GRAVITY DESIGN 27 GRAVITY LOADING PLAN 28 JOISTS 30 ROOF JOISTS 31 CEILING JOISTS 44 BEAM DESIGN 54 COLUMN DESIGN 66 LATERAL DESIGN 73 SEISMIC AND WIND LOADING COMPARISON 74 SHEAR WALLS 76 N/S SHEAR WALL DESIGN 77 E/W SHEAR WALL DESIGN 82 DIAPHRAGM DESIGN 88 N/S DIAPHRAGM WALL DESIGN 89 E/W DIAPHRAGM WALL DESIGN 99 FOUNDATION DESIGN 107 SPREAD & ISOLATED FOOTINGS 1084.1 3.2 3.3 3.2.1 3.2.2 2.0 3.0 3.1 2.1 2.4 2.2 2.2.1 2.2.2 2.3 1.0 1.4 1.3 1.6 4.0 3.3.1 3.3.2 1.2 1.5 1.1 Project: Project No: By: Date:Revision:Page: 1 CYPRESS FIRE STATION 23005.10 JS/CHP 1.0 PROJECT DESCRIPTION & DESIGN CRITERIA Project: Project No: By: Date:Revision:Page: 2 CYPRESS FIRE STATION 23005.10 JS/CHP 1.1 PROJECT DESCRIPTION Project: 24159.10 1. Project Description The project’s scope is to renovate and retrofit the existing structure located at 625 South Cypress Avenue which formally served as a fire station into a new athletic and activity league center for the community (shown in Figure 1). The existing building is deemed historic and was constructed in 1928 per the existing architectural drawings (shown in Figure 2). The existing building consists of a one-story structure, approximately 3,500 ft2. The existing architectural drawings show wood framed walls, high vaulted ceiling with wood trusses, and wood sheathing (diagonal, straight, or boarded). The existing footings appear to be continuous or isolated pad footings. The gravity retrofit consists of replacing any damaged structural elements, installing new roof framing member, ceiling framing members, and installing new footings to support new bearing and shear walls. The lateral retrofit consists of strengthening some of the existing walls to serve as shear walls, re-sheathing the roof diaphragm, and providing lateral supporting elements (collector framing members and straps). The proposed renovation will need to avoid impacting the historic fabric of the building. Figure 1: Proposed Floor Plan 3 Project: 24159.10 Figure 2: Existing Floor Plan 4 Project: Project No: By: Date:Revision:Page: 5 CYPRESS FIRE STATION 23005.10 JS/CHP 1.2 DESIGN CRITERIA CODES & STANDARDS Building Code Edition / Year Category Document Label Document Title Current IBC IBC International Building Code 2021 State CBC California Building Code 2022 ---- Loading ASCE 7 Minimum Design Loads for Buildings and Other Structures 2016 Loading ASCE 41 Seismic Evaluation & Retrofit of Existing 2017 Concrete ACI 318 Building Code Requirements for Structural Concrete 2019 Steel AISC 360 Specification for Structural Steel Buildings 2016 Steel AISC 358 Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications 2016 w/Supplement 1 Steel AISC 341 Seismic Provisions for Structural Steel Buildings 2016 Steel AWS D1.1 Structural Welding Code - Steel 2015 Steel AWS D1.4 Structural Welding Code - Reinforcing Steel 2018 Steel AWS D1.8 Structural Welding Code - Seismic Supplement 2016 Wood AWC NDS National Design Specification for Wood Construction 2018 Wood AF&PA SPDWS Special Seismic Provisions for Wind and Seismic 2021 Masonry TMS 402/ACI 530 Building Code Requirements for Masonry Structures 2016 Cold- Formed Steel AISI S100 North American Specifications for the Design of Cold-Formed Steel Structural Members 2016 w/Supplement 2 Cold- Formed Steel AISI S220 North American Standard for Cold-formed Steel Framing - Nonstructural Members 2020 Cold- Formed Steel AISI S400 (previously AISI S110) North American Specifications for Seismic Design of Cold-formed Stell Strucutral Systems 2020 Aluminum ADM 1 Aluminum Design Manual ** The abbreviation for this document during this code cycle was NAS 6 Project: Project No: By: Date:Revision:Page: 7 CYPRESS FIRE STATION 23005.10 JS/CHP 1.3 MATERIAL PROPERTIES MATERIAL PROPERTIES Date: 5/17/23 Page: Project :Cypress Fire Station No: 23005.00 By: CHP/JS Materials (All values below are default values in general notes.) 1. Timber a.) All posts and beams are DF#1 U.O.N. (Fb = 1000 psi, Fv = 180 psi, E = 1700000 psi for dimension lumber), studs and plates are construction grade. b.) All roof and ceiling joists are DF#2 U.O.N. (Fb = 900 psi, Fv = 180 psi, E = 1700000 psi for dimension lumber) c.) All PSLs are grade 2.0E (Fb = 2900 psi, Fv = 290 psi, E = 2000000 psi). d.) ALL LVLs are grade 2.0E (Fb = 2600 psi, Fv = 285 psi, E = 2000000 psi). e.) All existing wood is assumed to be DF #2 Struct. (Fb = 1300 psi, Fv = 90 psi, E = 1500000 psi) 2. Plywood grade, thickness. CDX or Type 2-M-W OSB 3. Plywood nailing schedule and diaphragm, shear wall design values. 4. Concrete, f’c= 4000 psi for all normal weight concrete. 5. Rebar is ASTM A615, Grade 60 U.O.N. 6. Structural Fasteners a.) Erection, grouted, and timber connection bolts are ASTM A307, Grade A. b.) High strength bolts are ASTM A325. c.) Anchor rods and anchor bolts are ASTM F1554, Grade 55. Fabricated Items 1. Hilti KB-TZ expansion anchors per manufacturer’s instructions. 2. Epoxy anchors use Hilti Hit-HY 200. 3. Simpson catalogue pages for wood straps. Indicate any modifications due to reduced nailing or edge distance, 80% limit for State Schools, Hospital. Printed on: 5/15/2024 at 10:52 AM 23005.10_Project Calculations_2021 IBC1.xlsx 8 Project: Project No: By: Date:Revision:Page: 9 CYPRESS FIRE STATION 23005.10 JS/CHP 1.4 GRAVITY/SEISMIC WEIGH-UP WEIGH UP Dead Loads Typical Roof psf psf psf psf psf psf psf psf Ceiling (5/8" Gyp.) psf psf Ceiling Joists psf psf Existing 1x6 Sheathing psf psf psf psf Total psf psf Street Elevation Roof psf psf psf psf Barrel Tiles psf psf psf psf Existing 1x6 Sheathing psf psf Ceiling (5/8" Gyp.) psf psf (E) Ceiling Joists psf psf Total psf psf 2x6 @ 16" O.C. Studs psf (2) 1/2" Sheathing psf 5/8" Gyp. psf Stucco + Insulation psf psf 2x6 @ 16" O.C. Studs psf 1/2" Sheathing psf (2) 5/8" Gyp. psf Insulation psf psf 2.9 2.9 MEP Typical Exterior Wall Weight (per wall area) 19Total = Typical Interior Wall Weight (per wall area) 1.5 1.5 6.3 1.0 Total = 10 31.0 Gravity Seismic 1.5 1.5 2.0 2.0 5.4 5.4 2.0 2.0 4.0 4.0 3.1 3.1 2.0 2.0 2.9 2.9 Cypress Fire Station No: 23005.00 By: CHP/JS Date: 5/17/23 Page: Project : MEP 1/2" Sheathing 3.5x14 LVL @ 24" O.C. Trusses 23.0 Gravity 3.1 2.0 19.0 1.0 1.5 1.5 2x6 @ 24" O.C. 1/2" Sheathing Topping Membrane 1.5 3.0 3.1 11.0 23.0 Seismic 3.1 1.5 19.0 2.0 1.0 31.0 1.5 Printed on: 5/2/2024 at 3:31 PM 23005.10_Project Calculations_2021 IBC1.xlsx 10 Cypress Fire Station No: 23005.00 By: CHP/JS Date: 5/17/23 Page: Project : Floor Weigh Up Total = Wall Weigh Up Total =74094 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - --- -- - 220.46 10.3 24866 49228 49228 0 0 0 0 0.0 0 24866 - - - -- 0 0 0 0 -- - -- -- 88964 - - - -- - 0.0 0000.0 WFLR, L (psf) 0.0 0 0 0 0 - - -- - - - - - - - 0 0.0 - - 0 0.0 - - - - -- - - - - - - - - - --- - - - - - - - -- - - - - - - - - - 0 - - - - -- - 0 - 0.0 - 0 0.0 0.0 00 0.0 0 - 0 000.0 0.0 0 0.0 88964 Level ARoof1 (ft2) WR1,D (psf) WMISC (psf)ATOTAL (ft2) AMISC (ft2) WTOTAL (lbs) 0 WROOF2 (psf) 31.0 0 R 2838 23.0 0.0 36030 AROOF2 (ft2) 765 0.0 WRoof, L (psf) 0.0 0.0 - - - - - - - - Alternate Method Interior Walls Exterior Walls Total LTOTAL (ft) WWALL (psfover wall)WWALL (lbs)LTOTAL (ft) WWALL (psfover wall)WWALL (lbs) WWALL (lbs) 0 0.0 0 165.16 18.6 0 0 0.0 Level R R1 (Ext.) R2(Int.) - - - - - - - - - hSTORY (ft) 0 16 11 - - 0 0.0 0.0 - - - Printed on: 5/2/2024 at 3:31 PM 23005.10_Project Calculations_2021 IBC1.xlsx 11 Cypress Fire Station No: 23005.00 By: CHP/JS Date: 5/17/23 Page: Project : Weigh Up Summary Total Seismic Weight = Check Vertical Type 2 Irregularity - Weight (Mass) - - - Seismic Weigh Up Level - - 0 0 ELF Procedure PERMITTED #DIV/0! #DIV/0! #DIV/0! #DIV/0! REMARKS #DIV/0! - - R - - - - - - - Walls Above Walls Below - - WSTORY (wx) 88964 0 - - - - Floor kipslbs lbs lbs 0 0 - 0 0 0 - - - - - - 0 37047 0 0 0 0 126.0 126.0 0.0 0.0 0.0 - - - - Check level below % - - - - - - - - - - - - - - - - 0.0 - - - - WSTORY (wx) kips 126.0 0.0 0.0 0.0 0.0 - - Level R - - - - - - - #DIV/0! #DIV/0! #DIV/0! #DIV/0! - - Defined by Table 12.3-2 (ASCE 7-16): If adjacent story masses differ by more than 150%, a Type 2 -Weight (mass) irregularity is triggered. - Check level above % 0% #DIV/0! #DIV/0! #DIV/0! - - - - - - - - - - - - - - - Printed on: 5/2/2024 at 3:31 PM 23005.10_Project Calculations_2021 IBC1.xlsx 12 Project: Project No: By: Date:Revision:Page: 13 CYPRESS FIRE STATION 23005.10 JS/CHP 1.5 SEISMIC PARAMETERS AND DESIGN LOADS Project: 23005.10 1 1.5 SEISMIC LOADS & DESIGN PARAMETERS The seismic design load parameters and Site Classification are outlined in Table 1. These values were provided by GEOCON and summarized in their geotechnical report dated April 23, 2024. A site-specific analysis was performed. Table 1: Seismic Design Parameters Seismic Parameter Value Seismic Importance Factor, Ie 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 1.288 g, S1 = 0.460 g Site Classification D (Fa=1.0, Fv=1.84) Spectral Response Coefficients: SDS = 1.090 g, SD1 = 0.792 g Seismic Design Category D 14 SEISMIC FORCES per ASCE 7-16 Seismic Parameters for MCER ground motions SS=S1= Design Spectrum Site Class = Fa =IBC Table 1613.2.3(1) Fv =IBC Table 1613.2.3(2) SMS ==FaSS SM1 ==FvS1 SDS ==(2/3)SMS SD1 ==(2/3)SM1 SD1(mod) ==1.5 x SD1 150% amplification for T>1.5Ts applies for ELF & MRSA Procedure T0 ==0.2(SD1/SDS) TS ==(SD1/SDS) TL =Long period Transition Seismic Design Category (SDC) Risk Category = Seismic Importance Factor, Ie = Design Category (based on SDS) =IBC Table 1613.2.5(1) Design Category (based on SD1) =IBC Table 1613.2.5(2) Design Category (governing) = Worst Case (R/I)xCs = Unreduced N/S base shear (R/I)xCs =Unreduced E/W base shear Project : 8.0sec 0.73sec 0.15sec 0.792g 1.090g 1.188g If Site Class D is selected as a Default (ie no site classification by Geotechnical Engineer), then Fa shall not be less than 1.2 [Ref CBC/IBC s1613.2.3]. Per s11.4.8: Exception 2: For S1 > 0.2, the Design Basis Earthquake spectrum is amplified by up to 1.5 x eq. 11.4-6 & 11.4-7 for T > 1.5Ts, or = Sds for Ts > T > 1.5Ts. D 1.76g 1.84 1.00 1.188g II D D 1.00 D 1.288g 0.460g No: CHP/JS 5/17/23 23005.00 Page:Date: By: Cypress Fire Station 1.09g 1.09g 0.0g 0.2g 0.4g 0.6g 0.8g 1.0g 1.2g 1.4g 1.6g 0.0sec 0.5sec 1.0sec 1.5sec 2.0sec 2.5sec 3.0sec 3.5sec 4.0sec Sp e c t r a l A c c e l e r a t i o n , S a Period, T Elastic (Unreduced) Design Response Spectrum (including effect of s11.4.8 Exception 2, where applicable) Sa To Ts Sa, N/S Sa, E/W Printed on: 5/14/2024 at 3:02 PM 23005.10_Project Calculations_2021 IBC1.xlsx 15 PER GEOTECHNICAL REPORT N/S SEISMIC FORCES per ASCE 7-16 Structural System Seismic Force Resisting System: Response Modification Coefficient, R: System Limitation/ Height Limit ft Structure Period T =building period by analysis type = hn =Structure height Ta =ASCE 7-16 eq. (12.8-7) Cu =Period Cap Does not Apply Cs mod. factor =Exemption #2 of 11.4.8, ASCE 7-16 Tused =Base Shear Period used Tused =<-- For Drifts Calculate Base Shear Strength Drifts (period cap not considered) ASCE 7 eq. (12.8.2) Governs <-- for strength ASCE 7 eq. (12.8.2) Governs <-- for drifts Project : 15.0 ft 65 Other Structural System Date: 5/17/23 Page: Cypress Fire Station No: 0.17gCs =0.17g=SDS (R/Ie)=SDS (R/Ie)Cs shall equal the value from ASCE 7 eq. (12.8-2) =SD1TL T(R/Ie) 0.05g SD1TL T2(R/Ie) T2(R/Ie) 23005.00 By: CHP/JS 100% 1.40 0.15 sec 0.15 sec 6.50 A.15 Light frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets 0.15 sec Cs =T(R/Ie) However, Cs need not exceed ASCE 7 eq. (12.8-3) if T is less than TL Cs = Cs = & Cs need not exceed ASCE 7 eq. (12.8-4) if T is greater the TL Cs shall not be less than ASCE 7 eq. (12.8-5) 0.80g 41.95gCs ==41.95g =SD10.17g = 0.04g Strength: if S1 > 0.60g then Cs shall not be less than ASCE 7 eq. (12.8-6); Drift: Cs shall not be less than ASCE 7 eq. (12.8-6), regardless of S10.04g =0.5S1 (R/Ie) max(0.044S DsIe, 0.01)N.R. 0.168g (R/Ie) SD1= =max(0.044S DsIe, 0.01) =0.5S1 Cs =0.168g Cs = Printed on: 5/14/2024 at 3:02 PM 23005.10_Project Calculations_2021 IBC1.xlsx 16 E/W SEISMIC FORCES per ASCE 7-16 Structural System Seismic Force Resisting System: Response Modification Coefficient, R: System Limitation/ Height Limit ft Structure Period T =building period by analysis type = hn =Structure height Ta =ASCE 7-16 eq. (12.8-7) Cu =Period Cap Does not Apply Cs mod. factor =Exemption #2 of 11.4.8, ASCE 7-16 Tused =Base Shear Period used Tused =<-- For Drifts Calculate Base Shear Strength Drifts (period cap not considered) ASCE 7 eq. (12.8.2) Governs <-- for strength ASCE 7 eq. (12.8.2) Governs <-- for drifts Project : 0.15 sec Other Structural System Cypress Fire Station No: 23005.00 By: CHP/JS Date: 5/17/23 Page: Cs =0.168g Cs == = A.15 Light frame (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets 100% SDS (R/Ie) 15.0 ft 0.15 sec 0.15 sec 65 Cs shall equal the value from ASCE 7 eq. (12.8-2)0.17g SDS =(R/Ie)0.17g 1.40 T(R/Ie) However, Cs need not exceed ASCE 7 eq. (12.8-3) if T is less than TL & Cs need not exceed ASCE 7 eq. (12.8-4) if T is greater the TL Cs =0.04g =0.5S1 (R/Ie) Cs =0.05g =max(0.044S DsIe, 0.01) Cs =41.95g =SD1TL T2(R/Ie) SD1 6.50 =Cs shall not be less than ASCE 7 eq. (12.8-5) Strength: if S1 > 0.60g then Cs shall not be less than ASCE 7 eq. (12.8-6); Drift: Cs shall not be less than ASCE 7 eq. (12.8-6), regardless of S1 SD1 T(R/Ie) 41.95g =SD1TL T2(R/Ie) max(0.044S DsIe, 0.01) Cs =0.168g N.R. 0.80g (R/Ie)0.04g =0.5S1 =Cs =0.17g Printed on: 5/14/2024 at 3:02 PM 23005.10_Project Calculations_2021 IBC1.xlsx 17 Standard: Hazard Level: N/S VERTICAL SEISMIC FORCE DISTRIBUTION (Equivalent Lateral Force Procedure) Input Parameters Cs = Diaphragm Force @ each Level WTotal =kips (Eqn 12.10-1, ASCE 7-16) EBF =existing building reduction factor kips (LRFD) Vbase =kips (ASD)0.2SDSIewpx (Eqn 12.10-2, ASCE 7-16) T =sec 0.4SDSIewpx (Eqn 12.10-3, ASCE 7-16) k = per section 12.8.3 SDS = Ie = Lateral Force @ each Level Fx LRFD R - - - - - - - - - - - S = wpx 1.00 (Fpx)max = 1.09 1.00 Cypress Fire Station No: 23005.00 By: CHP/JS Date: 5/17/23 Page: 0.75 ASCE 7-16 BSE-2E Project : Vbase =16 S wi 11 0.15 (Fpx)min = 0.2 W 126 Fpx = S Fi Cvx = wxhx k Fx = CvxV S wihi k Input Parameters Lateral Force Le v e l hSTORY hx wx wxhx k ft feet kips kip-ft Fx ASD kips Seismic Force Distribution wpx Diaphragm Force to ASCE 7-16 Fd ASD kipskips 126 2016 15.8 11.1 126.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.00.0 0 0.0 16.0 0.0 0.0 0.0 0 00 0 00 126 0.0 0.0 0 0 0 00 0 0 00.0 0.0 0 0 0.0 0.0 0.0 0.0 0 0.0 0 000 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0.0 0.0 0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Fx 0.0 0Fx 0Fx Fx Fx 0 00.0 0Fx0.0 0.0 0Fx 0 0.0 0.0 0.0 0 0 Fx Fx 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fx Fx 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 (without ρ or Ωo) 19 Fpx,min Fpx,max kips Fpx kips Control Force Min 2727 55 kips kips Fd 16.0 16.0 126 2016 16 0.0 0.0 0 kips 11 16 0 Printed on: 5/14/2024 at 3:07 PM 23005.10_Project Calculations_2021 IBC1.xlsx 18 Standard: Hazard Level: E/W VERTICAL SEISMIC FORCE DISTRIBUTION (Equivalent Lateral Force Procedure) Input Parameters Cs = Diaphragm Force @ each Level WTotal =kips (Eqn 12.10-1, ASCE 7-16) EBF =existing building reduction factor kips (LRFD) Vbase =kips (ASD)0.2SDSIwpx (Eqn 12.10-2, ASCE 7-16) T =sec 0.4SDSIwpx (Eqn 12.10-3, ASCE 7-16) k = per ASCE 41 sections 4 & 7 SDS = Ie = Lateral Force @ each Level Fx LRFD R - - - - - - - - - - - S = 0 0.0 0.0 0.0 0.0 0.0 126.0 2016 15.8 11.1 126.0 0.0 Fx 0 0.0 0 Fx 0 0 0.0 Fx 0 0.0 0 0 0 0 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0 00.0 0 Fx 0 0 0 0.0 0.0 0 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0 0 Fx 0 0 Fx 0 0 Fx 0 0 0.0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 00 Fx kips 16 Min 27 19 00 0 0 Fx Fx 0 55 0 Fx 0 0 00 0 0 0 Input Parameters Lateral Force Diaphragm Force to ASCE 7-16 Le v e l hSTORY hx wx wxhx k Fx ASD wpx Fpx,min Fpx,max Fpx Control Fd ASD kips kips Force kips 0 wpx0.75 S wi Vbase =16 ft feet kips kip-ft kips kips kips kips 11 (Fpx)min = 0.15 (Fpx)max = 1.00 1.09 1.00 Cvx = wxhx k Fx = CvxV Cypress Fire Station No: 23005.00 By: CHP/JS Date: 5/17/23 Page: Project : 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 ASCE 7-16 BSE-2E 2016 16 11 126 27 0 0 0 0 0 0.2 W 126 Fpx = S Fi S wihi k (without ρ or Ωo) 0 0 0 Fd 16.0 126 Seismic Force Distribution 0.0 0 0 0 0 0 0.0 0.0 0 16.0 Printed on: 5/14/2024 at 3:07 PM 23005.10_Project Calculations_2021 IBC1.xlsx 19 Project: Project No: By: Date:Revision:Page: 20 CYPRESS FIRE STATION 23005.10 JS/CHP 1.6 WIND LOADING Holmes US 523 West 6th St. Suite 1122 Los Angeles, CA 90014 Project Job Ref. Section Sheet no./rev. 1 Calc. by C Date 4/29/2024 Chk'd by Date App'd by Date WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.13 Building data Type of roof;Flat Length of building ;b = 90.50 ft Width of building ;d = 42.50 ft Height to eaves;H = 15.00 ft Mean height;h = 15.00 ft General wind load requirements Basic wind speed;V = 95.0 mph Risk category;II Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85 Ground elevation above sea level ;zgl = 0 ft Ground elevation factor ;Ke = exp(-0.0000362  zgl/1ft) = 1.00 Exposure category (cl 26.7.3);B Enclosure classification (cl.26.12);Partially enclosed buildings Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.55 Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.55 Gust effect factor;Gf = 0.85 Minimum design wind loading (cl.27.1.5);pmin_r = 8 lb/ft2 Topography Topography factor not significant ;Kzt = 1.0 Velocity pressure equation ;q = 0.00256  Kz  Kzt  Kd  V2  1psf/mph2; Velocity pressures table z (ft)Kz (Table 26.10-1)qz (psf) 15.00 0.57 11.19 Peak velocity pressure for internal pressure Peak velocity pressure – internal (as roof press.);qi = 11.19 psf Pressures and forces Net pressure;p = q  Gf  Cpe - qi  GCpi; 21 Holmes US 523 West 6th St. Suite 1122 Los Angeles, CA 90014 Project Job Ref. Section Sheet no./rev. 2 Calc. by C Date 4/29/2024 Chk'd by Date App'd by Date Net force;Fw = p  Aref; Roof load case 1 - Wind 0, GC pi 0.55, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve)15.00 -0.90 11.19 -14.72 678.75 -9.99 B (-ve)15.00 -0.90 11.19 -14.72 678.75 -9.99 C (-ve)15.00 -0.50 11.19 -10.91 1357.50 -14.82 D (-ve)15.00 -0.30 11.19 -9.01 1131.25 -10.19 Total vertical net force ;Fw,v = -44.99 kips Total horizontal net force ;Fw,h = 0.00 kips Walls load case 1 - Wind 0, GC pi 0.55, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 15.00 0.80 11.19 1.46 1357.50 1.98 B 15.00 -0.50 11.19 -10.91 1357.50 -14.82 C 15.00 -0.70 11.19 -12.82 637.50 -8.17 D 15.00 -0.70 11.19 -12.82 637.50 -8.17 Overall loading Projected vertical plan area of wall ;Avert_w_0 = b  H = 1357.50 ft2 Projected vertical area of roof ;Avert_r_0 = 0.00 ft2 Minimum overall horizontal loading ;Fw,total_min = pmin_w  Avert_w_0 + pmin_r  Avert_r_0 = 21.72 kips Leeward net force;Fl = Fw,wB = -14.8 kips Windward net force ;Fw = Fw,wA = 2.0 kips Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 21.7 kips Roof load case 2 - Wind 0, GC pi -0.55, -1cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve)15.00 -0.18 11.19 4.44 678.75 3.02 B (+ve)15.00 -0.18 11.19 4.44 678.75 3.02 C (+ve)15.00 -0.18 11.19 4.44 1357.50 6.03 D (+ve)15.00 -0.18 11.19 4.44 1131.25 5.03 Total vertical net force ;Fw,v = 17.09 kips Total horizontal net force ;Fw,h = 0.00 kips Walls load case 2 - Wind 0, GC pi -0.55, -1cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 15.00 0.80 11.19 13.77 1357.50 18.69 B 15.00 -0.50 11.19 1.40 1357.50 1.90 22 Holmes US 523 West 6th St. Suite 1122 Los Angeles, CA 90014 Project Job Ref. Section Sheet no./rev. 3 Calc. by C Date 4/29/2024 Chk'd by Date App'd by Date Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) C 15.00 -0.70 11.19 -0.50 637.50 -0.32 D 15.00 -0.70 11.19 -0.50 637.50 -0.32 Overall loading Projected vertical plan area of wall ;Avert_w_0 = b  H = 1357.50 ft2 Projected vertical area of roof ;Avert_r_0 = 0.00 ft2 Minimum overall horizontal loading ;Fw,total_min = pmin_w  Avert_w_0 + pmin_r  Avert_r_0 = 21.72 kips Leeward net force;Fl = Fw,wB = 1.9 kips Windward net force ;Fw = Fw,wA = 18.7 kips Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 21.7 kips Roof load case 3 - Wind 90, GC pi 0.55, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve)15.00 -0.90 11.19 -14.72 318.75 -4.69 B (-ve)15.00 -0.90 11.19 -14.72 318.75 -4.69 C (-ve)15.00 -0.50 11.19 -10.91 637.50 -6.96 D (-ve)15.00 -0.30 11.19 -9.01 2571.25 -23.17 Total vertical net force ;Fw,v = -39.51 kips Total horizontal net force ;Fw,h = 0.00 kips Walls load case 3 - Wind 90, GC pi 0.55, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 15.00 0.80 11.19 1.46 637.50 0.93 B 15.00 -0.29 11.19 -8.95 637.50 -5.71 C 15.00 -0.70 11.19 -12.82 1357.50 -17.40 D 15.00 -0.70 11.19 -12.82 1357.50 -17.40 Overall loading Projected vertical plan area of wall ;Avert_w_90 = d  H = 637.50 ft2 Projected vertical area of roof ;Avert_r_90 = 0.00 ft2 Minimum overall horizontal loading ;Fw,total_min = pmin_w  Avert_w_90 + pmin_r  Avert_r_90 = 10.20 kips Leeward net force;Fl = Fw,wB = -5.7 kips Windward net force ;Fw = Fw,wA = 0.9 kips Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 10.2 kips Roof load case 4 - Wind 90, GC pi -0.55, +cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve)15.00 -0.18 11.19 4.44 318.75 1.42 23 Holmes US 523 West 6th St. Suite 1122 Los Angeles, CA 90014 Project Job Ref. Section Sheet no./rev. 4 Calc. by C Date 4/29/2024 Chk'd by Date App'd by Date Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) B (+ve)15.00 -0.18 11.19 4.44 318.75 1.42 C (+ve)15.00 -0.18 11.19 4.44 637.50 2.83 D (+ve)15.00 -0.18 11.19 4.44 2571.25 11.43 Total vertical net force ;Fw,v = 17.09 kips Total horizontal net force ;Fw,h = 0.00 kips Walls load case 4 - Wind 90, GC pi -0.55, +cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 15.00 0.80 11.19 13.77 637.50 8.78 B 15.00 -0.29 11.19 3.36 637.50 2.14 C 15.00 -0.70 11.19 -0.50 1357.50 -0.68 D 15.00 -0.70 11.19 -0.50 1357.50 -0.68 Overall loading Projected vertical plan area of wall ;Avert_w_90 = d  H = 637.50 ft2 Projected vertical area of roof ;Avert_r_90 = 0.00 ft2 Minimum overall horizontal loading ;Fw,total_min = pmin_w  Avert_w_90 + pmin_r  Avert_r_90 = 10.20 kips Leeward net force;Fl = Fw,wB = 2.1 kips Windward net force ;Fw = Fw,wA = 8.8 kips Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 10.2 kips 24 Holmes US 523 West 6th St. Suite 1122 Los Angeles, CA 90014 Project Job Ref. Section Sheet no./rev. 5 Calc. by C Date 4/29/2024 Chk'd by Date App'd by Date 25 Holmes US 523 West 6th St. Suite 1122 Los Angeles, CA 90014 Project Job Ref. Section Sheet no./rev. 6 Calc. by C Date 4/29/2024 Chk'd by Date App'd by Date 26 Project: Project No: By: Date:Revision:Page: 27 CYPRESS FIRE STATION 23005.10 JS/CHP 2.0 GRAVITY DESIGN Project: Project No: By: Date:Revision:Page: 28 2.1 GRAVITY LOADING PLAN CYPRESS FIRE STATION 23005.10 JS/CHP Holmes Structures 523 West 6th St. Suite 1122 Los Angeles, CA 90014 USA 213 481 5630 Project: Project No: Sketch Title: Sketch No:Rev: Date: Scale: By: 29 CYPRESS FIRE STATION 23005.10 ROOF LOADINF PLAN 1 A3.00 1 A3.01 2 A3.00 1 2 3 A B C D E F A 1B1 ROOF LOADING DIAGRAM KEY LOAD SCHEDULE DE A D L O A D ( D L ) DE S I G N A T I O N 1 NOTES: 1. DEAD LOAD IS A COMBINATION OF THE SELF WEIGHT OF STRUCTURE (EXCLUDES BM. WEIGHT), FLOOR FINISHES, CEILING & MEP. ASSUMED FLOOR FINISHES ARE NOTED IN REMARKS. 2. LIVE LOADS MARKED (R) ARE REDUCIBLE IN ACCORDANCE WITH THE IBC & ASCE7. LI V E L O A D ( L L ) DE S I G N A T I O N 2 MARK USE LOAD (PSF)REMARKS 1 - ROOF - 20 (R) -- A ROOF 23 - --- 31B BARREL TILE ROOF HATCH - LOADING DIAGRAM LEGEND A 1 INDICATES MARK FOR LIVE LOADING - SEE DESIGNATION SCHEDULE INDICATES MARK FOR DEAD LOADING - SEE DESIGNATION SCHEDULE - - - ROOF - Project: Project No: By: Date:Revision:Page: 30 2.2 JOISTS CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 31 2.2.1 ROOF JOISTS CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 32 RJ-1: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 15 FT 2 FT A1 (SEE LOADING PLAN IN SEC. 2.0) 1 3/4x14 LVL CYPRESS FIRE STATION 23005.10 JS/CHP 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 2x 1 0 C L G . J O I S T @ 2 4 " O . C . (E ) T R U S S E S @ 2 4 " O . C . HDR. 3B CONNECT (E) TRU (E) WALL, SEE FR SHEET NOTE 10, 1 S2.02 S2.02 8 S2.02 (2 ) 2 x 1 0 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) Uniform Load : W = -0.0340 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 2.0 ft, (Zone 3 C&C Pressure) Uniform Load : W = -0.0280 ksf, Extent = 9.50 -->> 15.0 ft, Tributary Width = 2.0 ft, (Zone 1 C&C Pressure) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.702: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 7.500 ft 36.22 psi= = 783.45 psi 1.75x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 1.75x14 Maximum Shear Stress Ratio 0.102 : 1 13.850 ft= = 549.92 psi Maximum Deflection 1949 >=240 1050 Ratio =18469 >=180 Max Downward Transient Deflection 0.057 in 3143Ratio =>=240 Max Upward Transient Deflection -0.092 in Ratio = Max Downward Total Deflection 0.171 in Ratio =>=180 Max Upward Total Deflection -0.010 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only Span: 1 : W Only Span: 1 : +1.50D+Lr Span: 1 : +0.60D+0.60W . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.1714 7.555 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.699 0.699 Max Upward from Load Combinations 0.699 0.699 Max Upward from Load Cases 0.399 0.399 Max Downward from all Load Conditio -0.498 -0.456 Max Downward from Load Combinations -0.060 -0.034 Max Downward from Load Cases (Resis -0.498 -0.456 D Only 0.399 0.399 +D+Lr 0.699 0.699 33 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr 0.624 0.624 +D+0.60W 0.100 0.125 +D+0.750Lr+0.450W 0.400 0.418 +D+0.450W 0.175 0.193 +0.60D+0.60W -0.060 -0.034 +0.60D 0.239 0.239 Lr Only 0.300 0.300 W Only -0.498 -0.456 34 Project: Project No: By: Date:Revision:Page: 35 RJ-2: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 25 FT 2 FT A1 (SEE LOADING PLAN IN SEC. 2.0) 1 3/4x14 LVL CYPRESS FIRE STATION 23005.10 JS/CHP (E ) T R U S S E S @ 2 4 " O . C . ( H I G H ) 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S (2 ) 2 x 1 0 C L G . J O I S T @ 2 4 " O . C . HDR. 8 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-2 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam = 6.0 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) Uniform Load : W = -0.0340 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 2.0 ft, (Zone 3 C&C Pressure) Uniform Load : W = -0.0280 ksf, Extent = 9.250 -->> 15.50 ft, Tributary Width = 2.0 ft, (Zone 2 C&C Pressure) Uniform Load : W = -0.0340 ksf, Extent = 15.50 -->> 25.0 ft, Tributary Width = 2.0 ft, (Zone 3 C&C Pressure) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.897: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 12.500 ft 65.04 psi= = 1,702.41 psi 1.75x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 1.75x14 Maximum Shear Stress Ratio 0.183 : 1 23.905 ft= = 1,527.57 psi Maximum Deflection 422 >=240 226 Ratio =4045 >=180 Max Downward Transient Deflection 0.442 in 678Ratio =>=240 Max Upward Transient Deflection -0.711 in Ratio = Max Downward Total Deflection 1.322 in Ratio =>=180 Max Upward Total Deflection -0.074 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only Span: 1 : W Only Span: 1 : +1.50D+Lr Span: 1 : +0.60D+0.60W . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 1.3224 12.591 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.164 1.164 Max Upward from Load Combinations 1.164 1.164 Max Upward from Load Cases 0.664 0.664 Max Downward from all Load Conditio -0.823 -0.819 36 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-2 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Downward from Load Combinations -0.095 -0.093 Max Downward from Load Cases (Resis -0.823 -0.819 D Only 0.664 0.664 +D+Lr 1.164 1.164 +D+0.750Lr 1.039 1.039 +D+0.60W 0.171 0.173 +D+0.750Lr+0.450W 0.669 0.671 +D+0.450W 0.294 0.296 +0.60D+0.60W -0.095 -0.093 +0.60D 0.399 0.399 Lr Only 0.500 0.500 W Only -0.823 -0.819 37 Project: Project No: By: Date:Revision:Page: 38 RJ-3: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 18.75 FT 2 FT A1 (SEE LOADING PLAN IN SEC. 2.0) 1 3/4x14 LVL CYPRESS FIRE STATION 23005.10 JS/CHP (E ) T R U S S E S @ 2 4 " O . C . 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 2x 1 0 C L G . J O I S T @ 2 4 " O . C . 4 4 . HDR. S2 0 DF#1 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-3 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) Uniform Load : W = -0.0270 ksf, Tributary Width = 2.0 ft, (Zone 2 C&C Pressure) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.259: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 9.375 ft 46.83 psi= = 3,322.66 psi 1.75x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 1.75x14 Maximum Shear Stress Ratio 0.131 : 1 0.000 ft= = 859.26 psi Maximum Deflection 1192 >=240 537 Ratio =125866 >=180 Max Downward Transient Deflection 0.140 in 1609Ratio =>=240 Max Upward Transient Deflection -0.189 in Ratio = Max Downward Total Deflection 0.418 in Ratio =>=180 Max Upward Total Deflection -0.002 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only Span: 1 : W Only Span: 1 : +1.50D+Lr Span: 1 : +0.60D+0.60W . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.4184 9.443 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.873 0.873 Max Upward from Load Combinations 0.873 0.873 Max Upward from Load Cases 0.498 0.498 Max Downward from all Load Conditio -0.506 -0.506 Max Downward from Load Combinations -0.005 -0.005 Max Downward from Load Cases (Resis -0.506 -0.506 D Only 0.498 0.498 +D+Lr 0.873 0.873 +D+0.750Lr 0.780 0.780 39 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-3 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W 0.195 0.195 +D+0.750Lr+0.450W 0.552 0.552 +D+0.450W 0.270 0.270 +0.60D+0.60W -0.005 -0.005 +0.60D 0.299 0.299 Lr Only 0.375 0.375 W Only -0.506 -0.506 40 Project: Project No: By: Date:Revision:Page: 41 RJ-4: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 21 FT 2 FT A1 (SEE LOADING PLAN IN SEC. 2.0) 1 3/4x14 LVL CYPRESS FIRE STATION 23005.10 JS/CHP 4 HDR. S2.02 6 1' - 0 " 4x10 DF#1 9 TCH, SIZE 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-4 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) Uniform Load : W = -0.0340 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 2.0 ft, (Zone 3 C&C Pressure) Uniform Load : W = -0.0280 ksf, Extent = 9.50 -->> 15.0 ft, Tributary Width = 2.0 ft, (Zone 1 C&C Pressure) Load for Span Number 2 Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) Uniform Load : W = -0.00280 ksf, Tributary Width = 2.0 ft, (Zone 1 C&C Pressure) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.533: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 15.000 ft 44.69 psi= = 783.45 psi 1.75x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 1.75x14 Maximum Shear Stress Ratio 0.125 : 1 13.911 ft= = 417.94 psi Maximum Deflection 3337 >=240 1895 Ratio =8241 >=180 Max Downward Transient Deflection 0.032 in 5674Ratio =>=240 Max Upward Transient Deflection -0.054 in Ratio = Max Downward Total Deflection 0.095 in Ratio =>=180 Max Upward Total Deflection -0.009 in fb: Actual F'b fv: Actual F'v Span: 2 : W Only Span: 2 : Lr Only Span: 2 : +0.60D+0.60W Span: 2 : +1.50D+Lr . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.0949 6.788 0.0000 0.000 +1.50D+Lr20.0000 6.788 -0.0087 2.313 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.566 1.443 0.198 Max Upward from Load Combinations 0.566 1.443 0.101 Max Upward from Load Cases 0.323 0.823 0.198 42 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ-4 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Downward from all Load Conditio -0.412 -0.773 -0.052 Max Downward from Load Combinations -0.054 -0.052 Max Downward from Load Cases (Resis -0.412 -0.773 -0.030 D Only 0.323 0.823 -0.030 +D+Lr 0.566 1.443 -0.052 +D+0.750Lr 0.505 1.288 -0.047 +D+0.60W 0.076 0.359 0.089 +D+0.750Lr+0.450W 0.320 0.940 0.042 +D+0.450W 0.137 0.475 0.059 +0.60D+0.60W -0.054 0.030 0.101 +0.60D 0.194 0.494 -0.018 Lr Only 0.243 0.619 -0.022 W Only -0.412 -0.773 0.198 43 Project: Project No: By: Date:Revision:Page: 44 2.2.2 CEILING JOISTS CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 45 CJ-1: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 15 FT 2 FT SEE WEIGH-UP IN SEC. 1.4 2x10 DF NO.2 CYPRESS FIRE STATION 23005.10 JS/CHP @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 2x 1 0 C L G . J O I S T @ 2 4 " O . C . (E ) T R U S S E S @ 2 4 " O . C . HDR 3B CONNECT (E) TRUSSE (E) WALL, SEE FRAMIN SHEET NOTE 10, TYP. (2 ) 2 x 1 0 2x1 2x1 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:CJ-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) Uniform Load : L = 0.0140 ksf, Extent = 6.250 -->> 8.750 ft, Tributary Width = 2.0 ft, (Maintenence load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.354: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.500 ft 16.16 psi= = 1,138.50 psi 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x10 Maximum Shear Stress Ratio 0.090 : 1 14.234 ft= = 403.33 psi Maximum Deflection 0 <240 756 Ratio =0 <180 Max Downward Transient Deflection 0.053 in 3376Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.238 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +1.50D+L n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+L 1 0.2380 7.555 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.163 0.163 Max Upward from Load Combinations 0.163 0.163 Max Upward from Load Cases 0.128 0.128 D Only 0.128 0.128 +D+L 0.163 0.163 +D+0.750L 0.154 0.154 +0.60D 0.077 0.077 L Only 0.035 0.035 46 Project: Project No: By: Date:Revision:Page: 47 CJ-2: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 25 FT 2 FT SEE WEIGH-UP IN SEC. 1.4 (2)2x10 DF NO.2 CYPRESS FIRE STATION 23005.10 JS/CHP (E ) T R U S S E S @ 2 4 " O . C . ( H I G H ) @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S (2 ) 2 x 1 0 C L G . J O I S T @ 2 4 " O . C . 2 S2.02 7 S2.02 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:CJ-2 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) Point Load : L = 0.30 k @ 12.250 ft, (Maintenence load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.846: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 12.226 ft 21.00 psi= = 1,138.50 psi 2-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.117 : 1 0.000 ft= = 963.08 psi Maximum Deflection 0 <240 218 Ratio =0 <180 Max Downward Transient Deflection 0.536 in 560Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.374 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +1.50D+L n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+L 1 1.3740 12.500 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.403 0.397 Max Upward from Load Combinations 0.403 0.397 Max Upward from Load Cases 0.250 0.250 D Only 0.250 0.250 +D+L 0.403 0.397 +D+0.750L 0.365 0.360 +0.60D 0.150 0.150 L Only 0.153 0.147 48 Project: Project No: By: Date:Revision:Page: 49 CJ-3: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 19 FT 2 FT SEE WEIGH-UP IN SEC. 1.4 2x10 DF NO.2 CYPRESS FIRE STATION 23005.10 JS/CHP (E ) T R U S S E S @ 2 4 " O . C . 1 3 / 4 x 1 4 L V L J O I S T @ 2 4 " O . C . P L A C E D BT W N . ( E ) T R U S S E S 2x 1 0 C L G . J O I S T @ 2 4 " O . C . 4 3A HDR.HDR. 1 S2.02 1 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:CJ-3 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) Uniform Load : L = 0.0140 ksf, Extent = 8.250 -->> 10.750 ft, Tributary Width = 2.0 ft, (Maintenence load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.531: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 9.500 ft 19.85 psi= = 1,138.50 psi 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x10 Maximum Shear Stress Ratio 0.110 : 1 18.237 ft= = 604.79 psi Maximum Deflection 0 <240 390 Ratio =0 <180 Max Downward Transient Deflection 0.109 in 2094Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.584 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +1.50D+L n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+L 1 0.5842 9.569 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.197 0.197 Max Upward from Load Combinations 0.197 0.197 Max Upward from Load Cases 0.162 0.162 D Only 0.162 0.162 +D+L 0.197 0.197 +D+0.750L 0.188 0.188 +0.60D 0.097 0.097 L Only 0.035 0.035 50 Project: Project No: By: Date:Revision:Page: 51 CJ-4: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 21 FT 2 FT SEE WEIGH-UP IN SEC. 1.4 2x10 DF NO.2 CYPRESS FIRE STATION 23005.10 JS/CHP 4x10 DF#1 HDR. 4 HDR. S2.02 6 1' - 0 " 4x10 02 9 CEILING HATCH, S.A.D. FOR SIZE & LOCATION 2x 1 0 C L G . J O I S T @ 2 4 " O . C . Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:CJ-4 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) Point Load : L = 0.30 k @ 7.50 ft, (Maintenence Load) Load for Span Number 2 Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Weight (See weigh-up)) Point Load : L = 0.30 k @ 3.0 ft, (Maintenence Load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.527: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.458 ft 39.52 psi= = 1,138.50 psi 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x10 Maximum Shear Stress Ratio 0.220 : 1 15.000 ft= = 599.52 psi Maximum Deflection 14291 >=240 790 Ratio =5179 >=180 Max Downward Transient Deflection 0.125 in 1434Ratio =>=240 Max Upward Transient Deflection -0.005 in Ratio = Max Downward Total Deflection 0.228 in Ratio =>=180 Max Upward Total Deflection -0.014 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only Span: 2 : L Only Span: 1 : +1.50D+L Span: 2 : +1.50D+L . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+L 1 0.2277 6.872 0.0000 0.000 +1.50D+L20.0000 6.872 -0.0139 1.877 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.207 0.727 0.033 Max Upward from Load Combinations 0.207 0.727 0.024 Max Upward from Load Cases 0.103 0.463 0.033 Max Downward from all Load Conditio -0.010 52 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:CJ-4 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Downward from Load Combinations -0.006 Max Downward from Load Cases (Resis -0.010 D Only 0.103 0.263 -0.010 +D+L 0.207 0.727 0.024 +D+0.750L 0.181 0.611 0.016 +0.60D 0.062 0.158 -0.006 L Only 0.103 0.463 0.033 53 Project: Project No: By: Date:Revision:Page: 54 2.2 BEAMS CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 55 R-BM-1: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 14.25 FT SEE ENERCALC B1 (SEE WEIGH-UP IN SEC. 2.0) (E) 2x6 CYPRESS FIRE STATION 23005.10 JS/CHP (E ) C L G . B M . , S I S T E R (E) HIP (E ) 2 x 6 R A F T E R S @ 2 4 " O . C . STS 3A B 6x 1 0 CL G . B M . 2x 6 P O S T CL G . T O R O O F 6 14 ' - 6" Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-BM-1 (EXISTING HIP BM) Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 1,300.0 1,300.0 1,200.0 300.0 1,500.0 580.0 90.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load : D= 0.0310->0.0310, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 3.250 ft, Trib Width = 0.0->4.0 ft, (B1) Load for Span Number 2 Varying Uniform Load : D= 0.0310->0.0310, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 5.0 ft, Trib Width = 0.0->3.50 ft, (B1) Load for Span Number 3 Varying Uniform Load : D= 0.0310->0.0310, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 3.50->7.50 ft, (B1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.454: 1 Load Combination +D+Lr Span # where maximum occurs Span # 3 Location of maximum on span 3.580 ft 97.96 psi= = 2,112.50 psi 2.0 X 6.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination +D+Lr = = = 112.50 psi== Section used for this span 2.0 X 6.0 Maximum Shear Stress Ratio 0.871 : 1 5.000 ft= = 959.42 psi Maximum Deflection 4834 >=240 540 Ratio =1435 >=180 Max Downward Transient Deflection 0.040 in 1817Ratio =>=240 Max Upward Transient Deflection -0.012 in Ratio = Max Downward Total Deflection 0.133 in Ratio =>=180 Max Upward Total Deflection -0.042 in fb: Actual F'b fv: Actual F'v Span: 3 : Lr Only Span: 2 : Lr Only Span: 3 : +1.50D+Lr Span: 2 : +1.50D+Lr . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.1402 0.000 0.0000 0.000 +1.50D+Lr20.0000 0.000 -0.0418 2.689 +1.50D+Lr 3 0.1331 3.277 0.0000 2.689 . 56 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-BM-1 (EXISTING HIP BM) Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.423 1.245 0.829 Max Upward from Load Combinations 0.423 1.245 0.829 Max Upward from Load Cases 0.264 0.762 0.507 D Only 0.264 0.762 0.507 +D+Lr 0.423 1.245 0.829 +D+0.750Lr 0.383 1.125 0.749 +0.60D 0.158 0.457 0.304 Lr Only 0.160 0.483 0.323 57 Project: Project No: By: Date:Revision:Page: 58 R-BM-2: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 9 FT 12.30' A1 (SEE WEIGH-UP IN SEC. 2.0) 4x10 DF NO.1 CYPRESS FIRE STATION 23005.10 JS/CHP 4x10 DF#1 HDR. HDR. 4 3C HDR.1' - 0 " 4x10 9 4 S2.02 5 S2.02 9 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-BM-2 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 12.30 ft, (A1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.669: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 92.98 psi= = 1,951.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.438 : 1 8.245 ft= = 1,304.59 psi Maximum Deflection 0 <240 394 Ratio =0 <180 Max Downward Transient Deflection 0.099 in 1092Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.274 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +1.50D+Lr n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.2737 4.533 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.412 2.412 Max Upward from Load Combinations 2.412 2.412 Max Upward from Load Cases 1.305 1.305 D Only 1.305 1.305 +D+Lr 2.412 2.412 +D+0.750Lr 2.135 2.135 +0.60D 0.783 0.783 Lr Only 1.107 1.107 59 Project: Project No: By: Date:Revision:Page: 60 R-BM-3: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 24.25 FT 2' A1 (SEE WEIGH-UP IN SEC. 2.0) 5 1/4x14 PSL CYPRESS FIRE STATION 23005.10 JS/CHP 5 1 / 4 x 1 4 P S L 4x10 DF#1 (E ) T R U S S E S @ 2 4 " O . C . ( H I G H ) HDR. HDR. 3C 9 4 S2.02 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-BM-3 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) Point Load : D = 1.310, Lr = 1.110 k @ 5.830 ft, (R-BM-2 S1 RXN) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.366: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 6.815 ft 61.93 psi= = 3,177.48 psi 5.25x14.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 362.50 psi== Section used for this span 5.25x14.0 Maximum Shear Stress Ratio 0.171 : 1 0.000 ft= = 1,162.89 psi Maximum Deflection 0 <240 319 Ratio =0 <180 Max Downward Transient Deflection 0.291 in 1000Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.912 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +1.50D+Lr n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.9121 11.505 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.160 1.903 Max Upward from Load Combinations 3.160 1.903 Max Upward from Load Cases 1.832 1.152 D Only 1.832 1.152 +D+Lr 3.160 1.903 +D+0.750Lr 2.828 1.716 +0.60D 1.099 0.691 Lr Only 1.328 0.752 61 Project: Project No: By: Date:Revision:Page: 62 R-BM-4: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 5' 12' A1 (SEE WEIGH-UP IN SEC. 2.0) 6x8 DF NO.1 CYPRESS FIRE STATION 23005.10 JS/CHP 4x10 DF#1 HDR. HDR. 3C S 9 Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-BM-4 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 12.0 ft, (A1) Point Load : D = 1.560, Lr = 1.140 k @ 2.50 ft, (R-BM-3 S1 RXN) Uniform Load : D = 0.010 ksf, Tributary Width = 8.250 ft, (Cripple Wall) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.727: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 90.61 psi= = 1,687.50 psi 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 212.50 psi== Section used for this span 6x8 Maximum Shear Stress Ratio 0.426 : 1 0.000 ft= = 1,227.23 psi Maximum Deflection 0 <240 689 Ratio =0 <180 Max Downward Transient Deflection 0.028 in 2170Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.087 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +1.50D+Lr n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.0871 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.869 2.869 Max Upward from Load Combinations 2.869 2.869 Max Upward from Load Cases 1.699 1.699 D Only 1.699 1.699 +D+Lr 2.869 2.869 +D+0.750Lr 2.576 2.576 +0.60D 1.019 1.019 Lr Only 1.170 1.170 63 Project: Project No: By: Date:Revision:Page: 64 C-BM-1: SPAN: TRIB WIDTH: FLOOR LOADING: SIZE: 15' 2' SEE WEIGH-UP IN SEC. 1.4 6x10 DF NO.2 CYPRESS FIRE STATION 23005.10 JS/CHP (E ) C L G . B M . , S I S T E R W/ ( 2 ) 1 3 / 4 x 1 4 L V L (E) H I P (E) HIP (E ) 2 x 6 R A F T E R S @ 2 4 " O . C . (E ) 2 x 6 R A F T E R S @ 2 4 " O . C . S 3A 6x 1 0 CL G . B M . 2x 6 P O S T CL G . T O R O O F 6 14 ' - 6" Wood Beam LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:C-BM-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Load) Point Load : D = 0.760, Lr = 0.480 k @ 3.50 ft, (R-BM-1 S4 RXN (x4)) Point Load : D = 0.760, Lr = 0.480 k @ 11.50 ft, (R-BM-1 S4 RXN (x4)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.651: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 7.500 ft 40.49 psi= = 1,125.00 psi 6x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 6x10 Maximum Shear Stress Ratio 0.180 : 1 14.234 ft= = 732.84 psi Maximum Deflection 0 <240 376 Ratio =0 <180 Max Downward Transient Deflection 0.121 in 1485Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.478 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +1.50D+Lr n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +1.50D+Lr 1 0.4781 7.555 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.430 1.430 Max Upward from Load Combinations 1.430 1.430 Max Upward from Load Cases 0.950 0.950 D Only 0.950 0.950 +D+Lr 1.430 1.430 +D+0.750Lr 1.310 1.310 +0.60D 0.570 0.570 Lr Only 0.480 0.480 65 Project: Project No: By: Date:Revision:Page: 66 CYPRESS FIRE STATION 23005.10 JS/CHP 2.4 COLUMN DESIGN Project: Project No: By: Date:Revision:Page: 67 C-COL-1: HEIGHT: TRIB WIDTH: FLOOR LOADING: SIZE: 5 FT - B1 (SEE LOADING PLAN IN SEC. 2.0) 2x6 CYPRESS FIRE STATION 23005.10 JS/CHP (E ) C L G . B M W / ( 2 ) 1 3 / 4 x (E) H I P (E ) 2 x 6 @ 2 4 " (E ) 2 x 6 R A F T E R S @ 2 4 " O . C . 6x 1 0 CL G . B M . 6x 1 0 C L G . B M . 2x 6 P O S T CL G . T O R O O F 6 14 ' - 6" Wood Column LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:C-COL-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 5Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade Construction Fb +1,000.0 1,000.0 psi 1,650.0 625.0 180.0 650.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,500.0 550.0 1,500.0 550.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,500.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 5 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 5 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 8.940 lbs * Dead Load Factor AXIAL LOADS . . . R-BM-1 RXN: Axial Load at 5.0 ft, D = 0.760, Lr = 0.480 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5522 Location of max.above base 0.0 ft Applied Axial 1.249 k Applied Mx 0.0 k-ft Load Combination +D+Lr Load Combination +0.60D Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 5.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 274.157 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 5.0 ft0.182 ft0.3446 +D+Lr 1.250 PASS PASS0.0 0.0 5.0 ft0.133 ft0.5522 +D+0.750Lr 1.250 PASS PASS0.0 0.0 5.0 ft0.133 ft0.4991 +0.60D 1.600 PASS PASS0.0 0.0 5.0 ft0.105 ft0.2025 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.769 +D+Lr 1.249 +D+0.750Lr 1.129 68 Wood Column LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:C-COL-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +0.60D 0.461 Lr Only 0.480 .Sketches 69 Project: Project No: By: Date:Revision:Page: 70 C-COL-2: HEIGHT: TRIB WIDTH: FLOOR LOADING: SIZE: 15 FT - A1 (SEE LOADING PLAN IN SEC. 2.0) 6x6 CYPRESS FIRE STATION 23005.10 JS/CHP 6x6 2A F-25 SF- 5 4 S2.01 4x4 4 S2.01 Wood Column LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:C-COL-2 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 15Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade Construction Fb +1,000.0 1,000.0 psi 1,650.0 625.0 180.0 650.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,500.0 550.0 1,500.0 550.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,500.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 98.344 lbs * Dead Load Factor AXIAL LOADS . . . R-BM-2 RXN: Axial Load at 10.0 ft, D = 1.310, Lr = 1.110 k HDR RXN: Axial Load at 10.0 ft, D = 0.5210, Lr = 0.3750 k BENDING LOADS . . . GL-D DRAG RXN: Lat. Point Load at 15.0 ft creating Mx-x, E = 5.570 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1350 Location of max.above base 0.0 ft Applied Axial 3.414 k Applied Mx 0.0 k-ft Load Combination +D+Lr Load Combination +0.60D+0.70E Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 15.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 835.82 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 15.0 ft0.524 ft0.08195 +D+Lr 1.250 PASS PASS0.0 0.0 15.0 ft0.405 ft0.1350 +D+0.750Lr 1.250 PASS PASS0.0 0.0 15.0 ft0.405 ft0.1204 +0.60D 1.600 PASS PASS0.0 0.0 15.0 ft0.328 ft0.04422 +D+0.70E 1.600 PASS PASS0.0 0.0 15.0 ft0.328 ft0.07371 +D+0.5250E 1.600 PASS PASS0.0 0.0 15.0 ft0.328 ft0.07371 +0.60D+0.70E 1.600 PASS PASS0.0 0.0 15.0 ft0.328 ft0.04422 . 71 Wood Column LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:C-COL-2 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.929 +D+Lr 3.414 +D+0.750Lr 3.043 +0.60D 1.158 +D+0.70E 1.929 +D+0.5250E 1.929 +0.60D+0.70E 1.158 Lr Only 1.485 E Only .Sketches 72 Project: Project No: By: Date:Revision:Page: 73 CYPRESS FIRE STATION 23005.10 JS/CHP 3.0 LATERAL DESIGN Project: Project No: By: Date:Revision:Page: 74 3.1 SEISMIC AND WIND LOADING COMPARISON CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 75 SEISMIC vs. WIND BASE SHEAR COMPARISON: CYPRESS FIRE STATION 23005.10 JS/CHP - FROM SEC. 1.5, SEISMIC BASE SHEAR, Vs = 16 kips - PER APP. CD OF ASCE 7-16, BUILDINGS WITH FLEXIBLE DIAPHRAGMS ARE EXEMPT OF THE TORSIONAL LOAD CASES 2 & 4 AS DEFINED IN FIGURE 27.3-8. FROM SEC. 1.6, TOTAL WIND DEMAND IS THE MAX OF LC 1 OR 3. THEREFORE V = MAX(21.7 kips, 10.2 kips) = 21.7 kips THEREFORE WIND BASE SHEAR, Vw = 21.7 kips / 2 = 10.85 kips - Vs > Vw, THEREFORE SEISMIC BASE SHEAR GOVERNS DESIGN Project: Project No: By: Date:Revision:Page: 76 3.2 SHEAR WALLS CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 77 3.2.1 NORTH/SOUTH SHEAR WALL DESIGN CYPRESS FIRE STATION 23005.10 JS/CHP Holmes Structures 523 West 6th St. Suite 1122 Los Angeles, CA 90014 USA 213 481 5630 Project: Project No: Sketch Title: Sketch No:Rev: Date: Scale: By: 78 CYPRESS FIRE STATION 23005.10 N/S SW KEYPLAN N.T.S NORTH/SOUTH SHEARWALLS - KEY PLAN REF. T FC -2 T FC -4 TFC-3 T FC-1 T FC-5 A2.01 2 1 A3.00 1 A3.01 A2.00 4 2 A3.01 2 A3.00 1 2 3 A B C D E F A4.00 1 8" 15 ' - 8 " 25 ' - 0 " 1' - 3 " 42 ' - 7 " 1"7' - 1"18' - 0"22' - 6"23' - 7"18' - 6"7" 90' - 4" 10' - 9" 1033 SF MULTI-PURPOSE ROOM A 02 212 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND KITCHEN 10 RESTROOM 11 JANITOR 12 03 02 01 12 04 05 14 16 18 17 07 20 21 13 15 19 24 23 22 21 20 18 9 8 1514 13121165432710 25 16 1 A4.01 1 A4.01 A. B. C. D. A4.02 A. B. C. D. A4.03 A B C D A4.04 A B C D A4.02 A B C D A4.04 A. B. C. D. A4.02 A B C D 26-01ALIGNALIGNALIGN 08-02 08-02 08-03 08-05 08-05 08-04 08-0108-0108-01 08-01 32 32-07 05-02 06-01 06-01 06-01 17 07-07 07-05 07-07 07-06 07-06 09-02 09-01 09-02 09-02 2 A1.00 10 ' - 2 " 09 -01 .06-02 3 A1.00 TYP. 02-04 TYP. 02-04 TYP. 02-04 TYP. 02-04 TYP. 02-04 08-06 A2.01 11 1' - 0" SH E A R W A L L WA L L D E P T H A S RE Q U I R E D F O R 26-02 CLR. 3'-0" MIN 23-03 6' - 11 7/8" 06-01 19.1 5'-2" 619 sf 1 470 sf 837 sf 1,543 sf 2 3 B DB.4 R- B . 4 . 1 R- D . 1 HDU HDU HDU HDU 13 ' - 6 " SW 17 ' - 0 " SW R- B . 1 R- B . 2 WS W H 1 8 x 1 4 WS W H 1 8 x 1 4 8' - 0 " SW F R- F . 1 HDU HDU Project: No: By: Date: Page: N/S SHEAR WALL DESIGN Wall Capacities Allowable Shear Shear Stiffness va (plf)Ga (k/in) 0 6"1 286 14 0.92 4"1 424 17 3"1 552 19 2"1 708 23 (2) 4"2 848 28 (2) 3"2 1104 34 (2) 2"2 1416 38 Level R Wall Design Wall Length, b Wall Height, hi Seismic Force Add. Seismic Force Total Seismic Force, Vi Seismic Demand Allowable Shear Simpson Wall Capacity ft ft lbs lbs lbs plf va (plf)lb B.4 R-B.4.1 13.50 15.00 2640 2640 196 - 4" 1.0 424 -0.46 D R-D.1 17.00 15.00 4866 4866 286 - 4" 1.0 424 -0.68 B R-B.1 1.33 14.00 741 741 557 WSWH18x14 - - - 1180 0.63 B R-B.2 1.33 14.00 741 741 557 WSWH18x14 - - - 1180 0.63 F R-F.1 8.00 15.00 1952 1952 244 6" 1.0 286 -0.85 Total: 10940 0 10940 Wall Nailing Type Wall Line Wall ID 2L/ Hw D/C Select Simpson Wall Size / Other T4.3A footnote 10 Reduction Factor Req'd Wall Type Manual Wall Selection # of Sides Sheathed Note: Default values va based on converting AWC SDPWS Table 4.3A values to vs to ASD, for 1/2" CD-X Sheathing w/ 10d common or box nails. Values have been further reduced by a capcity factor noted in NDS Table 4.3A footnote 10. 5/13/24 CHP/JS 23005.10 Cypress Fire Station 79 Project: No: By: Date: Page: N/S SEISMIC ρ VALUE N/S Weak Story Check ASCE 7-16 Section 12.3.4.2 SDPWS Section 4.1.8 Level R 17.575 - ρ req'd = 1.0 - - - Use ρ =1.0 - - - Level R Wall Design Total Seismic Wall Length, L Wall Height, Hw Ga Bending Shear ∆a Total Cumulative Total lbs ft ft in in in in in B.4 - R-B.4.1 2640 13.50 15.00 1.11 24% 1.0 17 0.012 0.246 0.072 0.33 D - R-D.1 4866 17.00 15.00 0.88 wall ok 1.0 17 0.013 0.361 0.100 0.47 B - R-B.1 741 1.33 14.00 10.53 7% 1.0 - - - -0.45 B - R-B.2 741 1.33 14.00 10.53 7% 1.0 - - - -0.45 F - R-F.1 1952 8.00 15.00 1.88 18% 1.0 14 0.024 0.373 0.196 0.59 99% Story Strength (Kips) ρ = 1.0 if shear walls with height/ width ratios greater than 1.0 do not have more than 33% of the overall story shear for stories that resist > 35%. Deflection Calculations H/L % of F ρ Wall Line - Wall ID Redundancy Factor Check Cypress Fire Station 23005.10 CHP/JS 5/13/24 80 Project: No: By: Date: Page: Wall Forces Simpson Strong-Tie HDU Holdowns General Info Le v e l Wall Height, h ρFx (ASD)Holdown Capacity (lbs) Min. Post Size. Deflect. At Allow. Load (in) - - R 14.60 ft 11.0 kips Min. HD 0 Epost 1,600 ksi G 0.00 ft 0.0 kips HDU2 3075 4x4 0.088 Ecol 29,000 ksi 0 0.00 ft 0.0 kips HDU4 4565 4x4 0.114 Fc⊥625 psi 0 HDU5 5645 4x4 0.115 Shrinkage 0.033 HDU8 6970 4x4 0.116 Wall Weights HDU11 9535 4x6 0.137 Ext. 20 psf HDU14 14445 6x6 0.172 Int. 10 psf 2-HDU11 19070 6x8 0.137 Misc. 15 psf 2-HDU14 28890 6x10 0.172 Misc. 15 psf HSS5x5x1/4 50000 HSS5x5x1/4 N/S Holdown/Post Design Level R OTM (Vihi) Total OTM (Vihi) Uplift Wall Dead Load Other Dead Load Max Tension Max Comp Ft Fc Fc Fc⊥Fc⊥ k-ft k-ft lbs plf plf lbs lbs lbs lbs D/C comp lbs D/C comp B.4 - R-B.4.1 39.6 NA 39.6 3046 150 2566 4249 -HDU5 5645 0.45 4x4 -6x6 13751 0.31 18906 0.22 D - R-D.1 73.0 NA 73.0 4424 150 3825 5927 -HDU4 4565 0.84 4x4 -6x6 13751 0.43 18906 0.31 B - R-B.1 10.4 NA 10.4 9961 280 9852 -WSWH18x14 15890 ------- B - R-B.2 10.4 NA 10.4 9961 280 9852 -WSWH18x14 15890 ------- F - R-F.1 29.3 NA 29.3 3904 300 3321 5369 -HDU4 4565 0.73 4x4 -6x6 13751 0.39 18906 0.28 - - - - - - - - - - - - - - - - - - - - - - - - - - - D/C tension Manual Post Size Min Post Size for HDU Line + ID Wall Above Calculated Hold Down Manual HD Selection Calculated Post Size City of LA project?No Cypress Fire Station 23005.10 CHP/JS 5/13/24 81 Project: Project No: By: Date:Revision:Page: 82 3.2.2 EAST/WEST SHEAR WALL DESIGN CYPRESS FIRE STATION 23005.10 JS/CHP Holmes Structures 523 West 6th St. Suite 1122 Los Angeles, CA 90014 USA 213 481 5630 Project: Project No: Sketch Title: Sketch No:Rev: Date: Scale: By: 83 CYPRESS FIRE STATION 23005.10 E/W SW KEYPLAN N.T.S EAST/WEST SHEARWALLS - KEY PLAN REF. 16 ' - 7 " 25 ' - 0 " 1' - 0 " 11"17' - 11"53' - 7"18' - 2" 1036 SF MULTI-PURPOSE ROOM A 02 213 SF ENTRY / CHECK IN OFFICE 01 348 SF MULTI-PURPOSE ROOM B 03 HALLWAY 04 375 SF MULTI-PURPOSE ROOM C 05 HALLWAY 06 WOMENS 07 MENS 09 343 SF OFFICE AND KITCHEN 10 RESTROOM 11 JANITOR 12 4' - 0 " 1 C R A2.01 2 1 A3.00 1 A3.01 03 02 01 08 07 04 05 10 12 14 13 06 16 17 09 11 15 24 23 22 21 20 19 18 17 15 14 1312 111096543278 25 16 27 1 2 A3.01 A2.01 1 2 A3.00 1 2 3 A B C D E F 8" 599 sf 1,175 sf 1,711 sf 1 2 3 B EB.4 R-3.1 R-3.2 R-2.1 R-1.2 HDUHDU 5'-3" SW HDUHDU 21'-4" SW HDUHDU 6'-6" SW HDUHDU 5'-4" SW R-1.3 HDUHDU 5'-3" SW R-1.1 HDUHDU 6'-4" SW F E/W SHEAR WALL LINE ANALYSIS Building Total Seismic Forces Where: R ρ = G SDS = Total: Seismic Forces per wall line Note: Forces distributed based on Tributary Areas (Flexible Diaphragm, zero torsion) Total: Area Check: OK100% 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 3485 1711 5396 Line Trib Area Force to Line - From Level By: 3488 11000 3.15 Le v e l A Distance 1 Page: 1.000% Shear Wall Line ρFx v ft2 lbs lb/ft2 No: Level: R Transfer Shear Wall 11000 23005.10 1.03 Design Proceedure Distance 2 Line 2 Belowft2lbs ASD lbs CHP/JS Date:5/7/24 Error % 1889 0 ft ft Total Force to Line 0 0 0 0% 10991 10991 0 0 00 0 0 3706 5396 Line Below Line 1 Below Cypress Fire Station 2 Project: 1 1175 3706 1 3 599 1889 2 0 0 3 0 0 0 84 Project: No: By: Date: Page: E/W SHEAR WALL DESIGN Wall Capacities Allowable Shear Shear Stiffness va (plf)Ga (k/in) 0 6"1 286 14 0.92 4"1 424 17 3"1 552 19 2"1 708 23 (2) 4"2 848 28 (2) 3"2 1104 34 (2) 2"2 1416 38 Level R Wall Design Wall Length, b Wall Height, hi Seismic Force Add. Seismic Force Total Seismic Force, Vi Seismic Demand Allowable Shear Simpson Wall Capacity ft ft lbs lbs lbs plf va (plf)lb 1 R-1.1 6.33 16.00 1394 1394 220 6"4"0.9 396 -0.56 1 R-1.2 5.25 16.00 1156 1156 220 6"4"0.9 368 -0.60 1 R-1.3 5.25 16.00 1156 1156 220 6"4"0.9 368 -0.60 2 R-2.1 21.50 15.00 5396 5396 251 6"4"1.0 424 -0.59 3 R-3.1 6.50 16.00 1038 1038 160 6" 0.9 269 -0.59 3 R-3.2 5.33 16.00 851 851 160 6" 0.9 250 -0.64 Total: 10991 0 10991 2L/ Hw D/C Cypress Fire Station 23005.10 CHP/JS 5/7/24 Wall Nailing Type # of Sides Sheathe d Note: Default values va based on converting AWC SDPWS Table 4.3A values to vs to ASD, for 1/2" CD-X Sheathing w/ 10d common or box nails. Values have been further reduced by a capcity factor noted in NDS Table 4.3A footnote 10. T4.3A footnote 10 Reduction Factor Wall Line Wall ID Select Simpson Wall Size / Other Req'd Wall Type Manual Wall Selection 85 Project: No: By: Date: Page: E/W SEISMIC ρ VALUE E/W Weak Story Check ASCE 7-16 Section 12.3.4.2 SDPWS Section 4.1.8 Level R 18.5704 - ρ req'd =1.0 --- Use ρ =1.0 --- Level R Wall Design Total Seismic Wall Length, L Wall Height, Hw Ga Bending Shear ∆a Total Cumulative Total lbs ft ft in in in in in 1 - R-1.1 1394 6.33 16.00 2.53 13% 1.0 17 0.034 0.296 0.270 0.60 1 - R-1.2 1156 5.25 16.00 3.05 11% 1.0 17 0.041 0.296 0.320 0.66 1 - R-1.3 1156 5.25 16.00 3.05 11% 1.0 17 0.041 0.296 0.232 0.57 2 - R-2.1 5396 21.50 15.00 0.70 wall ok 1.0 17 0.009 0.316 0.065 0.39 3 - R-3.1 1038 6.50 16.00 2.46 9% 1.0 14 0.024 0.261 0.181 0.47 3 - R-3.2 851 5.33 16.00 3.00 8% 1.0 14 0.029 0.261 0.238 0.53 100% ρ Story Strength (Kips) ρ = 1.0 if shear walls with height/ width ratios greater than 1.0 do not have more than 33% of the overall story shear for stories that resist > 35%. Deflection Calculations Redundancy Factor Check Cypress Fire Station 23005.10 CHP/JS 5/7/24 % of F Wall Line - Wall ID H/L 86 Project: No: By: Date: Page: Wall Forces Simpson Strong-Tie HDU Holdowns General Info Le v e l Wall Height, h ρFx (ASD)Holdown Capacity (lbs) Min. Post Size. Deflect. At Allow. Load (in) - - R 15.83 ft 11.0 kips Min. HD 0 Epost 1,600 ksi G 0.00 ft 0.0 kips HDU2 3075 4x4 0.088 Ecol 29,000.0 ksi 0 0.00 ft 0.0 kips HDU4 4565 4x4 0.114 F'c⊥625 psi 0 HDU5 5645 4x4 0.115 Shrinkage 0.033495 HDU8 6970 4x4 0.116 Wall Weights HDU11 9535 4x6 0.137 Ext. 20 psf HDU14 14445 6x6 0.172 Int. 10 psf 2-HDU11 19070 6x8 0.137 Misc. 15 psf 2-HDU14 28890 6x10 0.172 Misc. 15 psf HSS5x5x1/4 76300 HSS5x5x1/4 E/W Holdown/Post Design Level R OTM (Vihi) Total OTM (Vihi) Uplift Wall Dead Load Other Dead Load Max Tension Max Comp Ft Fc Fc Fc⊥Fc⊥ k-ft k-ft lbs plf plf lbs lbs lbs lbs D/C comp lbs D/C comp 1 - R-1.1 22.3 NA 22.3 3825 320 3324 5083 -HDU4 4565 0.73 4x4 6x6 12161 0.42 18906 0.27 1 - R-1.2 18.5 NA 18.5 3894 320 3470 4956 -HDU4 4565 0.76 4x4 6x6 12161 0.41 18906 0.26 1 - R-1.3 18.5 NA 18.5 3894 320 3470 4956 -HDU4 4565 0.76 4x4 6x6 12161 0.41 18906 0.26 2 - R-2.1 80.9 NA 80.9 3854 150 3102 5743 -HDU4 4565 0.68 4x4 6x6 13751 0.42 18906 0.30 3 - R-3.1 16.6 NA 16.6 2768 320 2254 4057 -HDU4 4565 0.49 4x4 6x6 12161 0.33 18906 0.21 3 - R-3.2 13.6 NA 13.6 2819 320 2390 3896 -HDU4 4565 0.52 4x4 6x6 12161 0.32 18906 0.21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Manual Post Size Min Post Size for HDU Line + ID Wall Above Calculated Hold Down Manual HD Selection D/C tension City of LA project?No Cypress Fire Station 23005.10 CHP/JS 5/7/24 87 Project: Project No: By: Date:Revision:Page: 88 3.3 DIAPHRAGM DESIGN CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 89 3.3.1 NORTH/SOUTH DIAPHRAGM DESIGN CYPRESS FIRE STATION 23005.10 JS/CHP General Beam Analysis LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:N/S Diaphragm Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.07.10 ft 100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.07.50 ft 100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.032.830 ft 100.0Span #4 in^4Area =in^2 Moment of Inertia =Span Length =10.041.20 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) Load for Span Number 2 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) Load for Span Number 3 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) Load for Span Number 4 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) .DESIGN SUMMARY Maximum Bending = Load Combination E Only * 0.70 Span # where maximum occurs Span # 3 Location of maximum on span 32.830 ft 3.631 k Span # where maximum occurs Location of maximum on span Span # 3 Load Combination E Only * 0.70 Maximum Shear = 32.830 ft 24.842 k-ft Maximum Deflection Max Downward Transient Deflection 2.523 in 195 Max Upward Transient Deflection -0.150 in 2621 Max Downward Total Deflection 1.766 in 279 Max Upward Total Deflection -0.105 in 3745 . Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.4653.8191.868 9.461 Overall MINimum E Only * 0.70 2.4252.6731.308 6.622 E Only * 0.5250 1.8192.0050.981 4.967 E Only 3.4653.8191.868 9.461 90 GL-B GL-B.4 GL-D GL-F Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline B - Level - Roof Diaphragm Design - shear Gridline =B Floor =Roof vallow =0.180 klf L =42.50 ft Fline =1.49 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 1.49 k Omega=1 vdia = Vdia / L 0.035 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 16.00 0.56 17.50 -0.13 27.83 0.23 29.33 -0.46 42.50 0.00 Ltotal(sw) =3.00 ft vsw(dia) =0.495 klf (dia force level) Panel Shear xi xj Lsw R-B.1 0.74 16.00 17.50 1.50 R-B.2 0.74 27.83 29.33 1.50 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -62.00 -42.00 -22.00 -2.00 18.00 38.00 58.00 0 20 40 60 80 100 Drag Force Diagram 91 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline B - Level - Roof Diaphragm Design - shear Gridline =B Floor =Roof vallow =0.180 klf L =42.50 ft Fline =1.80 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 1.80 k Omega=1 vdia = Vdia / L 0.042 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 16.00 0.68 17.50 -0.16 27.83 0.28 29.33 -0.56 42.50 0.00 Ltotal(sw) =3.00 ft vsw(dia) =0.600 klf (dia force level) Panel Shear xi xj Lsw R-B.1 0.90 16.00 17.50 1.50 R-B.2 0.90 27.83 29.33 1.50 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -0.80 -0.60 -0.40 -0.20 0.00 0.20 0.40 0.60 0.80 0 5 10 15 20 25 30 35 40 45 Drag Force Diagram 92 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline B.4 - Level - Roof Diaphragm Design - shear Gridline =B.4 Floor =Roof vallow =0.180 klf L =42.50 ft Fline =1.74 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 1.74 k Omega=1 vdia = Vdia / L 0.041 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 0.00 0.00 13.50 -1.19 42.50 0.00 Ltotal(sw) =13.50 ft vsw(dia) =0.129 klf (dia force level) Panel Shear xi xj Lsw R-B.4.1 1.74 0.00 13.50 13.50 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -62.00 -42.00 -22.00 -2.00 18.00 38.00 58.00 0 20 40 60 80 100 Drag Force Diagram 93 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline B.4 - Level - Roof Diaphragm Design - shear Gridline =B.4 Floor =Roof vallow =0.180 klf L =42.50 ft Fline =3.69 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 3.69 k Omega=1 vdia = Vdia / L 0.087 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 0.00 0.00 13.50 -2.51 42.50 0.00 Ltotal(sw) =13.50 ft vsw(dia) =0.273 klf (dia force level) Panel Shear xi xj Lsw R-B.4.1 3.69 0.00 13.50 13.50 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -3.00 -2.50 -2.00 -1.50 -1.00 -0.50 0.00 0 5 10 15 20 25 30 35 40 45 Drag Force Diagram 94 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline D - Level - Roof Diaphragm Design - shear Gridline =D Floor =Roof vallow =0.180 klf L =42.50 ft Fline =3.51 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 3.51 k Omega=1 vdia = Vdia / L 0.083 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 0.00 0.00 17.00 -2.11 42.50 0.00 Ltotal(sw) =17.00 ft vsw(dia) =0.206 klf (dia force level) Panel Shear xi xj Lsw R-B.4.1 3.51 0.00 17.00 17.00 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -10.00 -8.00 -6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00 10.00 0 5 10 15 20 25 30 35 40 45 Drag Force Diagram 95 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline D - Level - Roof Diaphragm Design - shear Gridline =D Floor =Roof vallow =0.180 klf L =42.50 ft Fline =9.29 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 9.29 k Omega=1 vdia = Vdia / L 0.218 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 0.00 0.00 17.00 -5.57 42.50 0.00 Ltotal(sw) =17.00 ft vsw(dia) =0.546 klf (dia force level) Panel Shear xi xj Lsw R-B.4.1 9.29 0.00 17.00 17.00 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -6.00 -5.00 -4.00 -3.00 -2.00 -1.00 0.00 1.00 0 5 10 15 20 25 30 35 40 45 Drag Force Diagram 96 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline F - Level - Roof Diaphragm Design - shear Gridline =F Floor =Roof vallow =0.180 klf L =26.00 ft Fline =3.47 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 3.47 k Omega=1 vdia = Vdia / L 0.134 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 11.33 1.51 19.33 -0.89 26.00 0.00 Ltotal(sw) =8.00 ft vsw(dia) =0.434 klf (dia force level) Panel Shear xi xj Lsw R-F.1 3.47 11.33 19.33 8.00 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -10.00 -8.00 -6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00 10.00 0 5 10 15 20 25 30 35 40 45 Drag Force Diagram 97 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline F - Level - Roof Diaphragm Design - shear Gridline =F Floor =Roof vallow =0.180 klf L =26.00 ft Fline =3.47 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 3.47 k Omega=1 vdia = Vdia / L 0.134 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 11.33 1.51 19.33 -0.89 26.00 0.00 Ltotal(sw) =8.00 ft vsw(dia) =0.434 klf (dia force level) Panel Shear xi xj Lsw R-F.1 3.47 11.33 19.33 8.00 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -1.50 -1.00 -0.50 0.00 0.50 1.00 1.50 2.00 0 5 10 15 20 25 30 Drag Force Diagram 98 Project: Project No: By: Date:Revision:Page: 99 3.3.2 EAST/WEST DIAPHRAGM DESIGN CYPRESS FIRE STATION 23005.10 JS/CHP General Beam Analysis LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:E/W Diaphragm Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.016.50 ft 100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.026.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : E = 0.4470 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 42.5')) Load for Span Number 2 Uniform Load : E = 0.4470 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 42.5')) .DESIGN SUMMARY Maximum Bending = Load Combination E Only * 0.70 Span # where maximum occurs Span # 1 Location of maximum on span 16.500 ft 4.849 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination E Only * 0.70 Maximum Shear = 16.500 ft 20.309 k-ft Maximum Deflection Max Downward Transient Deflection 0.871 in 358 Max Upward Transient Deflection -0.074 in 2666 Max Downward Total Deflection 0.610 in 511 Max Upward Total Deflection -0.052 in 3808 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.929 4.69512.373 Overall MINimum E Only * 0.70 1.351 3.2878.661 E Only * 0.5250 1.013 2.4656.496 E Only 1.929 4.69512.373 100 GL-3 GL-2 GL-1 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline 1 - Level - Roof Diaphragm Design - shear Gridline =1 Floor =Roof vallow =0.180 klf L =90.58 ft Fline =4.70 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 4.70 k Omega=1 vdia = Vdia / L 0.052 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 11.58 0.60 17.91 -0.82 31.91 -0.09 37.16 -1.27 48.83 -0.67 54.25 -1.88 90.58 0.00 Ltotal(sw) =17.00 ft vsw(dia) =0.276 klf (dia force level) Panel Shear xi xj Lsw R-1.1 1.75 11.58 17.91 6.33 R-1.2 1.45 31.91 37.16 5.25 R-1.3 1.50 48.83 54.25 5.42 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -62.00 -42.00 -22.00 -2.00 18.00 38.00 58.00 0 20 40 60 80 100 Drag Force Diagram 101 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline 1 - Level - Roof Diaphragm Design - shear Gridline =1 Floor =Roof vallow =0.180 klf L =90.58 ft Fline =4.70 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 4.70 k Omega=1 vdia = Vdia / L 0.052 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 11.58 0.60 17.91 -0.82 31.91 -0.09 37.16 -1.27 48.83 -0.67 54.25 -1.88 90.58 0.00 Ltotal(sw) =17.00 ft vsw(dia) =0.276 klf (dia force level) Panel Shear xi xj Lsw R-1.1 1.75 11.58 17.91 6.33 R-1.2 1.45 31.91 37.16 5.25 R-1.3 1.50 48.83 54.25 5.42 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -2.50 -2.00 -1.50 -1.00 -0.50 0.00 0.50 1.00 0 10 20 30 40 50 60 70 80 90 100 Drag Force Diagram 102 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline 2 - Level - Roof Diaphragm Design - shear Gridline =2 Floor =Roof vallow =0.180 klf L =90.58 ft Fline =6.84 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 6.84 k Omega=1 vdia = Vdia / L 0.076 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 49.00 3.70 70.00 -1.55 90.58 0.00 Ltotal(sw) =21.00 ft vsw(dia) =0.326 klf (dia force level) Panel Shear xi xj Lsw R-2.1 6.84 49.00 70.00 21.00 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -62.00 -42.00 -22.00 -2.00 18.00 38.00 58.00 0 20 40 60 80 100 Drag Force Diagram 103 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline 2 - Level - Roof Diaphragm Design - shear Gridline =2 Floor =Roof vallow =0.180 klf L =90.58 ft Fline =12.27 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 12.27 k Omega=1 vdia = Vdia / L 0.135 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 49.00 6.64 70.00 -2.79 90.58 0.00 Ltotal(sw) =21.00 ft vsw(dia) =0.584 klf (dia force level) Panel Shear xi xj Lsw R-2.1 12.27 49 70 21 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -4.00 -2.00 0.00 2.00 4.00 6.00 8.00 0 10 20 30 40 50 60 70 80 90 100 Drag Force Diagram 104 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Diaphragm - Gridline 3 - Level - Roof Diaphragm Design - shear Gridline =3 Floor =Roof vallow =0.180 klf L =72.50 ft Fline =1.93 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 1.93 k Omega=1 vdia = Vdia / L 0.027 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 12.00 0.32 18.50 -0.57 46.83 0.19 52.16 -0.54 72.50 0.00 Ltotal(sw) =11.83 ft vsw(dia) =0.163 klf (dia force level) Panel Shear xi xj Lsw R-3.1 1.06 12.00 18.50 6.50 R-3.2 0.87 46.83 52.16 5.33 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) klf < 0.18 klf, therefore OK -62.00 -42.00 -22.00 -2.00 18.00 38.00 58.00 0 20 40 60 80 100 Drag Force Diagram 105 Job Name:Cypress St. Fire Station - Diaphragm Design Job #:23005.10 Date:5/15/2024 Description:Drag - Gridline 3 - Level - Roof Diaphragm Design - shear Gridline =3 Floor =Roof vallow =0.180 klf L =72.50 ft Fline =1.93 k Vdia = Fline x Fpx/Fx Fpx/Fx =1.00 1.93 k Omega=1 vdia = Vdia / L 0.027 Diaphragm Design - drags x (ft) V (k) 0.00 0.00 12.00 0.32 18.50 -0.57 46.83 0.19 52.16 -0.54 72.50 0.00 Ltotal(sw) =11.83 ft vsw(dia) =0.163 klf (dia force level) Panel Shear xi xj Lsw R-3.1 1.06 12.00 18.50 6.50 R-3.2 0.87 46.83 52.16 5.33 15/32 Struct I w/ 10d at 6, 6, 12 (un-blocked) DRAG DESIGN ONLY -0.70 -0.60 -0.50 -0.40 -0.30 -0.20 -0.10 0.00 0.10 0.20 0.30 0.40 0 10 20 30 40 50 60 70 80 Drag Force Diagram 106 Project: Project No: By: Date:Revision:Page: 107 CYPRESS FIRE STATION 23005.10 JS/CHP 4.0 FOUNDATION DESIGN Project: Project No: By: Date:Revision:Page: 108 4.1 SPREAD & ISOLATED FOOTINGS CYPRESS FIRE STATION 23005.10 JS/CHP Project: Project No: By: Date:Revision:Page: 109 R-WSWH-GB: CYPRESS FIRE STATION 23005.10 JS/CHP W S W H 18 x 1 4 W S W H 18 x 1 4 5 SF - 2 MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2 2'-0" WIDE x 18" THK (4) #5 (4) #5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:WSWH GB Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.30 No 250.0 0.30 5.0 3.30 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 3.30 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 1.0 ft Between Columns 12.670 ft Distance Right of Column #2 1.0 ft Total Footing Length =14.670 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 18.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 0.7776 in^2 Req'dProvided 0.7776 in^2Bars Btwn ColsBottom Bars 1.240 1.240 0.7776 in^2 Top Bars in^21.240 0.7776 Bars Right of Col #2 Top Bars 1.240 0.7776 Top Bars 1.240 0.7776 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= = 9.40 9.40 k Overburden = 110 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:WSWH GB Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.2359 Soil Bearing 0.7785 ksf 3.30 ksf +D+0.70E PASS 6.255 Overturning 13.160 k-ft 82.317 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 8.736 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.001329 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.2287 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 81.156-9.119 k-ft0.1124 +0.90D+E k-ft Flexure - Between Cols - Bottom 8.899 k-ft0.1097 81.156 k-ft -0.1078 k-ft 81.156 k-ft +1.40D PASS 0.000825 Flexure - Right of Col #2 - Bottom 0.06698 k-ft 81.156 k-ft +0.90D+E PASS 0.02921 1-way Shear - Col #1 2.771 psi 94.868 psi +0.90D+E PASS 0.03518 1-way Shear - Col #2 3.338 psi 94.868 psi +1.20D+E PASS 0.01447 2-way Punching - Col #1 2.746 psi 189.737 psi +1.40D 2-way Punching - Col #2 2.905 psi 189.737 psi +1.20D+E 0.002818 +1.20D+EPASS PASS 81.156 k-ft PASS 0.01531 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 17.47 0.60 0.60 3.30 0.180kftksfksfksf0.000 +0.60D 14.92 0.51 0.51 3.30 0.154kftksfksfksf0.000 +D+0.70E 17.47 0.41 0.78 3.30 0.236kftksfksfksf0.753 +D+0.5250E 17.47 0.46 0.73 3.30 0.222kftksfksfksf0.565 +0.60D+0.70E 14.92 0.33 0.69 3.30 0.210kftksfksfksf0.882 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 0.00 0.00 999.000 13.16 137.20 10.425 +D+0.5250E 0.00 0.00 999.000 9.87 137.20 13.900 +0.60D+0.70E 0.00 0.00 999.000 13.16 82.32 6.255 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 8.74 999kk +0.60D 0.00 6.52 999kk +D+0.70E 0.00 8.74 999kk +D+0.5250E 0.00 8.74 999kk +0.60D+0.70E 0.00 6.52 999kk 111 Project: Project No: By: Date:Revision:Page: 112 R-B.4.1-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP 6' -6" 6 2A2A 13 ' - 6" 4 2B 2B SF-2A SF - 3 5 WS W H 18 x 1 4 5 MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2A 2'-0" WIDE x 24" THK (5) #5 (5) #5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-B.4.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.30 No 250.0 0.30 5.0 3.30 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 0.50 ft Between Columns 12.50 ft Distance Right of Column #2 0.50 ft Total Footing Length =13.50 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 5.0 5 5.0 5 5.0 5 5.0 5 5.0 5 5.0 5 Bottom Bars Size # As As Count 1.550 1.037 in^2 Req'dProvided 1.037 in^2Bars Btwn ColsBottom Bars 1.550 1.550 1.037 in^2 Top Bars in^21.550 1.037 Bars Right of Col #2 Top Bars 1.550 1.037 Top Bars 1.550 1.037 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-2.566 4.249 k Overburden = 113 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-B.4.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.3476 Soil Bearing 1.147 ksf 3.30 ksf +D+0.70E PASS 3.108 Overturning 23.351 k-ft 72.565 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 9.211 k No Sliding PASS 7.518 Uplift 1.796 k 13.504 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000209 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.06071 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 142.50-4.953 k-ft0.03476 +0.90D+E k-ft Flexure - Between Cols - Bottom 1.690 k-ft0.01186 142.50 k-ft -0.02977 k-ft 142.50 k-ft +1.40D PASS 0.000162 Flexure - Right of Col #2 - Bottom 0.02315 k-ft 142.50 k-ft +0.90D+E PASS 0.002660 1-way Shear - Col #1 0.2524 psi 94.868 psi +1.20D+E PASS 0.02085 1-way Shear - Col #2 1.978 psi 94.868 psi +0.90D+E PASS 0.008397 2-way Punching - Col #1 1.593 psi 189.737 psi +1.20D+E 2-way Punching - Col #2 3.356 psi 189.737 psi +1.20D+E 0.000426 +1.20D+EPASS PASS 142.50 k-ft PASS 0.01769 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 16.58 0.61 0.61 3.30 0.186kftksfksfksf0.000 +0.60D 13.45 0.50 0.50 3.30 0.151kftksfksfksf0.000 +D+0.70E 17.76 0.17 1.15 3.30 0.348kftksfksfksf1.679 +D+0.5250E 17.46 0.28 1.01 3.30 0.307kftksfksfksf1.281 +0.60D+0.70E 14.62 0.05 1.03 3.30 0.312kftksfksfksf2.039 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 0.90 157.13 174.956 23.35 119.95 5.137 +D+0.5250E 0.67 147.46 218.924 17.51 119.58 6.828 +0.60D+0.70E 0.90 109.74 122.195 23.35 72.56 3.108 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 9.21 999kk +0.60D 0.00 7.13 999kk +D+0.70E 0.00 9.56 999kk +D+0.5250E 0.00 9.48 999kk +0.60D+0.70E 0.00 7.48 999kk 114 Project: Project No: By: Date:Revision:Page: 115 R-D.1-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP 6x6 2A 2A 17 ' - 0" 4 F-25 SF - 2 MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2 2'-0" WIDE x 18" THK (4) #5 (4) #5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-D.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,122.02 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.20 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 3.20 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 0.50 ft Between Columns 16.0 ft Distance Right of Column #2 0.50 ft Total Footing Length =17.0 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 18.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 0.7776 in^2 Req'dProvided 0.7776 in^2Bars Btwn ColsBottom Bars 1.240 1.240 0.7776 in^2 Top Bars in^21.240 0.7776 Bars Right of Col #2 Top Bars 1.240 0.7776 Top Bars 1.240 0.7776 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-3.825 5.927 k Overburden = 116 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-D.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.3763 Soil Bearing 1.204 ksf 3.20 ksf +D+0.70E PASS 2.549 Overturning 44.179 k-ft 112.617 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 9.627 k No Sliding PASS 6.407 Uplift 2.678 k 17.154 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000385 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.06025 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 81.156-9.014 k-ft0.1111 +0.90D+E k-ft Flexure - Between Cols - Bottom 4.454 k-ft0.05489 81.156 k-ft -0.03124 k-ft 81.156 k-ft +1.40D PASS 0.000249 Flexure - Right of Col #2 - Bottom 0.02021 k-ft 81.156 k-ft +0.90D+E PASS 0.04757 1-way Shear - Col #1 4.513 psi 94.868 psi +0.90D+E PASS 0.07913 1-way Shear - Col #2 7.507 psi 94.868 psi +1.20D+E PASS 0.01940 2-way Punching - Col #1 3.680 psi 189.737 psi +1.20D+E 2-way Punching - Col #2 6.483 psi 189.737 psi +1.20D+E 0.000742 +1.20D+EPASS PASS 81.156 k-ft PASS 0.03417 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 20.25 0.60 0.60 3.20 0.186kftksfksfksf0.000 +0.60D 17.29 0.51 0.51 3.20 0.159kftksfksfksf0.000 +D+0.70E 21.72 0.07 1.20 3.20 0.376kftksfksfksf2.515 +D+0.5250E 21.35 0.20 1.05 3.20 0.329kftksfksfksf1.918 +0.60D+0.70E 18.76 0.00 1.12 3.20 0.349kftksfksfksf2.911 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 1.34 252.69 188.754 44.18 186.31 4.217 +D+0.5250E 1.00 235.58 234.627 33.13 185.79 5.607 +0.60D+0.70E 1.34 179.00 133.706 44.18 112.62 2.549 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 9.63 999kk +0.60D 0.00 7.05 999kk +D+0.70E 0.00 10.07 999kk +D+0.5250E 0.00 9.96 999kk +0.60D+0.70E 0.00 7.49 999kk 117 Project: Project No: By: Date:Revision:Page: 118 R-F.1-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2A 2'-0" WIDE x 24" THK (5) #5 (5) #5 2A 2A 8' - 0" 6 SF - 2 A 5 PROVIDE CONT. CMST14 STRAP ALONG SHEAR WALL LENGTH ABOVE AND BELOW WINDOW OPENING Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-F.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,122.02 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.30 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 3.20 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 0.50 ft Between Columns 7.0 ft Distance Right of Column #2 0.50 ft Total Footing Length =8.0 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 5.0 5 7.0 5 5.0 5 5.0 5 5.0 5 5.0 5 Bottom Bars Size # As As Count 1.550 1.037 in^2 Req'dProvided 1.037 in^2Bars Btwn ColsBottom Bars 1.550 1.550 1.037 in^2 Top Bars in^22.170 1.037 Bars Right of Col #2 Top Bars 1.550 1.037 Top Bars 1.550 1.037 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-3.321 5.369 k Overburden = 119 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-F.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.5632 Soil Bearing 1.802 ksf 3.20 ksf +0.60D+0.70E PASS 1.539 Overturning 17.435 k-ft 26.839 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 7.066 k No Sliding PASS 4.301 Uplift 2.325 k 9.998 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000212 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.07085 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 142.50-2.254 k-ft0.01582 +0.90D+E k-ft Flexure - Between Cols - Bottom 3.012 k-ft0.02114 142.50 k-ft -0.03024 k-ft 142.50 k-ft +1.40D PASS 0.000756 Flexure - Right of Col #2 - Bottom 0.1078 k-ft 142.50 k-ft +0.90D+E PASS 0.009976 1-way Shear - Col #1 0.9464 psi 94.868 psi +0.90D+E PASS 0.03322 1-way Shear - Col #2 3.152 psi 94.868 psi +0.90D+E PASS 0.008455 2-way Punching - Col #1 1.604 psi 189.737 psi +1.20D+E 2-way Punching - Col #2 4.817 psi 189.737 psi +0.90D+E 0.000359 +1.20D+EPASS PASS 197.275 k-ft PASS 0.02539 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 9.82 0.61 0.61 3.20 0.192kftksfksfksf0.000 +0.60D 7.97 0.50 0.50 3.20 0.156kftksfksfksf0.000 +D+0.70E 11.26 0.00 1.78 3.20 0.555kftksfksfksf1.891 +D+0.5250E 10.90 0.00 1.43 3.20 0.447kftksfksfksf1.465 +0.60D+0.70E 9.40 0.00 1.80 3.20 0.563kftksfksfksf2.265 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 1.16 69.79 60.040 17.44 43.48 2.494 +D+0.5250E 0.87 62.74 71.970 13.08 43.01 3.289 +0.60D+0.70E 1.16 53.15 45.724 17.44 26.84 1.539 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 7.07 999kk +0.60D 0.00 5.84 999kk +D+0.70E 0.00 7.50 999kk +D+0.5250E 0.00 7.39 999kk +0.60D+0.70E 0.00 6.27 999kk 120 Project: Project No: By: Date:Revision:Page: 121 R-1.1-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2A 2'-0" WIDE x 24" THK (5) #5 (5) #5 9' -6" 62A 2A SF-2A 5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-1.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.20 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 1.50 ft Between Columns 4.50 ft Distance Right of Column #2 1.50 ft Total Footing Length =7.50 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 1.037 in^2 Req'dProvided 1.037 in^2Bars Btwn ColsBottom Bars 1.240 1.240 1.037 in^2 Top Bars in^21.240 1.037 Bars Right of Col #2 Top Bars 1.240 1.037 Top Bars 1.240 1.037 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-2.976 4.735 k Overburden =0.110 122 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-1.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.4061 Soil Bearing 1.299 ksf 3.20 ksf +0.60D+0.70E PASS 1.478 Overturning 12.499 k-ft 18.472 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 5.784 k No Sliding PASS 3.319 Uplift 2.083 k 6.915 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000416 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.7759 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 114.636-0.7594 k-ft0.006624 +0.90D+E k-ft Flexure - Between Cols - Bottom 2.365 k-ft0.02063 114.636 k-ft -0.04764 k-ft 114.636 k-ft +1.40D PASS 0.01646 Flexure - Right of Col #2 - Bottom 1.887 k-ft 114.636 k-ft +0.90D+E PASS 0.01006 1-way Shear - Col #1 0.9539 psi 94.868 psi +0.90D+E PASS 0.004920 1-way Shear - Col #2 0.4668 psi 94.868 psi +1.20D+E PASS 0.002738 2-way Punching - Col #1 0.5195 psi 189.737 psi +0.90D+E 2-way Punching - Col #2 2.743 psi 189.737 psi +0.90D+E 0.006769 +1.20D+EPASS PASS 114.636 k-ft PASS 0.01446 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 6.00 0.40 0.40 3.20 0.125kftksfksfksf0.000 +0.60D 3.60 0.24 0.24 3.20 0.075kftksfksfksf0.000 +D+0.70E 7.23 0.00 1.16 3.20 0.363kftksfksfksf1.679 +D+0.5250E 6.92 0.00 0.95 3.20 0.296kftksfksfksf1.316 +0.60D+0.70E 4.83 0.00 1.30 3.20 0.406kftksfksfksf2.514 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 3.12 42.39 13.565 12.50 27.47 2.198 +D+0.5250E 2.34 37.42 15.965 9.37 26.23 2.798 +0.60D+0.70E 3.12 33.39 10.685 12.50 18.47 1.478 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 5.78 999kk +0.60D 0.00 5.07 999kk +D+0.70E 0.00 6.15 999kk +D+0.5250E 0.00 6.06 999kk +0.60D+0.70E 0.00 5.44 999kk 123 Project: Project No: By: Date:Revision:Page: 124 R-1.2-FTG: (R-1.3 FTG SIM.) CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2A 2'-0" WIDE x 24" THK (5) #5 (5) #5 5' -6" 4 2A2A SF-2A 5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-1.2 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.20 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 1.50 ft Between Columns 4.50 ft Distance Right of Column #2 1.50 ft Total Footing Length =7.50 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 1.037 in^2 Req'dProvided 1.037 in^2Bars Btwn ColsBottom Bars 1.240 1.240 1.037 in^2 Top Bars in^21.240 1.037 Bars Right of Col #2 Top Bars 1.240 1.037 Top Bars 1.240 1.037 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-3.116 4.602 k Overburden =0.110 125 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-1.2 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.4264 Soil Bearing 1.365 ksf 3.20 ksf +0.60D+0.70E PASS 1.401 Overturning 13.087 k-ft 18.332 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 5.784 k No Sliding PASS 3.127 Uplift 2.181 k 6.821 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000416 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.7759 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 114.636-0.7226 k-ft0.006304 +0.90D+E k-ft Flexure - Between Cols - Bottom 2.517 k-ft0.02195 114.636 k-ft -0.04764 k-ft 114.636 k-ft +1.40D PASS 0.01710 Flexure - Right of Col #2 - Bottom 1.960 k-ft 114.636 k-ft +0.90D+E PASS 0.01298 1-way Shear - Col #1 1.232 psi 94.868 psi +0.90D+E PASS 0.004755 1-way Shear - Col #2 0.4511 psi 94.868 psi +0.90D+E PASS 0.003063 2-way Punching - Col #1 0.5812 psi 189.737 psi +0.90D+E 2-way Punching - Col #2 2.780 psi 189.737 psi +0.90D+E 0.006769 +1.20D+EPASS PASS 114.636 k-ft PASS 0.01465 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 6.00 0.40 0.40 3.20 0.125kftksfksfksf0.000 +0.60D 3.60 0.24 0.24 3.20 0.075kftksfksfksf0.000 +D+0.70E 7.04 0.00 1.16 3.20 0.362kftksfksfksf1.727 +D+0.5250E 6.78 0.00 0.94 3.20 0.293kftksfksfksf1.345 +0.60D+0.70E 4.64 0.00 1.36 3.20 0.426kftksfksfksf2.620 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 3.27 41.83 12.785 13.09 27.33 2.088 +D+0.5250E 2.45 37.00 15.077 9.82 26.12 2.662 +0.60D+0.70E 3.27 32.83 10.034 13.09 18.33 1.401 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 5.78 999kk +0.60D 0.00 5.07 999kk +D+0.70E 0.00 6.10 999kk +D+0.5250E 0.00 6.02 999kk +0.60D+0.70E 0.00 5.38 999kk 126 Project: Project No: By: Date:Revision:Page: 127 R-2.1-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2 2'-0" WIDE x 18" THK (4) #5 (4) #5 22' -2" 4 2A2ASF-2 5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-2.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.20 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 0.50 ft Between Columns 20.0 ft Distance Right of Column #2 0.50 ft Total Footing Length =21.0 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 18.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 0.7776 in^2 Req'dProvided 0.7776 in^2Bars Btwn ColsBottom Bars 1.240 1.240 0.7776 in^2 Top Bars in^21.240 0.7776 Bars Right of Col #2 Top Bars 1.240 0.7776 Top Bars 1.240 0.7776 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-2.751 5.393 k Overburden = 128 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-2.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.3207 Soil Bearing 1.026 ksf 3.20 ksf +D+0.70E PASS 4.321 Overturning 39.477 k-ft 170.570 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 11.157 k No Sliding PASS 10.303 Uplift 1.926 k 19.840 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000380 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.04796 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 81.156-11.324 k-ft0.1395 +0.90D+E k-ft Flexure - Between Cols - Bottom 2.945 k-ft0.03629 81.156 k-ft -0.03087 k-ft 81.156 k-ft +1.40D PASS No Bending Flexure - Right of Col #2 - Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.03279 1-way Shear - Col #1 3.111 psi 94.868 psi +1.20D+E PASS 0.08939 1-way Shear - Col #2 8.480 psi 94.868 psi +0.90D+E PASS 0.01720 2-way Punching - Col #1 3.264 psi 189.737 psi +1.20D+E 2-way Punching - Col #2 5.236 psi 189.737 psi +1.20D+E 0.000591 +1.20D+EPASS PASS 81.156 k-ft PASS 0.02760 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 25.01 0.60 0.60 3.20 0.186kftksfksfksf0.000 +0.60D 21.36 0.51 0.51 3.20 0.159kftksfksfksf0.000 +D+0.70E 26.86 0.25 1.03 3.20 0.321kftksfksfksf2.122 +D+0.5250E 26.40 0.34 0.92 3.20 0.287kftksfksfksf1.620 +0.60D+0.70E 23.21 0.17 0.94 3.20 0.294kftksfksfksf2.457 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 0.96 358.53 372.360 39.48 283.03 7.169 +D+0.5250E 0.72 339.18 469.688 29.61 282.55 9.543 +0.60D+0.70E 0.96 246.07 255.566 39.48 170.57 4.321 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 11.16 999kk +0.60D 0.00 7.97 999kk +D+0.70E 0.00 11.71 999kk +D+0.5250E 0.00 11.57 999kk +0.60D+0.70E 0.00 8.52 999kk 129 Project: Project No: By: Date:Revision:Page: 130 R-3.1-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2A 2'-0" WIDE x 24" THK (5) #5 (5) #5 6' -6" 6 2A2A 2B SF-2A 5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-3.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.20 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 0.50 ft Between Columns 5.50 ft Distance Right of Column #2 0.50 ft Total Footing Length =6.50 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 1.037 in^2 Req'dProvided 1.037 in^2Bars Btwn ColsBottom Bars 1.240 1.240 1.037 in^2 Top Bars in^21.240 1.037 Bars Right of Col #2 Top Bars 1.240 1.037 Top Bars 1.240 1.037 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-2.003 3.805 k Overburden =0.70 131 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-3.1 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.5872 Soil Bearing 1.879 ksf 3.20 ksf +D+0.70E PASS 3.142 Overturning 8.413 k-ft 26.428 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 7.756 k No Sliding PASS 7.407 Uplift 1.402 k 10.386 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000521 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.1086 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 114.636-1.658 k-ft0.01446 +0.90D+E k-ft Flexure - Between Cols - Bottom 0.1250 k-ft0.001091 114.636 k-ft -0.05972 k-ft 114.636 k-ft +1.40D PASS 0.000313 Flexure - Right of Col #2 - Bottom 0.03586 k-ft 114.636 k-ft +0.90D+E PASS 0.01328 1-way Shear - Col #1 1.260 psi 94.868 psi +0.90D+E PASS 0.01246 1-way Shear - Col #2 1.182 psi 94.868 psi +1.20D+E PASS 0.005268 2-way Punching - Col #1 0.9996 psi 189.737 psi +1.40D 2-way Punching - Col #2 1.663 psi 189.737 psi +0.90D+E 0.000948 +1.20D+EPASS PASS 114.636 k-ft PASS 0.008765 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 12.87 0.99 0.99 3.20 0.309kftksfksfksf0.000 +0.60D 7.72 0.59 0.59 3.20 0.186kftksfksfksf0.000 +D+0.70E 14.13 0.30 1.88 3.20 0.587kftksfksfksf0.791 +D+0.5250E 13.82 0.47 1.66 3.20 0.518kftksfksfksf0.607 +0.60D+0.70E 8.98 0.00 1.49 3.20 0.466kftksfksfksf1.245 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 0.70 57.81 82.460 8.41 43.16 5.130 +D+0.5250E 0.53 53.81 102.348 6.31 42.83 6.788 +0.60D+0.70E 0.70 41.08 58.594 8.41 26.43 3.142 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 7.76 999kk +0.60D 0.00 6.25 999kk +D+0.70E 0.00 8.13 999kk +D+0.5250E 0.00 8.04 999kk +0.60D+0.70E 0.00 6.63 999kk 132 Project: Project No: By: Date:Revision:Page: 133 R-3.2-FTG: CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: SF-2A 2'-0" WIDE x 24" THK (5) #5 (5) #5 5' -4" 6 2A2A SF-2A 1 S2.01 TYP. 5 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-3.2 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 4.0 60.0 3,605.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase3.20 No 250.0 0.30 5.0 3.20 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 1.0 ft Between Columns 4.330 ft Distance Right of Column #2 1.0 ft Total Footing Length =6.330 Col #1 ft = 2.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.6.0 6.0 in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 4.0 5 Bottom Bars Size # As As Count 1.240 1.037 in^2 Req'dProvided 1.037 in^2Bars Btwn ColsBottom Bars 1.240 1.240 1.037 in^2 Top Bars in^21.240 1.037 Bars Right of Col #2 Top Bars 1.240 1.037 Top Bars 1.240 1.037 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =-2.134 3.640 k Overburden =0.70 134 Combined Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:R-3.2 FTG Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.5396 Soil Bearing 1.727 ksf 3.20 ksf +D+0.70E PASS 3.309 Overturning 7.962 k-ft 26.349 k-ft +0.60D+0.70E PASS No Sliding Sliding 0.0 k 7.655 k No Sliding PASS 6.740 Uplift 1.494 k 10.068 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.001590 Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top -0.5676 k-ft No Bending Flexure - Left of Col #1 - Bottom 0.0 k-ft +1.20D+E PASS 0.0 N/A PASS k-ft Flexure - Between Cols - Top 114.636-0.7604 k-ft0.006633 +0.90D+E k-ft Flexure - Between Cols - Bottom 0.3880 k-ft0.003385 114.636 k-ft -0.1822 k-ft 114.636 k-ft +1.40D PASS 0.003715 Flexure - Right of Col #2 - Bottom 0.4259 k-ft 114.636 k-ft +0.90D+E PASS 0.005515 1-way Shear - Col #1 0.5232 psi 94.868 psi +1.40D PASS 0.005515 1-way Shear - Col #2 0.5232 psi 94.868 psi +1.40D PASS 0.002076 2-way Punching - Col #1 0.3939 psi 189.737 psi +1.40D 2-way Punching - Col #2 2.074 psi 189.737 psi +0.90D+E 0.004951 +1.20D+EPASS PASS 114.636 k-ft PASS 0.01093 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 12.53 0.99 0.99 3.20 0.309kftksfksfksf-0.000 +0.60D 7.52 0.59 0.59 3.20 0.186kftksfksfksf0.000 +D+0.70E 13.59 0.42 1.73 3.20 0.540kftksfksfksf0.644 +D+0.5250E 13.32 0.56 1.54 3.20 0.482kftksfksfksf0.493 +0.60D+0.70E 8.57 0.02 1.33 3.20 0.416kftksfksfksf1.021 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 1.49 53.25 35.647 7.96 42.22 5.302 +D+0.5250E 1.12 49.85 44.498 5.97 41.58 6.963 +0.60D+0.70E 1.49 37.38 25.025 7.96 26.35 3.309 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 7.66 999kk +0.60D 0.00 6.19 999kk +D+0.70E 0.00 7.97 999kk +D+0.5250E 0.00 7.89 999kk +0.60D+0.70E 0.00 6.51 999kk 135 Project: Project No: By: Date:Revision:Page: 136 FTG-1: CYPRESS FIRE STATION 23005.10 JS/CHP MARK: DIMENSIONS: BOT. REINF.: TOP REINF.: F-25 2'-6" x 18" THK (4) #5 E/W - 6x6 F-25 5 General Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:FTG-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2,500.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 4.0 60.0 3,605.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 5.0 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.10 1.660 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 137 General Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:FTG-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.000482 Soil Bearing 1.204 ksf 2,500.0 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01981 Z Flexure (+X)0.6470 k-ft/ft 32.666 k-ft/ft +1.20D+1.60Lr PASS 0.01981 Z Flexure (-X)0.6470 k-ft/ft 32.666 k-ft/ft +1.20D+1.60Lr PASS 0.01981 X Flexure (+Z)0.6470 k-ft/ft 32.666 k-ft/ft +1.20D+1.60Lr PASS 0.01981 X Flexure (-Z)0.6470 k-ft/ft 32.666 k-ft/ft +1.20D+1.60Lr PASS n/a 1-way Shear (+X)0.0 psi 94.868 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 94.868 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 94.868 psi n/a PASS n/a 2-way Punching 4.313 psi 94.868 psi +1.20D+1.60Lr Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2,500.0 n/a0.9385 0.9385 n/a 0.0000.0n/a X-X, +D+Lr 2,500.0 n/a1.204 1.204 n/a 0.0000.0n/a X-X, +D+0.750Lr 2,500.0 n/a1.138 1.138 n/a 0.0000.0n/a X-X, +0.60D 2,500.0 n/a0.5631 0.5631 n/a 0.0000.0n/a Z-Z, D Only 2,500.0 0.9385n/a n/a 0.9385 0.000n/a0.0 Z-Z, +D+Lr 2,500.0 1.204n/a n/a 1.204 0.000n/a0.0 Z-Z, +D+0.750Lr 2,500.0 1.138n/a n/a 1.138 0.000n/a0.0 Z-Z, +0.60D 2,500.0 0.5631n/a n/a 0.5631 0.000n/a0.0 Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.3675 +Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.40D 0.3675 -Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.20D+0.50Lr 0.4188 +Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.20D+0.50Lr 0.4188 -Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.20D 0.3150 +Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.20D 0.3150 -Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.20D+1.60Lr 0.6470 +Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +1.20D+1.60Lr 0.6470 -Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +0.90D 0.2363 +Z Bottom 0.3888 AsMin 0.4960 32.666 OK X-X, +0.90D 0.2363 -Z Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.40D 0.3675 -X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.40D 0.3675 +X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.20D+0.50Lr 0.4188 -X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.20D+0.50Lr 0.4188 +X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.20D 0.3150 -X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.20D 0.3150 +X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.20D+1.60Lr 0.6470 -X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +1.20D+1.60Lr 0.6470 +X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +0.90D 0.2363 -X Bottom 0.3888 AsMin 0.4960 32.666 OK Z-Z, +0.90D 0.2363 +X Bottom 0.3888 AsMin 0.4960 32.666 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 94.87 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr 0.00 0.00 0.00 0.00 0.00 94.87 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 94.87 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr 0.00 0.00 0.00 0.00 0.00 94.87 0.00psipsipsipsipsipsi OK +0.90D 0.00 0.00 0.00 0.00 0.00 94.87 0.00psipsipsipsipsipsi OK 138 General Footing LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:FTG-1 Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 2.45 189.74 0.01291 OKpsipsi +1.20D+0.50Lr 2.79 189.74 0.01471 OKpsipsi +1.20D 2.10 189.74 0.01107 OKpsipsi +1.20D+1.60Lr 4.31 189.74 0.02273 OKpsipsi +0.90D 1.58 189.74 0.008301 OKpsipsi 139