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HomeMy WebLinkAbout1601 N Bristol St - Phase 1 - PlanVICINITY MAP PROJECT INFORMATION SHEET INDEX AN D G E N E R A L N O T E S TI T L E S H E E T , P R O J E C T I N F O R M A T I O N T1.1 PROJECT TEAM DEFERRED/ SEPARATE SUBMITTAL CLIENT BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 CONTACT: AMIR HOURIANI EMAIL: aihouriani@gmail.com ARCHITECT AMOR ARCHITECTURAL CORPORATION 9483 HAVEN AVENUE, SUITE 100 RANCHO CUCAMONGA, CA 91730 CONTACT:BILL BEEBE PHONE: (909) 259-9971 EXT-102 FAX: (909) 944-8409 PHONE:bbeebe@amorarch.com STRUCTURAL LOVELACE ENGINEERING 10509 VISTA SORRENTO PKWY, SUITE 102, SAN DIEGO, CA 92121 CONTACT:ALLEN LACTAOEN PHONE: (858) 535-9111 EXT-107 EMAIL: alactaoen@lovelaceeng.com ELECTRICAL RIVAS DESIGN CONSULTANTS,LLC CONTACT: CARLOS RIVAS PHONE:(909) 997-0905 EMAIL:carlos@rivasdesignconsultants.com LANDSCAPE ALLEN DESIGN GROUP 4381 OREGON STREET SUITE #3 SAN DIEGO, CA 92104 PHONE:(619) 300-2782 EMAIL:bja1226@agmail.com NEW SITE IMPROVEMENT at 1601 N BRISTOL ST, SANTA ANA, CA 92706 PROJECT ADDRESS: 1601 N BRISTOL ST, SANTA ANA, CA 92706 PROPERTY ASSESSOR'S PARCEL NUMBER (APN):405-252-21 ZONING:C-2, GENERAL COMMERCIAL LOT/PARCEL AREA:18,814 S.F. (0.4319 Ac.) CURRENT BUILDING CODE:ALL WORK SHALL COMPLY WITH THE FOLLOWING CODES INCLUDING LOCAL AMENDMENTS: 2022 CA BUILDING CODE 2022 CA ELECTRICAL CODE 2022 CA MECH CODE 2022 CA ENERGY CODE 2022 CA PLUMBING CODE 2022 CA FIRE CODE ACCESSIBILITY CODE, 2022 CALIFORNIA BUILDING CODE (TITLE 24, PART 2) 2022 CA GREEN BUILDING CODE ·TENANT IMPROVEMENT ·BUILDING SIGN ·CIVIL ·ALL INTERIOR IMPROVEMENTS ·UTILITY CONNECTION TO BUILDING (ELECTRICAL, GAS, DATA) ·MONUMENT SIGNAGE ·LIGHT POLE BASEPLATE ANCHORAGE - "THE DESIGN CALCULATION AND DETAIL OF BASEPLATE ANCHORAGE SHALL BE SUBMITTED AND APPROVED BY THE BUILDING & SAFETY DIVISION PRIOR TO THE CONSTRUCTION OF LIGHT POLE FOOTING. DEFERRED SUBMITTALS TO BE REVIEWED BY PROJECT ARCHITECT OR ENGINEER OF RECORD AND CERTIFIED PRIOR TO SUBMITTAL FOR PLAN REVIEW." N PROJECT SITE 1.ALL CONTRACTORS AND SUBCONTRACTORS WILL THOROUGHLY FAMILIARIZE THEMSELVES WITH THESE CONSTRUCTION DOCUMENTS AND WILL VERIFY EXISTING SITE AND CONDITIONS PRIOR TO SUBMITTING A BID. ALL SUBCONTRACTORS WILL PROVIDE ALL LABOR, SUPERVISION, AND MATERIALS OF EVERY TYPE WHICH MAY BE NECESSARY FOR A SUCCESSFUL COMPLETION. ALL WORK TO BE PERFORMED IN A GOOD AND WORKMANLIKE MANNER ACCORDING TO THE TRUE INTENT AND MEANING OF THE DRAWINGS AND SPECIFICATIONS. 2.HVAC, PLUMBING AND ELECTRICAL DRAWINGS ARE INCLUDED IN, AND NOT SUPPLEMENTARY TO, THE ARCHITECTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO CHECK THE ARCHITECTURAL DRAWINGS BEFORE INSTALLATION OF THEIR WORK. ANY DISCREPANCY BETWEEN THE ARCHITECTURAL AND OTHER DRAWINGS SHALL BE BROUGHT TO THE ARCHITECT'S ATTENTION BY THE CONTRACTOR FOR WRITTEN AND GRAPHIC CLARIFICATION. 3.THE CONTRACTOR SHALL FOCUS SPECIAL ATTENTION ON A FIELD REVIEW OF THE EXISTING SITE IN WRITING PRIOR TO CONSTRUCTION. ANY CONDITIONS THAT ARE FOUND TO BE INCONSISTENT WITH THESE DOCUMENTS OR WHERE THE INTENT IS IN DOUBT SHOULD BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR RESOLUTION PRIOR TO BID SUBMITTAL. CONTRACTOR SHALL NOT RELY UPON ORAL COMMUNICATIONS; ALL COMMUNICATIONS MUST BE IN WRITTEN OR GRAPHIC FORMAT. 4.REVISIONS TO WORK OR PLANS MUST BE APPROVED BY THE CITY AND BY LL / OR LOCAL JURISDICTION's INSPECTION SERVICES PRIOR TO IMPLEMENTATION. ANY ADDITIONS OR CHANGES TO WORK MUST BE AUTHORIZED IN WRITING BY THE ARCHITECT AND OWNER. NO ALTERATIONS WILL BE MADE ON THIS PROJECT EXCEPT UPON WRITTEN ORDER BY USING PREDETERMINED ARCHITECT SUPPLEMENTAL INSTRUCTIONS, CHANGE ORDER OR CONSTRUCTION CHANGE DIRECTIVES. 5.CONTRACTOR IS RESPONSIBLE FOR THE MORE COSTLY AND TIME CONSUMING RESOLUTION ON ALL CONFLICTING INFORMATION PRESENTED ON THE PLANS, OR BETWEEN THE EXISTING CONDITIONS AND THE PLANS. 6.IF A CONFLICT OCCURS BETWEEN THE DESIGN DRAWINGS AND SPECIFICATIONS, PROMPTLY NOTIFY THE ARCHITECT IN WRITING. AT THAT POINT, A WRITTEN INTERPRETATION WILL BE MADE BY THE ARCHITECT AND SAID WRITTEN DECISION SHALL BE CONSIDERED PART OF THE CONTRACT DOCUMENTS. 7.THIS ARCHITECT WILL NOT HAVE CONTROL OF, AND WILL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, OR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK ON THIS PROJECT OR FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK ON THIS SITE, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT AND OR CONSTRUCTION DOCUMENTS. 8.ALL CONTRACTORS WILL PROVIDE ADEQUATE BRACING AND / OR SHORING TO INSURE STRUCTURAL STABILITY OF THE BUILDING AND ALL RELATED BUILDING COMPONENTS, I.E.; STRUCTURAL WALLS, INTERIOR WALL ASSEMBLIES, ETC. DURING THE CONSTRUCTION PHASE OF THIS PROJECT. 9.WORK WILL BE COORDINATED WITH ALL TRADES IN ORDER TO AVOID INTERFERENCE AND AVOID OMISSIONS. 10.UNLESS NOTED OTHERWISE, ALL MATERIALS USED WILL BE NEW AND BEAR U.L. LABELS WHERE REQUIRED AND MEET APPROPRIATE N.E.M.A. OR OTHER INDUSTRY STANDARDS. 11.LAYOUT ALL PARTITIONS AND CABINETS BEFORE BEGINNING CONSTRUCTION TO PREVENT ERRORS BY DISCREPANCY. ALL DRYWALL PARTITIONS AND CABINETS WILL BE INSTALLED AS NOTED ON THE DRAWINGS. IF APPLICABLE, GENERAL CONTRACTOR MUST OBTAIN RESOLUTION FROM ARCHITECT FOR ANY DISCREPANCIES PRIOR TO CONSTRUCTION OF WALL PARTITIONS AND CABINETS. 12.EACH SUBCONTRACTOR WILL AMEND AND MAKE GOOD AT THEIR OWN COST, ANY DEFECTS OR OTHER FAULTS IN THEIR WORKMANSHIP AND/OR THEIR SUPPLIED MATERIALS. 13.VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO ORDERING, CUTTING AND / OR INSTALLING MATERIAL, PRODUCT OR EQUIPMENT. IN THE EVENT OF ANY DISCREPANCIES, CONTACT THE ARCHITECT FOR WRITTEN AND / OR GRAPHIC DIRECTION PRIOR TO PROCEEDING WITH THAT WORK. 14.CONTRACTOR SHALL NOT SCALE THESE DRAWINGS FOR CONSTRUCTION PURPOSES. IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS OR INFORMATION, CONTRACTOR SHALL NOTIFY THE ARCHITECT. FIGURED AND CALCULATED DIMENSION TAKE PRECEDENCE OVER SCALED MEASUREMENTS. DETAILED DRAWINGS AND LARGER SCALE DRAWINGS TYPICALLY TAKES PRECEDENCE OVER SMALLER SCALE DRAWINGS VERIFY WITH ARCHITECT. ALL PLAN DETAILS AND WALL SECTIONS ARE ASSUMED TO BE TYPICAL CONDITIONS UNLESS DETAILED OR NOTED OTHERWISE. 15.PROVIDE SUFFICIENT BLOCKING IN STUD WALLS TO SUPPORT ALL ITEMS OR EQUIPMENT SHOWN OR SPECIFIED TO BE ATTACHED TO THE WALLS. PROVIDE ADDITIONAL STRUCTURAL SUPPORT (ANGLES, CHANNELS, ETC.) WITHIN WALLS WHERE THE WEIGHT OF ATTACHED ITEMS OR EQUIPMENT IS TOO GREAT TO BE SUPPORTED BY METAL STUDS. PROVIDE BLOCKING FOR OWNER FURNISHED OR INSTALLED ITEMS. 16.WEATHER CONDITIONS: CONTRACTOR(S) WILL PROTECT ALL PARTS OF THEIR WORK FROM WEATHER DAMAGE DUE TO FROST, RAIN, HEAT, ETC. AND WILL MAKE GOOD TO THE SATISFACTION OF THE ARCHITECT ANY PORTION OF THE WORK WHICH MAY HAVE BECOME DAMAGED. 17.SITE SAFETY: EACH CONTRACTOR WILL ABIDE BY LOCAL AREA STANDARDS AND RELATED O.S.H.A. STANDARDS FOR THE PROTECTION AND SAFETY FOR THEIR EMPLOYEES ON SITE. THIS ARCHITECT WILL BE HELD HARMLESS BY BETTER BUZZ AND GENERAL CONTRACTOR AND RELATED AWARDED TRADES ON THIS PROJECT FOR ACCIDENTS OR INJURIES CAUSED OR ACCRUED ON THIS PROPERTY DURING THE PRE / ACTUAL / POST CONSTRUCTION PHASES OF THIS PROJECT. 18.CONTRACTORS WILL BE RESPONSIBLE FOR REMOVAL AND ACCOUNT FOR QUANTITY OF DEBRIS ACCUMULATED BY EACH TRADE. HOWEVER, EACH TRADE WILL KEEP THE JOB SITE CLEAN AND SAFE AT ALL TIMES, ALONG w/ A BROOM / VACUUM FINISH AT THE END OF EACH WORKING DAY. 19.TRANSITION OF DIFFERENT FLOORING MATERIALS AT DOORWAYS SHALL SHALL BE FLUSH AND OCCUR AT CENTERLINE OF DOORS TYPICALLY. 20.PAINT ALL WALL SURFACES, DOOR FRAMES, WINDOW FRAMES, BULKHEADS AND CEILINGS IN ROOMS WHERE INDICATED ON ROOM FINISH SCHEDULE. PAINT BEHIND ALL MOVEABLE ITEMS ADJACENT TO WALLS RECEIVING PAINT AND RELOCATE ITEMS. ALL NEW PAINTING SHALL INCLUDE (1) ONE COAT PRIMER AND (2) TWO COATS OF PAINT (UNLESS NOTED OTHERWISE). 21.ALL WEATHER - EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO PROTECT THE INTERIOR WALL COVERING AND EXTERIOR OPENINGS SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THEM WATERPROOF. GENERAL NOTESABBREVIATIONS AX.0 X 101 SYMBOL AND LEGEND ELEVATION IDENTIFICATION GRID LINE IDENTIFICATION AX.0 X ELEVATION DESIGNATION 1.0 A N SHEET REFERENCE NO. PARTIAL SECTION IDENTIFICATION SECTION DESIGNATION SHEET REFERENCE NO. AX.0 X SECTION DETAIL IDENTIFICATION DETAIL DESIGNATION SHEET REFERENCE NO. AX.0 X ENLARGED DETAIL IDENTIFICATION DETAIL DESIGNATION SHEET REFERENCE NO. INTERIOR ELEVATION IDENTIFICATION ELEVATION DESIGNATION SHEET REFERENCE NO. F.O.M. F. O . S . GRID LINE FACE OF STUD FACE OF MASONRY CENTER LINE OF COLUMN ELEVATION REFERENCE IDENTIFICATION TYP 12 SECTION / ELEVATION / FLOOR DATUM AREA/ ROOM IDENTIFICATION TILE SPECIFICATION HEIGHT REFERENCE ROOM NAME PROJECT REFERENCE N N NORTH ARROW PROJECT SYMBOL IDENTIFICATION DOOR NUMBER MATERIAL NAME / FINISH NAME WALL TYPE FIXTURE / EQUIPMENT TYPE WINDOW NUMBER PROJECT ANNOTATION IDENTIFICATION REVISION / ADDENDUM NUMBER KEYNOTE NUMBER 0'-0" FINISH FLOOR 2 B 101 F-1 GRAPHIC NAME P-2 FDXSCXX-1 16 - A B C D DETAIL DESIGNATION DINING 101 9'-4" GRID-1 ACOU-1 ROOM NUMBER GRID SPECIFICATION REVISIONS T1.1 TITLE SHEET, PROJECT INFORMATION, AND GENERAL NOTES T1.2 GENERAL CONSTRUCTION NOTES & PROJECT RESPONSIBILITIES 1 2 3 4 5 AR C H I T E C T U R A L AS1.1 OVERALL SITE PLAN EL E C T R I C A L AS2.1 SITE DETAILS DESCRIPTIVE SUMMARY OF WORK THE WORK INCLUDES ALL LABOR, MATERIALS, AND EQUIPMENT TO BUILD, FINISH, AND PROVIDE SITE IMPROVEMENT. BUILDING SHELL UNDER SEPARATE PERMIT. SITE SCORE LIMITED TO: SITE PARKING IMPROVEMENT, DRIVE-THRU IMPROVEMENT, SIGNAGE UTILITIES, & SITE LIGHTING. ANYTHING BESIDES LISTED WILL BE UNDER SEPARATE SUBMITTAL. S H E E T N U M B E R A2157 Pl o t t e d : 5/ 2 / 2 0 2 5 8 : 5 1 A M ( la u r e ) F i l e : 01 _ a 2 1 5 7 _ t 1 . 1 _ t i t l e s h e e t . d w g PROJECT NUMBER 2025.05.02 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. DATE SIGNED: 05/02/2025 BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com SI T E D E V E L O P M E N T TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2025 M C - 24421 RENEWAL 1 1/31/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS E0.1 ELECTRICAL GENERAL NOTES E0.2 ELECTRICAL SYMBOL AND ABBREVIATIONS E0.3 ELECTRICAL SPECIFICATIONS E1.1 ELECTRICAL SITE POWER PLAN E2.2 ELECTRICAL SITE LIGHTING PLAN E4.1 ELECTRICAL SINGLE LINE AND PANEL SCHEDULE E5.1 TITLE-24 ENERGY COMPLIANCE FORMS LA N D S C A P E L1.0 LANDSCAPE PLAN L1.1 LANDSCAPE DETAILS L1.2 IRRIGATION PLAN L1.3 IRRIGATION DETAILS L1.4 L1.5 IRRIGATION DETAILS IRRIGATION DETAILS 3 REINF. STEEL NOTES CONCRETE NOTES 3 (AS APPLICABLE)(AS APPLICABLE) Bldg #101121665 APPROVALS: PLNG - F. Arias BLDG - CSG POLICE -B. Martin PUBLIC WORKS - Y. Soto & P R O J E C T R E S P O N S I B I L I T I E S GE N E R A L C O N S T R U C T I O N N O T E S T1.2 GENERAL CONSTRUCTION NOTES A.THE INTENTION OF THESE DOCUMENTS IS TO INCLUDE ALL LABOR, MATERIALS, SERVICES, EQUIPMENT AND TRANSPORTATION NECESSARY FOR THE COMPLETE AND PROPER EXECUTION OF THE WORK INDICATED ON THE DRAWINGS OR REASONABLY INFERRED THESE FROM. THE ARCHITECT WILL IN NO WAY BE RESPONSIBLE FOR HOW THE FIELD WORK IS PERFORMED, SAFETY IN, OR ABOUT, THE JOB SITE METHODS OF PERFORMANCE OR TIMELINES IN THE PERFORMANCE, OF THE WORK . IF DISCREPANCIES EXIST BETWEEN PLANS OF DIFFERENT SCALES, THE LARGER SCALE PLAN TYPICALLY WILL GOVERN. NOTIFY ARCHITECT FOR A WRITTEN OR GRAPHIC CLARIFICATION OF SUCH DISCREPANCIES BEFORE PROCEEDING WITH THE WORK. B.ALL ARCHITECT CLARIFICATIONS WILL BE WRITTEN AND / OR GRAPHIC VIA ARCHITECTURAL SUPPLEMENTAL INSTRUCTIONS, CHANGE ORDERS OR CONSTRUCTION DIRECTIVES. A.ALL BIDDERS PRIOR TO SUBMITTAL OF BIDS SHALL THOROUGHLY FAMILIARIZE THEMSELVES WITH THE ARCHITECTS' PLANS & EXISTING CONDITIONS AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCY OR OMISSIONS OF ANY INFORMATION NECESSARY FOR COMPLETION OF THEIR SCOPE OF WORK. B.ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS AND SERVICES REQUIRED TO PERFORM ALL WORK NECESSARY, INDICATED OR REASONABLY INFERRED OR REQUIRED BY ANY APPLICABLE CODE TO COMPLETE THEIR SCOPE OF WORK FOR A COMPLETE AND PROPERLY FINISHED JOB. C.CONTRACTORS PRIOR TO BIDDING SHALL GUARANTEE THAT ALL OTHER SUB-BIDDEES OR SUB CONTRACTORS SHALL BE GIVEN COMPLETE FULL SETS OF PLANS TO INSURE THAT THEY HAVE INCLUDED ALL ITEMS NECESSARY TO COMPLETE THEIR WORK. ANY ITEM MISSED BY THESE SUBCONTRACTORS IN THEIR BIDS SHALL BE ABSORBED BY THE GENERAL CONTRACTOR AT HIS OR HER OWN EXPENSE AND IN NO WAY WILL AFFECT ANY ADDITIONAL COST OVER AND ABOVE THE FINAL BID. D.ALL TRADES SHALL PROVIDE BIDS ACCORDING TO THE PLANS AND SPECIFICATIONS. ANY ALTERNATE SHALL BE SUBMITTED TO THE OWNER (IN WRITING) FOR APPROVAL PRIOR TO ACCEPTANCE OF BID. A.PRIOR TO COMMENCING, THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL REVIEW ALL DRAWINGS AND SPECIFICATIONS AND VERIFY CONDITIONS AT THE SITE. ANY DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. CONTRACTOR SHALL VERIFY w/ THE PROPER UTILITY COMPANY OR OTHER AGENCY OR COMPANY THE LOCATIONS OF ALL EXISTING BELOW GRADE UTILITIES AND THEIR SERVICE CONNECTION PRIOR TO THE COMMENCEMENT OF WORK. B.NO CONTRACTOR OR SUB-CONTRACTOR IS TO START ANY WORK UNTIL A THOROUGH EXAMINATION OF ALL THE EXISTING CONDITIONS IS PERFORMED. IF FOR ANY REASON A SATISFACTORY JOB IS IMPOSSIBLE, IT SHALL BE IMMEDIATELY REPORTED TO THE PROJECT SUPERINTENDENT AND ARCHITECT FOR WRITTEN OR GRAPHIC CLARIFICATION BEFORE PROCEEDING WITH THE JOB. C.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, FOR COORDINATION OF HIS WORK WITH THAT OF OTHER TRADES AND FOR PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. D.CONTRACTOR TO VERIFY AND ENSURE AVAILABILITY AND TIMELY DELIVERY OF SPECIFIED OR SUBSTITUTED PRODUCTS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY ARCHITECT OF POSSIBLE CHANGES TO CONSTRUCTION DOCUMENTS OR ANY CONSTRUCTION DELAY DUE TO NON AVAILABILITY OR LATE DELIVERY OF MATERIALS. CONTRACTOR (& NOT THE ARCHITECT) IS RESPONSIBLE FOR NON AVAILABILITY OR LATE DELIVERY OF PRODUCTS DURING CONSTRUCTION. E.ANY CONTRACTOR PRIOR TO INSTALLATION OR PROCUREMENT OF MATERIALS SHALL NOTIFY ARCHITECT OF PROBLEMS IF ANY. FAILURE TO DO SO SHALL MEAN THAT ALL NECESSARY CORRECTIVE MEASURE, DOCUMENTATION, ETC. SHALL BE DONE BY THAT CONTRACTOR AT HIS OWN EXPENSE AND TIME. F.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ACCURACY OF THE BUILDING LINES AND LEVELS. THE CONTRACTOR SHALL COMPARE CAREFULLY THE LINES AND LEVELS SHOWN ON THE DRAWINGS WITH EXISTING LEVELS FOR THE CONSTRUCTION OF THE WORK AND SHALL BRING TO THE ARCHITECT'S ATTENTION OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK. G.PROVIDE ALL NECESSARY BACKING AND FRAMING FOR ALL WALL MOUNTED ITEMS, LIGHT FIXTURES AND ALL OTHER ITEMS REQUIRED. A.THE DESIGN PROFESSIONAL (DP) SHALL CONSULT WITH THE CLIENT REGARDING THE PROBABLE SERVICES REQUIRED TO COMPLY WITH BUILDING CODES AND AMERICANS with DISABILITIES ACT (ADA). THE DP IS NOT AN ATTORNEY NOR SHOULD THE DP'S RENDERING AN OPINION OF PROBABLE SERVICES REQUIREMENTS BE CONSIDERED EQUIVALENT TO A LEGAL INTERPRETATION OF ADA. THE DP'S OPINION WILL BE BASED SOLELY ON HIS / HER OWN EXPERIENCE AND KNOWLEDGE. THIS REQUIRES THE DP TO MAKE A CERTAIN NUMBER OF ASSUMPTIONS AS TO THE TYPES OF DISABILITIES COVERED BY ADA. THE DEGREE OF ACCESS THAT IS READILY ACHIEVABLE AND WHAT CONSTITUTES 'READILY ACCESSIBLE AND USABLE'. GIVEN THE ASSUMPTIONS WHICH MUST BE MADE THE DP CANNOT AND DOES NOT GUARANTEE THE ACCURACY OF HIS / HER OPINION AS TO FULL COMPLIANCE AND IN RECOGNITION OF THAT FACT, THE CLIENT WAIVES ANY CLAIM AGAINST THE DP RELATIVE TO THE ADEQUACY OF THE OPINION TO FULLY COMPLY WITH BUILDING CODES AND ADA REQUIREMENTS. B.THE ARCHITECT WHO SIGN THESE PLANS, SPECIFICATIONS AND OTHER INSTRUMENTS OF SERVICE SHALL NOT BE HELD RESPONSIBLE FOR DAMAGES RESULTING FROM CHANGES OR USES NOT AUTHORIZED OR APPROVED BY THE ARCHITECT. THE SIGNING OF THESE DOCUMENTS WILL NOT IMPOSE A LEGAL DUTY OR RESPONSIBILITY TO OBSERVE THE CONSTRUCTION AND / OR INSTALLATION OF THE FIXED WORKS SUBJECT TO THESE DOCUMENTS. C.ALL BRACING NECESSARY FOR CONSTRUCTION PURPOSES SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. D.THE DESIGN ADEQUACY AND SAFETY OF THE ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC, SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. THE CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. ALL WORK SHALL CONFORM TO ALL APPLICABLE FEDERAL, STATE AND LOCAL CODES AND ORDINANCES. NOTHING SHOWN IN THESE DRAWINGS SHALL BE CONSTRUED AS PERMISSION TO VIOLATE ANY GOVERNING CODES. UNLESS NOTED OTHERWISE, THE INTENTION OF THE DOCUMENTS IS TO INCLUDE ALL LABOR, MATERIALS AND EQUIPMENT & TRANSPORTATION NECESSARY FOR COMPLETE AND PROPER EXECUTION OF THE WORK. NO SUBSTITUTION SHALL BE MADE WITHOUT THE ARCHITECT'S APPROVAL. THE OWNER OR ARCHITECT MAY ORDER EXTRA WORK OR MAKE CHANGES BY ALTERING, ADDING TO, OR DEDUCTING FROM THE WORK. THE CONTRACT SUM BEING ADJUSTED ACCORDINGLY. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS AND PERFORM ALL WORK NECESSARY. REASONABLY INFERRED OR REQUIRED BY ANY CODE OR REGULATION ADOPTED BY LOCAL JURISDICTION, TO COMPLETE THEIR SCOPE OF WORK FOR A COMPLETE AND PROPERLY FINISHED JOB. ALL TRADES SHALL DO THEIR OWN CUTTING, FITTING, PATCHING, ETC. TO MAKE THE SEVERAL PARTS COME TOGETHER PROPERLY AND FIT IT TO RECEIVE OR BE RECEIVED BY WORK OF OTHER TRADES. THE CONTRACTOR SHALL CLEANUP, REMOVE AND RECYCLE IN A LEGAL MANNER AND NOT DISPOSE IN LANDFILL ALL DEBRIS AND WASTE ATTRIBUTED TO THE JOB. GENERAL CONTRACTOR TO KEEP AN ACCURATE RECORD OF CHANGES IN FIELD AND SUBMIT A COMPLETE SET OF AS-BUILT DRAWINGS TO THE ARCHITECT FOR HIS / HER REVIEW AND TO THE OWNER. FOREMAN TO HAVE AN ACCURATE FLOOR PLAN AND PROJECT SCHEDULE ON-SITE AT ALL TIMES. A.THE GENERAL CONTRACTOR (G.C.) WILL PAY FOR ALL APPLICABLE BUILDING AND SIGNAGE PERMIT AND ANY LOCAL JURISDICTION FEES OR ASSESSMENTS AS APPLICABLE. HOWEVER, THE GENERAL CONTRACTOR SHALL INCORPORATE ALL MECHANICAL, ELECTRICAL, PLUMBING (M.E.P.) AND CIVIL PERMITS AS NECESSARY IN HIS / HER BID PROPOSAL TO THE OWNER. THE M.E.P. AND CIVIL PERMITS WILL NOT BE PAID BY THE ARCHITECT. THE G.C. WILL PHYSICALLY PULL THE BUILDING PERMIT AND THE SIGNAGE PERMIT. THE G.C. MUST COORDINATE WITH HIS / HER SUBCONTRACTORS TO ENSURE THEIR APPLICABLE PERMITS ARE PULLED. THE G.C. AND ALL SUBCONTRACTORS PERFORMING WORK ON SITE MUST OBTAIN THEIR MUNICIPALITY BUSINESS LICENSES AT THEIR EXPENSE PRIOR TO START OF CONSTRUCTION. NOT HAVING ALL SUBCONTRACTOR BUSINESS LICENSES PAID FOR AT THE MUNICIPALITY MAY PREVENT THE PROJECT FROM FINAL LOCAL JURISDICTION APPROVAL AND SIGN-OFF. B.THERE MAY BE INSTANCES WHERE THERE ARE OUTSTANDING PLAN CHECK FEES THAT HAVE NOT BEEN PAID. THE G.C. WILL COORDINATE WITH THE APPROPRIATE MUNICIPALITY PLANNING AND / OR BUILDING DEPARTMENT AND DETERMINE ANY OUTSTANDING FEES. THE G.C. WILL NOTIFY THE ARCHITECT AND RECEIVE APPROVAL PRIOR TO PAYING THESE OUTSTANDING FEES. THIS WILL ALLOW THE G.C. TO NOT BE DELAYED IN PULLING THE BUILDING PERMIT. C.THE GENERAL CONTRACTOR WILL BE RESPONSIBLE TO HIRE HIS / HER OWN SIGNAGE SUBCONTRACTOR FOR THE PROJECT. 1. CODES 2. PERMITS 3. CONSTRUCTION DOCUMENTS 4. BIDS 5. CONTRACTOR 6. LIABILITIES 7. INTENTION 8. SUBSTITUTION 9. CHANGES 10. SCOPE 11. CUTTING AND PATCHING 12. CLEANING 13. (AS-BUILT) DRAWINGS 1.PROVIDE GYPSUM WALLBOARD, STEEL FRAMING COMPONENTS, AND ACCESSORIES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS GYPSUM ASSOCIATION'S FIRE RESISTANCE DESIGN MANUAL. PRODUCTS SPECIFIED HEREIN ARE AS MANUFACTURED BY U.S. GYPSUM ASSOCIATION. EQUIVALENT PRODUCTS OF OTHER MANUFACTURERS WILL BE CONSIDERED PROVIDED THEY MEET THOSE ESTABLISHED STANDARDS. MAKE APPROPRIATE SUBMITTAL FOR ANY SUBSTITUTIONS. 2.ARCHITECT WILL NOT REIMBURSE CONTRACTOR OR SUB-CONTRACTOR FOR CITY OR STATE LICENSE FEES WHICH MAY BE REQUIRED TO PERFORM WORK. 3.FINISHES A.UNLESS NOTED OTHERWISE (E.G. SPECIAL WALL COVERING AREAS) ALL GYPSUM WALLBOARD SHALL BE TAPED, SMOOTH, AND PAINTED. B.VERIFY ANY SPECIAL FINISH AREA PRIOR TO COMMENCING WORK. FINISHES GYPSUM WALLBOARD (WHERE APPLIES) PAINTING 1.SEE FINISH SCHEDULE FOR ALL PAINT PRODUCTS AND SPECIFICATIONS. 2.THE WORK INCLUDES, BUT IS NOT LIMITED TO FURNISHING OF MATERIALS AND EQUIPMENT, AND COMPLETION OF PAINTING AND PAINTER'S FINISH ON EXPOSED SURFACES AS REQUIRED TO COMPLETE FINISHING OF THE WORK INDICATED ON THE DRAWINGS OR SPECIFIED HEREIN. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE OF MATERIALS AND APPLICATION WITH GOVERNING AGENCIES (LOCAL STATE AND FEDERAL) IN CONNECTION WITH THIS PROJECT. 4.THE FOLLOWING EXPOSED SURFACES ARE TO BE PAINTED: A.UNLESS NOTED OTHERWISE, ALL GYPSUM WALLBOARD NOT COVERED BY OTHER MATERIALS. B.ALL EXISTING WALLBOARD TO A MIN. OF 6" ABOVE ROOM CEILING. TYPICAL, UNLESS NOTED OTHERWISE ON ROOM FINISH SCHEDULE. C.ALL METAL IN IMPROVED AREAS NOT PRE-FINISHED PRIOR TO INSTALLATION. D.ALL WOOD SURFACES, TRIM, OR PIECES NOT PRE-FINISHED PRIOR TO INSTALLATION. (DO NOT PAINT INTERIOR ELEMENTS NORMALLY CONCEALED SUCH AS STRUCTURAL COMPONENTS AND ELECTRICAL WIRING) 5.MATERIALS A.PAINTED PRODUCTS SHALL BE MANUFACTURED BY APPROVED OR SCHEDULED PRODUCT. B.ACCESSORY MATERIALS SUCH AS TURPENTINE / THINNER / UNSEED OIL SHALL BE APPROVED BY THE COATING MANUFACTURER. C.THE NUMBER OF COATS IS TO BE THREE (3) MINIMUM. ADDITIONAL COATS SHALL BE APPLIED AT NO ADDITIONAL COST IF NECESSARY TO COMPLETELY HIDE BASE MATERIALS, PRODUCE UNIFORM COLOR, AND PROVIDE SATISFACTORY FINISH RESULTS. D.APPLICATION AND SURFACE PREPARATION SHALL BE DONE ACCORDING TO MANUFACTURER'S WRITTEN SPECIFICATIONS AND APPLICATION INSTRUCTIONS. ALL FINISHES SHALL BE APPLIED EVENLY AND BE FREE OF RUNS, SAGS, SKIPS, CRAWLS, AND / OR DEFECTS. E.THE CONTRACTOR SHALL PROTECT HIS OWN WORK, AND ADJACENT EXISTING WORK AND MATERIALS, WITH SUITABLE COVERINGS OR MASKINGS. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR CLEANING THE AREA OF HIS WORK AS WELL AS REMOVAL OF ALL EXCESS MATERIAL (EITHER FROM ADJACENT SURFACES OR EXTRA MATERIALS). CONTRACTOR TO PAINT, REPAIR OR REPLACE ANY BUILDING OR ELECTRICAL COMPONENTS DURING CONSTRUCTION AT HIS OWN EXPENSE. F.SURFACES TO BE PAINTED SHALL BE FREE OF OIL GREASE, LOOSE PAINT, OR OTHER FOREIGN MATERIAL. 6.CONTRACTOR TO VERIFY FINISHES ON SIGNAGE WITH THE ARCHITECT. CABINET WORK 1.MAKE ALL FINISHED WORK PER THE DETAILED DRAWINGS. 2.TAKE SUCH FIELD MEASUREMENTS AS MAY BE REQUIRED. 3.ALL FINISHED CABINET MATERIALS TO BE AS CALLED OUT PER THE CONSTRUCTION DOCUMENTS. 4.PLASTIC LAMINATE FINISHING SHALL CONFORM TO REQUIREMENTS OF ARCHITECTURAL WOODWORK INSTITUTE. "QUALITY STANDARDS" FOR "CUSTOM" GRADE AND NOTES CONTAINED HEREIN. 5.INSTALLATION - INSTALL UNITS LEVEL AND PLUMB WITH TIGHT JOINTS BETWEEN ANY MULTIPLE UNITS. SCRIBE TO WALL AND OTHER SURFACES AS REQUIRED. ADJUST ALL DRAWERS, DOORS AND MOVABLE PARTS TO OPERATE EASILY AND SMOOTHLY WITHOUT BINDING. 6.ALL DRAWERS TO BE FULL EXTENSION SIDES WITH A 75 LBS. LOAD CAPACITY. 7.MILLWORK CONTRACTOR IS TO PROVIDE SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. 8.THE GENERAL CONTRACTOR AND MILLWORK CONTRACTOR ARE TO COORDINATE AND INSTALL ALL REQUIRED BLOCKING, ANGLE BRACES, SUPPORTS, ETC., TO SUFFICIENTLY SUPPORT ALL COUNTERS. 9.FINISHES COUNTERTOP FINISHES TO BE PER FINISH SCHEDULE AND / OR SHOP DRAWINGS CABINET FACES TO BE PER FINISH SCHEDULE AND / OR SHOP DRAWINGS 10.HARDWARES TO BE AS CALLED OUT PER PLANS AND SCHEDULES. (TYPICAL) 1.BOTTOM OF ELECTRICAL OUTLET J-BOXES SHALL BE INSTALLED NOT LESS THAN 15" ABOVE THE FINISHED FLOOR OR WORKING PLATFORM. 2.THE TOP OF THE J-BOX OF CONTROLS OR SWITCHES INTENDED TO BE USED BY THE OCCUPANT OF THE ROOM OR AREA TO CONTROL LIGHTING AND RECEPTACLE OUTLETS, APPLIANCES, OR COOLING, HEATING, AND VENTILATING EQUIPMENT SHALL NOT BE MORE THAN 48" ABOVE THE FINISHED FLOOR OR WORKING PLATFORM. 3.THE TOP OF FIRE ALARM INITIATING DEVICES (BOXES) SHALL BE LOCATED 48" MAX. ABOVE THE LEVEL OF THE FINISHED FLOOR, WORKING PLATFORM, GROUND SURFACE OR SIDEWALK. 4.THE INSTALLATION OF FIRE ALARM EQUIPMENT AND SYSTEMS IN ANY OCCUPANCY WITHIN THE SCOPE OF THESE REGULATIONS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE LOCAL, STATE & FEDERAL CODES AND REGULATIONS. 5.(WHERE APPLIES,) GENERAL CONTRACTOR TO SUPPLY (N) PANEL SCHEDULES FOR ALL ELECTRICAL PANELS PRIOR TO COMPLETION OF THE REMODEL. ELECTRICAL - IN ACCORDANCE TO DETAIL 12 / T1.3 1.OBJECTS PROJECTING FROM WALLS WITH THEIR LEADING EDGES ABOVE 27" AND BELOW 80" ABOVE THE FINISHED FLOOR SHALL PROTRUDE NO MORE THAN 4" INTO WALKS, HALLS, CORRIDORS, PASSAGEWAYS, OR AISLES. 2.OBJECTS MOUNTED WITH THEIR LEADING EDGES AT OR BELOW 27" ABOVE THE FINISHED FLOOR MAY PROTRUDE ANY AMOUNT INTO WALKS, HALLS, CORRIDORS, PASSAGE WAYS OR AISLES. ANY OBSTRUCTION THAT OVERHANGS A PEDESTRIAN WAY SHALL BE A MINIMUM OF 80" ABOVE THE WALKING SURFACE AS MEASURED FROM THE BOTTOM OF THE OBSTRUCTION. 3.FREESTANDING OBJECTS MOUNTED ON POSTS OR PYLONS MAY OVERHANG 12" MAXIMUM FROM 27" TO 80" ABOVE THE GROUND OR FINISHED FLOOR. 4.PROTRUDING OBJECTS SHALL NOT REDUCE THE CLEAR WIDTH OF AN ACCESSIBLE ROUTE OR MANEUVERING SPACE. 5.WALKS, HALLS, CORRIDORS, PASSAGEWAYS, AISLES OR OTHER CIRCULATION SPACES SHALL HAVE 80" (INCHES) MINIMUM CLEAR HEAD ROOM. 6.CONTRACTOR TO CONTACT ARCHITECT IF ROOF PENETRATIONS ARE DEEMED NECESSARY. ANY ROOF PENETRATIONS MUST BE COMPLETED BY LANDLORD APPROVED ROOFING CONTRACTOR. HAZARDS AND PROTRUDING OBJECTS - IN ACCORDANCE TO DETAIL 8 / T1.3 1.THE SIGNAGE AT THE STOREFRONT WILL BE CONTRACTED DIRECTLY BY THE GENERAL CONTRACTOR. THE G.C. MUST PROVIDE ANY AND ALL REQUIRED J-BOXES AS WELL AS ACCESS PANELS TO ALL SIGNAGE AS NECESSARY. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH ITS SIGN CONTRACTOR AND MAKING SURE THE JOB IS DONE ON TIME. FULLY DETAILED SHOP DRAWINGS MUST BE SUBMITTED TO THE ARCHITECT FOR REVIEW. THESE ARCHITECTURAL PLANS ONLY SHOW LIMITED DESIGN DETAILS AND ARE NOT ADEQUATE FOR CONSTRUCTION OF THE SIGN. SEE SIGN SHOP DRAWINGS. SIGN DRAWINGS WILL BE PREPARED BY OTHERS AND ARE UNDER SEPARATE PERMIT. 2.BARRIER LAWS FOR THE PHYSICALLY HANDICAPPED ARE MINIMUM GUIDELINES. SHOULD THERE BE A CONFLICT BETWEEN THESE MINIMUM REQUIREMENTS AND WHAT IS CALLED FOR ON THE DRAWINGS, THE CONTRACTOR IS TO INFORM THE ARCHITECT FOR WRITTEN AND/OR GRAPHIC CLARIFICATION PRIOR TO PROCEEDING WITH WORK SO AFFECTED. SIGNAGE ENTRANCES AND EXITS 1.ALL ENTRANCES AND ALL EXTERIOR GROUND FLOOR EXIT DOORS TO BUILDING AND FACILITIES SHALL BE MADE ACCESSIBLE OR REMAIN ACCESSIBLE. 2.EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 3.MANUALLY OPERATED EDGE OR SURFACE MOUNTED FLUSH BOLTS AND SURFACE BOLTS ARE PROHIBITED. WHEN EXIT DOORS ARE USED IN PAIRS AND APPROVED AUTOMATIC FLUSH BOLTS ARE USED, THE DOOR LEAF HAVING THE AUTOMATIC FLUSH BOLTS SHALL HAVE NO DOOR KNOBS OR SURFACE MOUNTED HARDWARE. THE UNLATCHING OF ANY LEAF SHALL NOT REQUIRE MORE THAN ONE OPERATION. 4.LATCHING AND LOCKING DOORS THAT ARE HAND ACTIVATED AND WHICH ARE IN A PATH OF TRAVEL SHALL BE OPERABLE WITH A SINGLE EFFORT BY LEVER TYPE HARDWARE, PANIC BARS, PUSH-PULL ACTIVATION BARS, OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP THE OPENING HARDWARE. LOCKED EXIT DOORS SHALL OPERATE AS ABOVE IN EGRESS DIRECTION. 5.NEW HAND ACTIVATED DOOR OPENING HARDWARE SHALL MATCH EXISTING DOORS (WHERE APPLIES,) LEVER MUST BE CENTERED BETWEEN 34" MIN. AND 44" MAX. ABOVE THE FLOOR. 6.EVERY DOORWAY LOCATED WITHIN AN ACCESSIBLE PATH OF TRAVEL SHALL BE OF A SIZE AS TO PERMIT THE INSTALLATION OF A DOOR NOT LESS THAN 3'-0" IN WIDTH AND NOT LESS THAN 6'-8" IN HEIGHT. WHEN INSTALLED, EXIT DOORS SHALL BE CAPABLE OF OPENING SO THAT THE CLEAR WIDTH OF THE EXIT IS NOT LESS THAN 32". 7.THERE SHALL BE A LEVEL AND CLEAR FLOOR OR LANDING ON EACH SIDE OF A DOOR. THE LEVEL AREA SHALL HAVE A LENGTH IN THE DIRECTION OF DOOR SWING OF AT LEAST 60" (5'-0") AND THE LENGTH OPPOSITE THE DIRECTION OF DOOR SWING OF 48" (4'-0") AS MEASURED AT RIGHT ANGLE TO THE PLANE OF THE DOOR IN THE CLOSED POSITION. 8.FLOOR OR LANDING SHALL BE NOT MORE THAN 1/2" LOWER THAN THE THRESHOLD OF THE DOORWAY. 9.DOORS SHALL HAVE A SMOOTH UNINTERRUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CREATING A TRAP OR HAZARDOUS CONDITION. WHERE NARROW FRAME DOORS ARE USED, A 10" HIGH (KICK PLATE) SMOOTH PANEL SHALL BE INSTALLED ON THE PUSH SIDE OF THE DOOR, WHICH WILL ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CREATING A TRAP OR HAZARDOUS CONDITION. 10.MAXIMUM EFFORT TO OPERATED DOORS SHALL NOT EXCEED 5 POUNDS FOR EXTERIOR DOORS AND 5 POUNDS FOR INTERIOR DOORS. SUCH PUSH OR PULL EFFORT BEING APPLIED AT RIGHT ANGLES TO HINGED DOORS AND AT THE CENTER PLANE OF SLIDING OR FOLDING DOORS. COMPENSATION DEVICES OR AUTOMATIC DOOR OPERATORS MAY BE UTILIZED TO MEET THE ABOVE STANDARDS. WHEN FIRE DOORS ARE REQUIRED, THE MAXIMUM EFFORT TO OPERATE THE DOOR MAY BE INCREASED TO THE MAXIMUM ALLOWABLE BY THE APPROPRIATE ADMINISTRATIVE AUTHORITY NOT TO EXCEED 15 POUNDS. 11.DOORS WITH CLOSING DEVICES TO CLOSE SLOWER THAN 5 SECONDS WHEN OPEN TO 70° OR MORE. GENERAL CONTRACTOR IS RESPONSIBLE FOR THE REMOVAL, HAULING AWAY, AND RECYCLING OF ALL DEMOLISHED ITEMS TO INCLUDE WALL PARTITIONS, CEILINGS, DOORS AND FRAMES, MILLWORK, CONVEYOR SYSTEM, FLOORING, SIGNAGE, ETC. ON-SITE DUMPSTERS ARE NOT ALLOWED TO BE USED FOR CONSTRUCTION DUMPING. (RECYCLE AND / OR SALVAGE FOR REUSE A MINIMUM OF 65% OF THE NON-HAZARDOUS CONSTRUCTION AND DEMOLITION WASTE IN ACCORDANCE WITH SECTION 5.408.1.1, 5.408.1.3 OF CGBSC IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO VERIFY IF THE EXISTING FIRE SPRINKLER SYSTEM NEEDS TO BE MODIFIED IN ORDER TO ACCOMMODATE THE RENOVATION SPACE. THIS INCLUDES ALL AFFECTED AREAS TO INCLUDE MAIN LOBBY AND ADJACENT ROOMS. IF REQUIRED, THE CONTRACTOR MUST SUBMIT FIRE SPRINKLER SHOP DRAWINGS AND OBTAIN A FIRE SPRINKLER PERMIT FROM THE LOCAL FIRE DEPARTMENT AND / OR BUILDING DEPARTMENT. ALL COSTS AND FEES SHOULD BE INCLUDED IN THE CONTRACTOR'S BID PROPOSAL TO THE OWNER. AT THE COMPLETION OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN AN INSPECTION FOR APPROVAL AND SIGN-OFF FOR THE MODIFIED FIRE SPRINKLER SYSTEM BY THE FIRE DEPARTMENT AND BUILDING INSPECTOR. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO VERIFY IF THE EXISTING FIRE ALARM / BURGLAR ALARM SYSTEM NEEDS TO BE MODIFIED IN ORDER TO ACCOMMODATE THE RENOVATION SPACE. THIS INCLUDES ALL AFFECTED AREAS TO INCLUDE MAIN LOBBY AND ADJACENT ROOMS. IF REQUIRED, THE CONTRACTOR MUST SUBMIT FIRE ALARM / BURGLAR ALARM SYSTEM SHOP DRAWINGS. ALL COSTS AND FEES SHOULD BE INCLUDED IN THE CONTRACTOR'S BID PROPOSAL TO THE OWNER. AT THE COMPLETION OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN APPROVAL AND SIGN-OFF FOR THE MODIFIED FIRE ALARM / BURGLAR ALARM SYSTEM BY ANY JURISDICTIONAL REQUIREMENTS. GENERAL CONTRACTOR TO PERFORM A LINE JETTING OF ALL PLUMBING LINES AFTER NEW WORK IS COMPLETE. GENERAL CONTRACTOR MUST SUPPLY CERTIFICATE OF INVOICE WITH CLOSE OUT PACKAGE. FIRE SPRINKLER SYSTEM (WHERE APPLIES) FIRE ALARM / BURGLAR ALARM SYSTEM (WHERE APPLIES) DEMOLITION (WHERE APPLIES) PLUMBING (WHERE APPLIES) 1.GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY ALL CONTACT INFORMATION REGARDING THE PROJECT SITE TO INCLUDE NAMES AND TELEPHONE NUMBERS. CONTACTS SHOULD INCLUDE STORE MANAGER, LANDLORD / PROPERTY MANAGER, CITY BUILDING INSPECTORS, FIRE DEPARTMENT INSPECTORS, ETC. THIS MUST BE DONE AT LEAST (2) TWO WEEKS PRIOR TO START OF CONSTRUCTION SO THAT G.C. CAN GAIN ACCESS TO ALL AREAS OF THE SITE AND COMPLETE ALL NECESSARY INSPECTIONS FOR THE PROJECT. 2.THE GENERAL CONTRACTOR SHALL PROVIDE STORAGE CONTAINERS, IF NECESSARY, TO RECEIVE CONSTRUCTION ITEMS SUCH AS MILLWORK, CONVEYOR SYSTEM, CART, ETC. G.C. SHALL, UPON RECEIVING OF OWNER FURNISHED ITEMS, REPORT ALL DAMAGED OR MISSING PARTS OR COMPONENTS TO THE ARCHITECT IMMEDIATELY. G.C. MUST COORDINATE FOR THE DELIVERY OF OWNER FURNISHED ITEMS TO BE PLACED IN THE G.C.'s DESIGNATED STORAGE CONTAINER LOCATION (2) TWO DAYS PRIOR TO START OF INSTALLATION OF THESE ITEMS. 3.IT IS THE INTENT OF THE TENANT TO SALVAGE AND RECYCLE AS MUCH OF THE EXISTING MATERIALS AT THE JOBSITE AS POSSIBLE. FOR THE EXISTING MILLWORK, GENERAL CONTRACTOR SHALL PHYSICALLY VERIFY IF THE FIXTURES ARE STILL IN GOOD OR REASONABLE CONDITION FOR REUSE AT OTHER TENANT FACILITIES. G.C. SHALL INFORM THE TENANT OF HIS ANALYSIS. IF IT IS VERIFIED THAT THE FIXTURES ARE SO DAMAGED THAT IT WOULD NOT BE WORTH SALVAGING, THEN THE FIXTURES WOULD BE DEMOLISHED. IF THE FIXTURES ARE SALVAGEABLE WHEN DISCONNECTED FROM ITS CURRENT LOCATION, THEN THE G.C. SHALL MOVE THEM INTO THE EXISTING WAREHOUSE AT A LOCATION DETERMINED WITH THE TENANT AND / OR STORE MANAGER. THE TENANT SHALL PICK THE FIXTURES UP AT A LATER TIME FOR STORAGE AND FUTURE REUSE. FOR OTHER MATERIALS, THE G.C. SHALL PROVIDE AN ALTERNATE PRICE IN THE PROJECT BID FORM TO THE TENANT TO RECYCLE THESE MATERIALS (I.E., CEILING TILES, DRYWALL, DOORS, FLOORING, ETC.) THE TENANT SHALL INFORM THE G.C. WHETHER TO RECYCLE THE MATERIALS OR TO HAUL AWAY TO THE LOCAL LANDFILL. 4.THE G.C. IS RESPONSIBLE FOR MATERIALS AND LABOR REQUIRED FOR ANY ALTERATIONS TO FIRE SPRINKLERS, ELECTRICAL EQUIPMENT, PLUMBING, EMERGENCY & EXISTING LIGHTING, ALARM AND MECHANICAL SYSTEMS AS REQUIRED TO COMPLETE THE PROJECT AND OBTAIN FINAL INSPECTIONS. 5.ANY DISCREPANCIES BETWEEN THESE DOCUMENTS AND THE ACTUAL FIELD CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING WITH ANY WORK. 6.THE GENERAL CONTRACTOR SHALL REVIEW ALL DOCUMENTS AND VERIFY ALL DIMENSIONS AND FIELD CONDITIONS AND SHALL CONFIRM THAT WORK IS CONSTRUCTIBLE AS SHOWN. ANY CONFLICTS OR OMISSIONS, ETC., SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT FOR CLARIFICATION PRIOR TO THE PERFORMANCE OF ANY WORK IN QUESTION. 7.DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN ALL PARTITION LOCATIONS. ALL DOOR AND OPENING LOCATIONS SHALL BE SHOWN ON FLOOR PLAN. IN CASE OF CONFLICT, NOTIFY THE ARCHITECT OF RECORD. FLOOR PLAN BY ARCHITECT OF RECORD SUPERSEDES OTHER PLANS. ALL DIMENSIONS MARKED "CLEAR" SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINISHES INCLUDING CARPET, PAD, CERAMIC TILE, VINYL COMPOSITE TILE, ETC. 8.ALL INTERIOR DIMENSIONS ARE TO THE FACE OF NEW STUD, UNLESS NOTED OTHERWISE. COLUMN CENTER LINE (OR GRID LINES) ARE SHOWN FOR DIMENSIONING. VERIFY EXACT LOCATIONS IN FIELD (AS REQUIRED). 9.THE GENERAL CONTRACTOR SHALL MARK LOCATIONS OF PARTITIONS AND DOORS FOR REVIEW BY THE OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION. REVIEW WILL BE FOR DESIGN INTENT. SUB-CONTRACTOR SHALL COORDINATE AND VERIFY ALL CONDITIONS TO ENSURE PROPER FIT. 10.THE GENERAL CONTRACTOR IS RESPONSIBLE TO FOLLOW OWNER's GROUP RULES AND REGULATIONS. WHEN THE G.C. ACCEPTS DELIVERY OF ALL ITEMS NOTED ON PLANS WHETHER IN CONTRACT OR NOT IN CONTRACT, (S)HE SHALL BE RESPONSIBLE FOR LOSS AND/OR DAMAGE TO THESE ITEMS. 11.THE GENERAL CONTRACTOR SHALL MAINTAIN, FOR THE ENTIRE DURATION OF THE WORK, ALL EXITS, EXIT / EGRESS LIGHTING, FIRE PROTECTION DEVICES AND ALARMS IN CONFORMANCE WITH ALL APPLICABLE CODES AND ORDINANCES. 12.ALL SAW CUTTING AND CORING LOCATIONS SHALL BE REVIEWED IN FIELD BY THE GENERAL CONTRACTOR AND COORDINATED WITH THE OWNER's REPRESENTATIVE PRIOR TO CUTTING / CORING. 13.DURING ALL PHASES OF WORK, DO NOT DISTURB THE DELIVERIES AND FUNCTIONS OF ALL ADJACENT AND NEIGHBORING TENANTS. 14.PROVIDE PORTABLE FIRE EXTINGUISHER(S) IN ACCORDANCE WITH NFPA 10, WITH U.L. LABEL AND A RATING OF NOT LESS THAN 2-A WITH 75 FEET OF TRAVEL DISTANCE TO ALL POSITIONS OF STORE AND / OR AS DIRECTED BY THE FIRE DEPARTMENT FIELD INSPECTOR. 15.ALL EXTERIOR BUILDING SIGNAGES SHALL BE SUBMITTED UNDER SEPARATE PERMIT APPLICATION FOR REVIEW AND APPROVAL AS REQUIRED BY LOCAL AUTHORITIES. EXTERIOR SIGNAGES ARE NOT WITHIN THE SCOPE OF BUILDING DEPARTMENT APPROVAL. 16.PRIOR TO COMMENCEMENT OF ANY WORK - THE OWNER OR OWNER'S REPRESENTATIVE SHALL ENGAGE LICENSED DESIGN PROFESSIONAL(S) TO PROVIDED ALL REQUIRED DOCUMENTATION FOR REVIEW, AND RECEIVE APPROVAL BY THE LOCAL AUTHORITIES HAVING JURISDICTION. INCLUDING BUT NOT LIMITED TO STRUCTURAL VERIFICATION AND DESIGN, BUILDING, FIRE, LIFE SAFETY, HEALTH, PLUMBING, ELECTRICAL, AND MECHANICAL APPROVALS. 17.IF REQUIRED BY LOCAL JURISDICTION - SPRINKLER, LIFE SAFETY, AND FIRE ALARM SYSTEMS ARE TO BE DESIGNED AND SUBMITTED FOR REVIEW AND APPROVAL BY LOCALLY LICENSED DESIGN PROFESSIONAL. THE DESIGN OF ALL SYSTEM(S) MUST COMPLY TO ALL FEDERAL, NATIONAL, STATE, AND LOCAL CODES AND ORDINANCES. 18.EXISTING ENERGY MANAGEMENT SYSTEM (VERIFY IN FIELD) TO REMAIN IN STORE AND BE FULLY FUNCTIONAL AND OPERATIONAL AT COMPLETION OF REMODEL PROJECT. GENERAL RESPONSIBILITIES S H E E T N U M B E R A2157 Pl o t t e d : 9/ 2 4 / 2 0 2 4 8 : 2 0 A M ( la u r e ) F i l e : 02 _ a 2 1 5 7 _ t 1 . 2 _ g c n o t e s . d w g PROJECT NUMBER 2024.09.06 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 PE R M I T S E T : 2 0 2 4 _ 0 9 _ 0 6 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. DATE SIGNED: 09/06/2024 BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com SI T E D E V E L O P M E N T TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2025 M C - 24421 RENEWAL 65 NO PA R K I N G 15 ' - 0 " BL D G S E T B A C K 41'-3" 10'-2" 25'-0" 174'-6" STREET FRONTAGE 285'-6" PTO W. 17TH STREET 10'-1" 10 ' - 2 " 3' - 2 " 12 ' - 0 " 49'-6"16'-0"7'-6"11'-0"3'-6" 45 ' - 1 0 " 5' - 2 " 12 ' - 0 " 50 ' - 1 0 " 44'-5" 28'-0" 12 ' - 2 " 38'-0"4'-0"4'-0" 11'-0" 13 ' - 2 " 1' - 6 " 12 ' - 0 " 3' - 1 0 " 6' - 4 " 6' - 6 " 17 ' - 4 " 18'-1"19'-0" 8' - 7 " 25 ' - 1 1 " W. 1 7 T H S T R E E T 8'-0" 13 ' - 4 " 18 ' - 2 " 22'-0" 10 ' - 0 " 15'-0"15'-0" 8' - 6 " 0'-8" (E) MCDONALD'S ZONE: SP1 ZONE: SP1 ZONE: R1 R. 20' R. 20' R. 20' R. 20' R. 20' (N) "NO LEFT TURN" SIGN N1° 32' 07"E 92.24' L=27.89', R=185.00' D=8°38'11" L=12.41', R=7 2 . 0 0 ' D=9°52'46" S11° 24' 53 " W 4 2 . 8 2 ' R. 20' 3'-0" LANDSCAPED SETBACK 4' LANDSCAPED SETBACK PROPERTY LINE (N) MONUMENT SIGN (UNDER SEPARATE PERMIT) (E) PORTION OF ISLAND TO BE REMOVED (E) PUBLIC S I D E W A L K (N) CURB CUT (N) 8' CMU WALL TO BE INSTALLED AT PROPERTY LINE. SEE CIVIL DRAWINGS (ENGINEERING PLAN CHECK IN PROGRESS: 1601_BRISTOL_P0115118_2022_178030) (E) 6' CMU WALL (E) CONCRETE CURB PROPERTY LINE (E) LANDSCAPE AREA (E) LANDS C A P E A R E A (E) LANDSCAPE AREA (E) 8' CMU WALL TO BE REMOVED 10' LANDSCAPED SETBACK (E) PUBLIC SIDEWALK (E) FIRE HYDRANT S1° 32' 05"W174.36' N8 9 ° 1 1 ' 5 9 " W 11 0 . 6 9 ' S8 9 ° 1 1 ' 5 6 " E 9 9 . 5 7 ' (E) STREET LIGHT 24" VEHICLE OVERHANG COVERED TRASH ENCLOSURE UNDER SEPARATE PERMIT 3' LANDSCAPE SETBACK NEW LANDSCAPING PROPERTY L I N E HERRINGBONE STAMPED AND COLORED CONCRETE R. 24'R. 20' R. 20' 20 3 ' - 7 " TO P / UWD W . 80' - 1 " TO M E N U BD . 15' SIGHT TRIANGLE PER EXHIBIT 'A' AT DRIVEWAY 15' SIGHT TRIANGLE PER EXHIBIT 'A' AT DRIVEWAY DN. PROPERTY LINE (E) 5' CMU WALL AT PROPERTY LINE 40' X 16' STAGING AREA. DRIVEWAY AND STAGING AREA TO WITHSTAND 60,000 LBS. (2) 3 YARD DUMPSTERS 64 GALLON TRASH BIN GREASE INTERCEPTOR BY OTHERS 10' LANDSCAPED SETBACK (4) BICYCLE PARKING SPACES N. BRISTOL STREET 2'-0" 4'-0" (E) STREET LIGHT 18'-0" 17'-8" HEIGHT CLEARANCE BAR UNDER SEPARATE TENANT PERMIT PREVIEW MENU BOARD UNDER SEPARATE TENANT PERMIT LANDSCAPED AREA DRIVE THRU ORDER/ MENU BOARD UNDER SEPARATE TENANT PERMIT (N) SPEAKER POST AND CANOPY WITH DETECTOR LOOP UNDER SEPARATE TENANT PERMIT EN T R Y ENTRY NO PARKING SIGN 8 AS2.1 SIGNAGE UNDER SEPARATE TENANT PERMIT DRIVE THRU CONCRETE PAVEMENT UNDER TENANT PERMIT END OF PAVING UNDER THIS SCOPE ALL FLATWORK & PATIO IMPROVEMENTS UNDER SEPARATE TENANT PERMIT (N) ELECTRICAL SWITCHGEAR (N) LIGHT POLE, TYP (N) LIGHT POLE, TYP (E) POWER POLE WITH (N) POLE-MOUNTED TRANSFORMER HANDRAIL UNDER SEPARATE TENANT PERMIT 4'-0 " DN DN 2'-0"4'-6" 4'-7" 4' - 0 " 5'-2" 4' - 0 " 10'-2" 4' - 0 " BUILDING UNDER SEPARATE PERMIT APPROX. 1,753 GROSS S.F. 1,634 NET S.F. ACCESSIBLE PATH OF TRAVEL ALL SITE CURBING, PAVING, AND WET UTILITIES PER CIVIL DRAWINGS (BEING REVIEWED BY ENGINEERING). ACCESSIBLE PATH OF TRAVEL NOTE: SEE CIVIL FOR GRADING/DRAINAGE, SITE UTILITIES (SEWER, WATER, GREASE INTERCEPTOR), SITE CURBS & SITE AC PAVING. (ENGINEERING PLAN CHECK IN PROGRESS: 1601_BRISTOL_P0115118_2022_178030) SI T E P L A N AS1.1SITE PLAN SCALE 81" = 10'-0" N GENERAL NOTES 1.THIS IS A CONCEPTUAL SITE PLAN. UNLESS OTHERWISE NOTED, ALL ELEMENTS AND CONDITIONS ARE EXISTING. 2.GENERAL (E) SURFACE DRAINAGE PATTERN, INCLUDING (E) ROOF DRAINAGE LOAD TRANSFERRED TO GROUND LEVEL, IS TO REMAIN AS IS. 3.VEHICULAR ACCESS DRIVES MUST BE PROVIDED AND MAINTAINED SERVICEABLE THROUGHOUT CONSTRUCTION. 4.CONTRACTOR SHALL ERECT AND MAINTAIN BARRICADES, WARNING SIGNS AND TRAFFIC CONES PER LOCAL REQUIREMENTS. ACCESS TO DRIVEWAYS TO BE MAINTAINED AT ALL TIMES. ALL TRAFFIC CONTROL MEASURES SHALL BE APPROVED AND IN PLACE PRIOR TO ANY CONSTRUCTION ACTIVITY. 5.ALL MATERIALS AND WORKMANSHIP FOR PUBLIC FACILITIES TO CONFORM TO CITY STANDARD CONSTRUCTION SPECIFICATIONS. 6.CONTRACTOR SHALL SWEEP ENTIRE SITE OR PORTIONS OF SITE TO BE USED BY THE PUBLIC AND SURROUNDING RIGHT-OF-WAY AREA OF THE STREET PRIOR TO USE BY THE GENERAL PUBLIC, IF ACCESSIBLE TO THE PUBLIC. 7.THE SITE SHALL BE KEPT FREE OF FIRE HAZARDS FROM THE START OF CONSTRUCTION TO FINAL INSPECTION. 8.THE G.C. SHALL IMPLEMENT A BEST MANAGEMENT PRACTICE STORMWATER FOR ALL ACTIVITIES PER CAL GREEN REQUIREMENTS. 9.THE G.C. IS RESPONSIBLE TO VERIFY ALL UNDERGROUND UTILITIES PRIOR TO PERFORMING EXTERIOR WORK. CALL 811 BEFORE DIGGING. 10.G.C. TO VERIFY ANY ABRUPT CHANGE IN LEVEL EXCEEDING 1/2" EXISTING CONCRETE SLAB/ASPHALT TRANSITION FROM ENTRY TO PUBLIC WAY/ ACCESS. G.C. TO PROVIDE CLEAR PATH OF TRAVEL, PER SECTION 11B-303. 11.SITE & PARKING ARE EXISTING TO REMAIN UNCHANGED, UNLESS OTHERWISE NOTED. 12.BUILDINGS SHALL HAVE APPROVED ADDRESS NUMBERS, BUILDING NUMBERS OR APPROVED BUILDING IDENTIFICATION PLACED IN A POSITION THAT IS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY, CONTRASTING WITH THEIR BACKGROUND. NUMBERS SHALL BE A MINIMUM OF 6 INCHES HIGH WITH A MINIMUM STROKE OF .5 INCHES. WHERE ACCESS BY MEANS OF A PRIVATE ROAD AND THE BUILDING CANNOT BE VIEWED FROM THE PUBLIC WAY, A MONUMENT, POLE OR OTHER SIGN OR MEANS SHALL BE USED TO IDENTIFY THE STRUCTURE. (CFC 505.1) 13.THE G.C. IS RESPONSIBLE TO FIELD VERIFY AND LOCATE ALL WET AND DRY UTILITIES CONNECTION POINTS PRIOR TO ANY DEMOLITION OR CONSTRUCTION. (I.E. GAS, WATER AND SEWER, CLEAN OUTS, ETC. LEGEND ACCESSIBLE PATH OF TRAVEL PATH OF TRAVEL NOTE: NO ABRUPT CHANGES OF ELEVATION ALONG THE PATH OF TRAVEL SHOWN. THE SLOPE AND CROSS SLOPE ALONG THE PATH OF TRAVEL SHALL NOT EXCEED 5% AND 2% RESPECTIVELY. INSPECTOR TO VERIFY. 1 AS2.1 S H E E T N U M B E R A2157 Pl o t t e d : 5/ 2 / 2 0 2 5 8 : 5 1 A M ( la u r e ) F i l e : 04 _ a 2 1 5 7 _ a s 1 . 1 _ s i t e p l a n . d w g PROJECT NUMBER 2025.05.02 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. DATE SIGNED: 05/02/2025 BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com SI T E D E V E L O P M E N T TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2025 M C - 24421 RENEWAL 1 1/31/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS 10 AS2.1 20 AS2.1 3 SCALE 1/8" = 1'-0"ACCESSIBLE PARKING DETAIL NO PARKINGNOTE: 1.THE SLOPE OF PARKING STALL AND LOADING ZONE SHALL NOT EXCEED 2% IN ANY DIRECTION 2.ACCESSIBLE WALK SHALL NOT EXCEED 5% GRADE IN DIRECTION OF TRAVEL AND 2% GRADE AT CROSS SLOPE. HANDICAP SYMBOL. PAINTED BLUE, TYP. 2 - WHEEL STOP3 - ACCESSIBLE PARKING SIGN7 - 4 - 4" WIDE PERIMETER STRIPING PAINTED BLUE, HATCH LINES MAX. 36" O.C. IN A COLOR CONTRASTING w/ THAT OF THE AISLE SURFACE (BLUE OR WHITE) 4" WIDE STRIPE PAINTED WHITE @ REGULAR STALLS 2% M A X . S L O P E 2% MAX. CROSS 8'-6"8'-6"12'-0" SL O P E U P 1: 1 2 M A X 6 - 6" CONC. CURB RAMP WITH TRUNCATED DOMES (N) TRASH ENCLOSURE UNDER SEPARATE TENANT PERMIT PATIO DINING AREA BICYCLE PARKING 18 ' - 0 " 18 ' - 0 " 6" CONC. CURB 9 - 6' - 0 " 4' - 0 " 4'-0" 4'-0" 5' - 0 " 4'-0" RAMP LANDING. 1:48 MAX. SLOPE IN ALL DIRECTIONS SCALE 1/8" = 1'-0"RAMP DETAIL SLOPE UP 1:12 MAX SL O P E U P 1: 1 2 M A X (N) ADA CURB RAMP W/ TRUNCATED DOME 9 - (N) ADA CURB RAMP W/ TRUNCATED DOME 6 - (N) "NO LEFT TURN" SIGN HERRINGBONE STAMPED AND COLORED CONCRETE DRIVE THRU CONCRETE PAVEMENT UNDER TENANT PERMIT 4'-0" (N) LIGHT POLE (N) LANDSCAPE AREA 12 ' - 0 " (E) PUBLIC SIDEWALK 6 - 9 - 20 - 6' - 0 " 4'-0" PROPERTY LINE 4' - 1 " 5'-4"6'-0" 5' - 1 0 " 3'-0" 5'-0" 4' - 0 " 6" 3' - 0 " MA T C H (E ) (N) 4" CONCRETE LANDING (N) #3 CONT. DOWEL AT 2'-0" O.C., TYP. (N) DETECTABLE WARNING PANEL (N) 4" THICK CONCRETE CURB RAMP w/ #3 REBAR AT 2'-0" O.C. EACH WAY (N) #3 HORIZ. BAR, TOP AND BOTTOM CURB RAMP DETAIL 1/2" = 1'-0" SCALE 6" SEE PLAN SEE PLAN (E) ASPHALTIC PAVING SURFACE (N) CONCRETE CURB 1/2" EXPANSION JOINT(E) FINISH SURFACE FILL MATERIAL 6" MIN. COMPACT AS NEEDED (N) CONCRETE PAVING LIGHT BROOM FINISH - MATCH ADJACENT WALK *MATCH EXISTING WALK THICKNESS BUT NO LESS THAN 4" 1/2" RADIUS TOOL EDGE #4 CONT. REBAR 4" * MI N . 6" MI N . SLOPE 1'-0" MIN. CONCRETE SLAB EDGE 4" 1" = 1'-0" SCALE 4 6'-0" 1"4"1" 3/4" x 18" LONG REBAR SWAGE TOP AC PAVING CONCRETE BUMPER 6'-0" 6" MI N . PLAN ELEVATION SECTION PRECAST CONCRETE WHEELSTOP. PAINT BLUE TO MATCH CORRESPONDING PARKING STALL STRIPING 9"4'-6"9" 3 1 / 2 " 6" MI N . WHEEL STOP DETAIL 3/4" = 1'-0" SCALE Minimum Fine NOTES: 1.LOCATE BOTTOM OF SIGN NOT LESS THAN 6'-8" ABOVE GRADE MOUNTED ON POLE. 2.SIGNS SHOULD BE PROPERLY CENTERED WITHIN THE PARKING SPACE. 3.THE SIGN FACE SHOULD BE LOCATED NO FURTHER THAN SIX FEET FROM THE FRONT OF EACH PARKING SPACE. 4.REFER TO SITE PLAN DRAWING FOR LOCATION. 5.SIGN TO CONFORM TO LOCAL ORDINANCE FOR SIZE AND LETTERING 6.PROVIDE "VAN ACCESSIBLE" SIGN WHERE REQUIRED ONLY PARKING 6' - 8 " T O F I N . GR A D E 5" $250 3" HIGH LETTERING MIN. - WHITE REFLECTIVE BACKGROUND, TYP. 12" 5" VAN ACCESSIBLE PROVIDE LOWER SIGN AT VAN ACCESSIBLE STALLS (WHERE APPLIES) INTERNATIONAL SYMBOL OF ACCESSIBILITY - WHITE ON BLUE FIELD "FINE" SIGN AT EACH ACCESSIBLE PARKING STALL 18 " PARKING SIGN DETAIL 3/4" = 1'-0" SCALE 3' - 0 " 3'-0" SYMBOL SHALL BE LOCATED AT THE CENTER AS INDICATED ON SITE PLAN FIELD COLOR TO BE BLUE EQUAL TO 15090 IN FEDERAL STANDARD 595A EDGE TO BE 3" WIDE, 2 COATS OF PAINT. PAINTED TRAFFIC WHITE PAVEMENT SYMBOL SCALE 1" = 1'-0" 3" DIA HEAVY DUTY GALV. STEEL PIPE PAINTED WHITE OR BY TELEPHONING LOCAL POLICE DEPARTMENT RECLAIMED AT TOWED VEHICLES MAY BE OWNER'S EXPENSE. MAY BE TOWED AWAY AT WITH DISABILITIES OR LICENSE PLATES DISTINGUISHING PLACARDS NOT DISPLAYING ACCESSIBLE SPACES PARKED IN DESIGNATED UNAUTHORIZED VEHICLES 17" MIN. 22 " M I N . NOTE: SIGN TO BE PROVIDED AT EACH ENTRANCE TO SITE. 2' - 0 " 5' - 0 " MI N . 18 GA. METAL SIGN - PAINTED FINISH GRADE 10" DIA. CONCRETE FOOTING SECURE SIGN TO POLE w/ (2)-3/8" DIA. BOLTSAPPROPRIATE INFORMATION MUST BE INCLUDED AS PERMANENT PART OF SIGN MINIMUM OF 1" IN HEIGHT LETTERING ON SIGN MUST BE A MINIMUM OF 1" IN HEIGHT 3" 6 1 / 2 " 3/8"x6" STEEL BAR NOTE: G.C. TO PROVIDE TAMPER RESISTANT FASTENERS FOR SIGNAGE ATTACHMENT. SITE ACCESSIBLE SIGN SCALE 1" = 1'-0" (714-245-8200) SQUARE PATTERN PARALLEL TO DIRECTION OF TRAVEL 0. 2 " 0.9" 0.45" NOTES: 1.MATERIAL USED SHALL BE YELLOW & FS 33538 OF SAE AMS-STD-595A & SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. 2.WARNING SURFACE TO BE FIRM & SLIP RESISTANT, MAY INCLUDE, BUT NOT LIMITED TO THE FOLLOWING SURFACES: NATURAL STONE OR STONE COMPOSITE, CERAMIC TILE, DURABLE PRECAST CONCRETE SCALES, RIGID OR FLEXIBLE COMPOSITES. 3.FASTEN ALL SURFACE MOUNTED APPLICATIONS IN STRICT ACCORDANCE w/ MANUFACTURER SPECIFICATIONS. 4.REFER TO ADA ACCESSIBILITY GUIDELINES SEC.4.29 FOR SPEC'S & INSTALLATION DETAILS. VERTICAL TRANSITIONS DUE TO INSTALLATION TO COMPLY w/ ALL APPLICABLE ADAAG SPEC'S. 5.INSTALL IN 36" PANEL DEPTHS, THIN-SET INSTALLATION. INSTALL PANEL JOINTS w/ AN ELASTOMERIC JOINT SEALANT. PATTERN PLAN 2. 3 5 " TY P . DOME - SECTION R0. 2 7 " NOTE: FIELD LEVEL MICRO-TEXTURE 41 POINTS PER SQUARE INCH 2.35" TYP. 1/2" = 1'-0"TRUNCATED DOME DET.SCALE 3 2 1 7 6 AN D D E T A I L S EN L A R G E D A D A P A R K I N G AS2.1 3" DIA HEAVY DUTY GALV. STEEL PIPE 1' - 6 " 5' - 0 " M I N . FINISH GRADE SECURE SIGN TO POLE w/ (2)-3/8" DIA. BOLTS NO PARKING SIGN SCALE 1" = 1'-0" LOCATE AT DUMPSTER LANDSCAPE NO PARKING DO NOT BLOCK DUMPSTERS 1'-0" 8 UTILITY NOTES: GENERAL 1.ALL UTILITY CONSTRUCTION SHALL CONFORM TO THE LOCAL UTILITIES DEPARTMENT STANDARDS AND SPECIFICATION, AND WILL BE SUBJECT TO THEIR INSPECTION AND ACCEPTANCE. 2.THE LOCATION OF EXISTING UTILITIES SUCH AS WATER MAINS, SEWERS, GAS LINES, ETC., AS SHOWN ON THE PLANS HAVE BEEN DETERMINED FROM THE BEST AVAILABLE INFORMATION AND IS GIVEN FOR THE CONVENIENCE OF THE CONTRACTOR. CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR THE ACCURACY OF THE LOCATED IN THE FIELD PRIOR TO START OF CONSTRUCTION. 3.THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES FOUND BETWEEN THE PLANS AND FIELD CONDITIONS PRIOR TO START OF CONSTRUCTION. 4.THE CONTRACTOR SHALL COORDINATE ALL WORK WITH THE EXISTING UTILITY EASEMENT. 5.CONTRACTOR SHALL INSPECT PIPING AND MATERIALS BEFORE INSTALLATION TO DETECT APPARENT DEFECTS. 6.CLEAR INTERIOR OF PIPE OF DIRT AND OTHER SUPERFLUOUS MATERIAL AS WORK PROGRESSES. MAINTAIN SWAB OR DRAG IN LINE AND PULL PAST EACH JOINT AS IT IS COMPLETED. PLACE PLUGS IN ENDS OF UNCOMPLETED CONDUIT WHENEVER WORK STOPS. 7.MAINTAIN MINIMUM COVER AND SPACING PER LOCAL CODES. 8.WHERE APPLICABLE, UTILITY TRENCHES CROSSING PAVEMENT AREAS SHALL BE BACK FILLED WITH COMPACTED GRANULAR MATERIAL IN ACCORDANCE WITH A.A.S.H.T.O.-T-99 9.CONTRACTOR SHALL VERIFY THAT EXTERIOR SIGNS , OCB AND CAMOPIES COME COMPLETE WITH ALLL ELECTRICALS INSTALLED FOR COMPLETE INSTALLATION. 10.CONTRACTOR SHALL VERIFY THE VENDOR'S INSTALLATION REQUIREMENT FOR THE MENU BOARD AND PREVIEW BOARD. GENERAL NOTES NOTE: THE DELIVERIES OPERATIONS HOURS "LOADING AND UNLOADING OF DELIVERIES SHALL OCCUR BETWEEN 8am AND 8pm" THE RESTAURANT OPERATIONS HOURS "INDOOR AND OUTDOOR DINING AREA SHALL OPERATE WITHIN 6am AND 11pm AND DRIVE-THROUGH 24 HOURS" 1'-6" 3" 6" DIA. STANDARD PIPE OR (4" WHERE NOTED) FILLED W/ CONCRETE. CASING TO BE .04 INCHES THICK. PAINT TRAFFIC YELLOW CONCRETE PAVING SEE CIVIL DWGS. 18" DIA. CONCRETE FOOTING 3' - 0 " ( F O R 4 ' H I G H ) 4' - 0 " ( F O R 6 ' H I G H ) 3' - 0 " CONCRETE CAP SLOPESLOPE BOLLARD DETAIL 1" = 1'-0" SCALE ACCESSIBLE PARKING SIGN, ATTACHED TO 3" SQ. SIGN POST w/ (2) 3/8'' BOLTS. SEE DETAIL 4/SP.2 CONCRETE FOOTING, SIMILAR TO THE CONCRETE USED IN THE BUILDING FOOTING ATTACHMENT DETAIL (VIEW FROM ABOVE) 1'-0" DIA. 3" 3' - 0 " VE R I F Y H E I G H T PE R L O C A L Z O N I N G OR D I N A N C E FINISHED GRADE SIGN POST BASE DETAIL 1/2" = 1'-0" SCALE 6" 4" * MI N 1/2" RADIUS TOOL EDGE ASPHALT PAVING CONCRETE CURB 1/2" EXPANSION JOINT WITH JOINT FILLER FILL MATERIAL 6" MIN. COMPACT AS NEEDED (N) CONCRETE PAVING LIGHT BROOM FINISH - MATCH ADJACENT WALK * MATCH EXISTING WALK THICKNESS BUT NO LESS THAN 4" CONCRETE - CURB DETAIL 11 2" = 1'-0" SCALEEXP. JOINT AT WALK 4" MI N . 6" 1/2" EXPANSION JOINT WITH JOINT FILLER FILL MATERIAL 6" MIN. COMPACT AS NEEDED (N) CONCRETE PAVING LIGHT BROOM FINISH - MATCH ADJACENT WALK * MATCH EXISTING WALK THICKNESS BUT NO LESS THAN 4" 1/2" RADIUS TOOL EDGE (E) SIDEWALK 11 2" = 1'-0" SCALE JOINT FILLER FACE OF WALL 1/2" EXPANSION JOINT FILL MATERIAL 6" MIN. COMPACT AS NEEDED 4" CONCRETE PAVING LIGHT BROOM FINISH - (2%SLOPE AWAY FROM BUILDING) MI N . EXP. JOINT AT WALL 11 2" = 1'-0" SCALE LANDSCAPING 6" V. I . F . 1' - 6 " 6" NOTE: PAINT CURB SAFETY YELLOW AT WALKWAYS. SACK FINISH FACE OF CURB CONCRETE CURB 2" DETECTABLE WARNING O/ CONC. PAVING 1/2" RADIUS 4"(1) - #4 HORIZ. BAR @ TOP & BOTTOM 3" CURB AT LANDSCAPE AREA 1" = 1'-0" SCALE 9 10 11 12 13 14 15 1620 19 S H E E T N U M B E R A2157 Pl o t t e d : 5/ 2 / 2 0 2 5 8 : 5 1 A M ( la u r e ) F i l e : 05 _ a 2 1 5 7 _ a s 2 . 1 _ s i t e d e t a i l s . d w g PROJECT NUMBER 2025.05.02 DATE R E V I S I O N S S T A M P SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. P R O J E C T L O C A T I O N C O N S U L T A N T S H E E T T I T L E C COPYRIGHT 2025 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 16 0 1 N B R I S T O L S T , SA N T A A N A , C A 9 2 7 0 6 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 | F. 909.944.8409 www.AmorArch.com WEST COAST | CENTRAL | EAST COAST SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. DATE SIGNED: 05/02/2025 BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com SI T E D E V E L O P M E N T TE STA RN FOAOCFLI AI LICENSED ARCHITECTWILLIAA.AMOR DATE 8/31/2025 M C - 24421 RENEWAL 1 1/31/25 PLAN CHECK CORRECTIONS 2 4/1/25 PLAN CHECK CORRECTIONS 3 5/2/25 PLAN CHECK CORRECTIONS LIGHT POLE BASE DETAIL N.T.S. SCALE N N 3 3 CITY OF SANTA ANA a U) U U U) I U c c U) N N ii U 0 N O N 0 0- ELECTRICAL DEMOLITION GENERAL NOTES (WHEN APPLICABLE): 1. REFERENCE ARCHITECTURAL DRAWINGS FOR FULL EXTENT OF DEMOLITION WORK AND PHASING. NOTIFY ARCHITECT, ENGINEER AND OWNER, AS APPLICABLE, OF ANY CONFLICTS OR DISCREPANCIES BETWEEN DRAWINGS AND JOB SITE CONDITIONS PRIOR TO SUBMITTING BID. 2. COORDINATE DEMOLITION AND REMOVAL OF EXISTING ELECTRICAL EQUIPMENT AND LIGHTING SYSTEMS WITH ARCHITECTURAL PHASING DRAWING AND OWNER TO ALLOW NECESSARY SYSTEMS TO REMAIN OPERATIONAL DURING CONSTRUCTION. (NOTE: NOT ALL EXISTING/DEMOLISHED EQUIPMENT, LIGHT FIXTURES, DEVICES OR RACEWAYS WILL BE SHOWN ON THE DRAWINGS). COORDINATE ELECTRICAL REQUIREMENTS FOR REMODELED/RENOVATED SPACES WITH THE OWNER. 3. AVOID DAMAGING FACILITIES, INCLUDING EQUIPMENT, LIGHT FIXTURES AND DEVICES THAT ARE EXISTING TO REMAIN, NEW OR REUSED. REPAIR ALL DAMAGE CAUSED DURING WORK AT NO EXTRA COST TO THE OWNER. a. DISPOSE OF ALL ELECTRICAL EQUIPMENT, LIGHT FIXTURES, AND DEVICES SHOWN TO BE REMOVED, UNLESS NOTED OTHERWISE. COORDINATE WITH THE OWNER THE ITEMS TO BE SALVAGED, AND THE LOCATION FOR STORAGE. AVOID DAMAGING SALVAGED ITEMS DURING DEMOLITION WORK AND DURING TRANSPORT TO OWNER'S DESIGNATED STORAGE LOCATION. 5. WHERE ALTERATION OF ELECTRICAL EQUIPMENT, LIGHT FIXTURES, RACEWAYS OR WIRING DEVICES AFFECTS EXISTING SURFACES/FINISHES: REPAIR/PAINT AFFECTED SURFACE TO MATCH EXISTING ADJACENT SURFACE IN ACCORDANCE WITH OWNER REQUIREMENTS. MAINTAIN FIRE RATING OF ALL FLOORS/WALLS/CEILINGS THAT ARE RATED. 6. WHERE DEMOLITION WORK INTERRUPTS ELECTRICAL CONTINUITY OF CIRCUITS THAT ARE TO REMAIN IN USE, PROVIDE NECESSARY DEVICES AND RELATED CIRCUITRY TO MAINTAIN ELECTRICAL CONTINUITY IN ACCORDANCE WITH OWNER REQUIREMENTS. RECIRCUIT REUSED ELECTRICAL EQUIPMENT, LIGHT FIXTURES AND WIRING DEVICES PREVIOUSLY POWERED FROM DEMOLISHED EQUIPMENT TO NEW OR TEMPORARY EQUIPMENT AS NEEDED. 7. COORDINATE DISCONNECTION OF POWER TO EQUIPMENT BEING DEMOLISHED/REMOVED/RELOCATED WITH OTHER TRADES PRIOR TO START OF WORK. ALL ELECTRICAL EQUIPMENT, LIGHT FIXTURES, RACEWAYS, WIRING DEVICES AND RELATED CIRCUITRY NOT BEING REUSED SHALL BE REMOVED IN ALL ACCESSIBLE AREAS AND IN FLOORS/WALLS/CEILINGS THAT ARE TO BE REMOVED, UNLESS NOTED OTHERWISE. AS ALLOWED BY OWNER, UNUSED ELECTRICAL EQUIPMENT, RACEWAYS AND RELATED CIRCUITRY THAT ARE INACCESSIBLE MAY BE ABANDONED IN PLACE AND SHALL BE PERMANENTLY DISCONNECTED FROM ALL POWER SOURCES, INSULATED FROM CONTACT WITH OTHER LIVE ELECTRICAL WIRING/DEVICES, AND IDENTIFIED AT THE TERMINATIONS AS NO LONGER BEING IN SERVICE. 8. LOW VOLTAGE CABLES/WIRING NOT BEING REUSED SHALL BE REMOVED UNLESS IDENTIFIED FOR FUTURE USE. COORDINATE REQUIREMENTS WITH OWNER. CARE SHOULD BE TAKEN DURING THE REMOVAL PROCESS TO PROTECT THE EXISTING REUSED CABLES/WIRING FROM DAMAGE. VOLTAGE DROP SCHEDULE 120V BRANCH CIRCUITS: MAXIMUM CIRCUIT LENGTH; 3% MAX VOLTAGE DROP WIRE GAUGE #12 #10 #8 #6 #4 #3 3840 N/A N/A 69 110 174 220 3500 N/A N/A 76 120 191 242 3250 N/A N/A 82 130 206 -- 3000 N/A N/A 88 140 223 -- 2880 N/A 58 92 146 233 -- Lu �_ 2500 N/A 66 106 169 268 -- v 2250 N/A 74 118 187 298 -- U � z 1920 54 87 138 220 -- -- m 1800 58 92 148 234 -- -- 1500 70 111 177 281 -- i -- 1200 87 139 221 -- -- -- 1000 105 167 266 -- -- -- 700 150 238 -- -- -- -- VOLTAGE DROP SCHEDULE 208V/10 BRANCH CIRCUITS: MAXIMUM CIRCUIT LENGTH; 3% MAX VOLTAGE DROP WIRE GAUGE #12 #10 #8 #6 #4 #3 8320 N/A N/A 96 152 241 -- 7488 N/A N/A 106 169 269 -- D 6656 N/A N/A 120 190 302Lu -- �_ 5764 N/A N/A 138 220 -- - 4992 N/A 100 160 253 -- -- v 4160 N/A 120 192 304 m3328 94 150 240 -- -- -- 2080 151 251 -- -- -- -- 1456 216 -- -- -- -- -- VOLTAGE DROP SCHEDULE 208V/30 BRANCH CIRCUITS: MAXIMUM CIRCUIT LENGTH; 3% MAX VOLTAGE DROP WIRE GAUGE #12 #10 #8 #6 #4 #3/0 36000 N/A N/A N/A N/A N/A 452 14411 N/A N/A 111 176 280 -- F- 11528 N/A N/A 138 220 -- -- w 9727 N/A N/A 164 260 -- -- U < 8646 N/A 116 185 292 -- -- U Q 7205 N/A 139 222 -- -- -- 5764 109 174 277 -- -- -- 11 4323 146 232 -- -- -- -- 3602 175 279 -- -- -- -- 2882 219 -- -- -- -- -- VOLTAGE DROP NOTES A. THE CONDUCTORS FOR FEEDER AND BRANCH CIRCUITS COMBINED SHALL BE SIZED FOR A MAXIMUM OF (5) PERCENT VOLTAGE DROP TOTAL. B. THE VOLTAGE DROP OF THE SERVICE FEEDERS SHALL NOT EXCEED (2) PERCENT. (CONTRACTOR TO VERIFY FEEDER LENGTH IN FIELD, UPSIZE FEEDER CONDUCTOR SIZE AS NEEDED, KEEP VOLTAGE DROP BELOW (2) PERCENT.) C. THE VOLTAGE DROP OF ANY BRANCH CIRCUIT SHALL NOT EXCEED (3) PERCENT. D. CONTRACTOR TO DETERMINE THE LENGTH OF RUN AND THE CONNECTED LOAD FOR EACH BRANCH CIRCUIT. USING THE VOLTAGE DROP SCHEDULES IN THIS DETAIL, THE CONTRACTOR SHALL DETERMINE THE SIZE OF THE BRANCH CIRCUIT CONDUCTOR IS ADEQUATE FOR A VOLTAGE DROP LESS THAN THE MAXIMUM (3) PERCENT. CONTRACTOR TO UP -SIZE THE BRANCH CIRCUIT CONDUCTORS AS NEEDED TO ADJUST FOR VOLTAGE DROP. (:: .� VOLTAGE DROP SCHEDULE AND NOTE NO SCALE ELECTRICAL GENERAL NOTES: 1. EXISTING CONDITIONS WERE TAKEN FROM ORIGINAL DRAWINGS AND SITE VISITS AND MAY NOT REFLECT ACTUAL "AS -BUILT" CONDITIONS. VERIFY EXISTING CONDITIONS PRIOR TO SUBMITTING FINAL BID. COORDINATE NEW AND DEMOLITION WORK WITH ALL OTHER TRADES AND EXISTING CONDITIONS. 2. NOTIFY ARCHITECT, ENGINEER AND OWNER, AS APPLICABLE, IF ANY DANGEROUS CONDITIONS EXIST ON JOB SITE BEFORE ANY DEMOLITION OR REMODEL WORK BEGINS. 3. COORDINATE ANY NECESSARY POWER OUTAGES WITH THE LANDLORD AND OWNER AND MAKE EVERY ATTEMPT TO SCHEDULE DURING NON -BUSINESS OR OFF-PEAK BUSINESS HOURS TO MINIMIZE DISRUPTION TO BUSINESS OPERATIONS. REQUESTS FOR ELECTRICAL SHUTDOWNS OF THE LANDLORD'S EQUIPMENT SHALL BE BROUGHT IN WRITING TO THE ATTENTION OF THE LANDLORD AT LEAST 7 DAYS IN ADVANCE. SHUTDOWNS SHALL NOT BE PERFORMED WITHOUT WRITTEN APPROVAL FROM THE LANDLORD. 4. ALL ROOF PENETRATIONS, FLOOR CHASING OR CORE DRILLING SHALL REQUIRE THE SPECIFIC APPROVAL OF THE LANDLORD AND OWNER. ALL WORK IN COMMON AREAS, SHAFTS OR OTHER OWNER SPACES MUST BE SPECIFICALLY REVIEWED AND APPROVED BY THE LANDLORD PRIOR TO ANY WORK BEING PERFORMED. MINIMIZE DISTURBANCE TO OTHER BUILDING TENANTS. 5. FOR AREAS AND EQUIPMENT WITHIN THE SCOPE OF THIS REMODEL: EXISTING ELECTRICAL EQUIPMENT AND CIRCUITRY MAY BE REUSED IF IN GOOD CONDITION AND NEW DESIGN REQUIREMENTS CAN BE MET; OTHERWISE REPLACE. 6. FOR AREAS AND EQUIPMENT WITHIN THE SCOPE OF THIS REMODEL: REPAIR OR REPLACE ANY EXISTING DAMAGED OR RECALLED ELECTRICAL EQUIPMENT, LIGHT FIXTURES, WIRING DEVICES AND RELATED CIRCUITRY AND RESTORE ALL ELECTRICAL SYSTEMS TO PROPER WORKING ORDER. THE FINAL ELECTRICAL INSTALLATION SHALL BE FREE FROM ELECTRICAL DEFECTS TO THE SATISFACTION OF THE AHJ, OWNER, ARCHITECT AND ENGINEER. 7. FOR AREAS AND EQUIPMENT WITHIN THE SCOPE OF THIS REMODEL: VERIFY CONDITION AND AGE OF EXISTING REUSED ELECTRICAL EQUIPMENT, LIGHT FIXTURES, CIRCUIT BREAKERS, FUSES, CONDUIT, SWITCHES AND RELATED WIRING. NOTIFY OWNER OF ANY ELECTRICAL EQUIPMENT, LIGHT FIXTURES AND WIRING AGED BEYOND ITS USEFUL LIFE AND REPLACE AS DIRECTED. THE MAXIMUM EXPECTED USEFUL LIFE SHALL NOT EXCEED THE FOLLOWING, (AS DATED FROM THE POINT OF MANUFACTURE), UNLESS APPROVED BY THE ENGINEER, MANUFACTURER AND OWNER: 20 YEARS FOR CIRCUIT BREAKERS, GENERATOR/UPS SYSTEMS AND LIGHT FIXTURES, 30 YEARS FOR TRANSFORMERS AND PANELBOARDS, 40 YEARS FOR SWITCHBOARDS AND OTHER ELECTRICAL EQUIPMENT. 8. FOR AREAS AND EQUIPMENT WITHIN THE SCOPE OF THIS REMODEL: ELECTRICAL EQUIPMENT SHALL BE LOCATED SO THAT THE CODE REQUIRED MINIMUM WORKING CLEARANCE AND DEDICATED ELECTRICAL SPACE ARE MAINTAINED. EXISTING EQUIPMENT NOT MEETING CURRENT CODE CLEARANCE REQUIREMENTS MAY REMAIN IF ALLOWED TO REMAIN BY THE AHJ, ENGINEER AND OWNER. ELECTRICAL SUPPLEMENTAL SPECIFICATIONS: 1. PRIOR TO SUBMITTING BID, VISIT THE JOB SITE AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS. AS APPLICABLE, REVIEW THE LANDLORD CRITERIA, GENERAL NOTES, OTHER TRADE DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS THAT MAY NOT BE CALLED OUT IN THIS PORTION OF THE CONSTRUCTION DOCUMENTS. NOTIFY ARCHITECT AND ENGINEER OF ANY CONFLICTS OR DISCREPANCIES PRIOR TO SUBMITTING BID. 2. ALL WORK SHALL CONFORM TO ALL LOCAL CODES AND ORDINANCES AS WELL AS APPLICABLE INDUSTRY STANDARDS. ALL EQUIPMENT SHALL BEAR LABELS FOR THE USE INTENDED BY AN AHJ ACCEPTED NATIONALLY RECOGNIZED TESTING LABORATORY (NRTL), SUCH AS UL OR ETL. THE FINAL ELECTRICAL INSTALLATION OF THE FACILITY OCCUPIED BY OWNER SHALL BE FREE FROM ELECTRICAL DEFECTS TO THE SATISFACTION OF THE AHJ, OWNER, ARCHITECT AND ENGINEER. 3. COORDINATE FINAL LOCATION AND INSTALLATION REQUIREMENTS OF ALL LIGHT FIXTURES, ELECTRICAL EQUIPMENT AND ELECTRICAL DEVICES WITH ARCHITECTURAL DRAWINGS, EXISTING CONDITIONS AND OTHER TRADES PRIOR TO ROUGH -IN. PROVIDE ALL NECESSARY DEVICES, CORDS, PLUGS, DISCONNECTS AND FINAL CONNECTIONS TO ELECTRICAL EQUIPMENT FOR PROPER OPERATION IN ACCORDANCE WITH CODE, OWNER AND MANUFACTURER REQUIREMENTS. 4. ELECTRICAL DRAWINGS ARE DIAGRAMMATIC/SCHEMATIC IN NATURE AND REPRESENT THE GENERAL SCOPE OF WORK. IT IS NOT WITHIN THE SCOPE OF THE ELECTRICAL DRAWINGS TO SHOW ALL NECESSARY RACEWAY ROUTING, BENDS, OFFSETS, PULL BOXES AND OBSTRUCTIONS. CONTRACTOR SHALL COORDINATE THE FINAL LOCATION OF EQUIPMENT AND WIRING DEVICES WITH OTHER TRADES PRIOR TO INSTALLATION AND INSTALL ALL WORK TO CONFORM TO THE OWNER REQUIREMENTS. 5. ALL CONDUCTOR AND CONDUIT LENGTHS SHOWN IN THESE DESIGN DOCUMENTS ARE INTENDED SOLELY FOR USE IN THE DESIGN CALCULATIONS BY THE DESIGN PROFESSIONAL, UNLESS NOTED OTHERWISE. LENGTHS SHOWN SHALL NOT BE USED TO ASSIST IN THE BIDDING TAKEOFF PROCESS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MATERIAL QUANTITIES REQUIRED TO BID AND CONSTRUCT THE COMPLETE PROJECT. 6. PROVIDE PROPER FIRE PROOFING AND SEALANT FOR PENETRATIONS THROUGH FIRE RATED ASSEMBLIES. THE FIRE STOPPING METHOD, MATERIAL AND ITS APPLICATION SHALL BE NRTL LISTED, CODE COMPLIANT AND APPROVED BY AHJ. 7. FOR CAST -IN -PLACE CONCRETE, TILT -UP WALLS, PRECAST OR SIMILAR PRE-ENGINEERED WALL SYSTEMS: COORDINATE THE FINAL LOCATION OF ALL ELECTRICAL DEVICES, RACEWAYS, LIGHT FIXTURES AND PENETRATIONS WITH ARCHITECT, WALL SUPPLIER AND OTHER TRADES PRIOR TO WALL CONSTRUCTION. CONDUIT/RACEWAY IMBEDDED IN CONCRETE WALLS SHALL BE SCHEDULE 80 PVC OR LFMC; OTHER TYPES MAY BE ALLOWED IF APPROVED BY WALL SYSTEM MANUFACTURER AND ENGINEER. 8. ALL APPLICABLE SWITCHES, RECEPTACLES, OUTLETS, AND CONTROLS SHALL BE PLACED AT HEIGHTS THAT ARE IN ACCORDANCE WITH ADA ACCESSIBILITY GUIDELINES. 9. WIRING DEVICES ADJACENT TO EACH OTHER SHALL BE INSTALLED UNDER A SINGLE COVER PLATE, UNO. 10. WIRING DEVICES SHOWN BACK-TO-BACK ON A COMMON WALL SHALL BE OFFSET A MINIMUM OF 12" HORIZONTALLY TO REDUCE SOUND TRANSMISSION BETWEEN ROOMS, UNO. 11. ALL WP OUTLET BOX HOODS SHALL BE "EXTRA -DUTY" AND "WHILE -IN -USE COVER" TYPE. OUTLET BOX HOODS SHALL BE LOW PROFILE WHEREVER PRACTICABLE, UNLESS NOTED OTHERWISE. THE USE OF LARGE BUBBLE COVERS SHALL BE AVOIDED ON THE EXTERIOR OF THE BUILDING OR BEHIND EQUIPMENT IN ORDER TO PREVENT DAMAGE TO THE COVER AND TO ALLOW THE EQUIPMENT TO BE LOCATED CLOSE TO THE WALL. 12. ALL SINGLE-PHASE RECEPTACLES RATED 150 VOLTS TO GROUND OR LESS, 50 AMPERES OR LESS AND THREE PHASE RECEPTACLES RATED 150 VOLTS TO GROUND OR LESS, 100 AMPERES OR LESS INSTALLED IN LOCATIONS REQUIRED BY CODE (THIS INCLUDES BATHROOMS, KITCHENS/FOOD PREP AREAS, GARAGES, EXTERIOR LOCATIONS AND RECEPTACLES WITHIN 6 FEET OF A SINK). SHALL BE PROVIDED GROUND -FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL PER N.E.C. 210.8 AND INSTALLED IN ACCORDANCE WITH N.E.C. 240,24. ALTERNATIVELY, A GFCI CIRCUIT BREAKER CAN BE INSTALLED.GFCI RECEPTACLES SHALL BE READILY ACCESSIBLE AND SHALL NOT BE LOCATED BEHIND STATIONARY EQUIPMENT. GFCI PROTECTION MAY BE VIA A GFCI CIRCUIT BREAKER OR GFCI RECEPTACLE, UNLESS NOTED OTHERWISE. WHERE NECESSARY, GFCI PROTECTION MAY BE ACHIEVED VIA A BLANK FACE GFCI DEVICE LOCATED IN A READILY ACCESSIBLE LOCATION NEAR RECEPTACLE BEING PROTECTED. FOR DOWNSTREAM WIRING DEVICES LOCATED ON THE SAME BRANCH CIRCUIT, THE GFCI PROTECTION MAY BE PROVIDED FOR BY A SINGLE UPSTREAM DEVICE IF ALL PROTECTED DEVICES ARE LABELED PER CODE.) 13. PROVIDE TAMPER -RESISTANT JR) TYPE RECEPTACLES AT ALL CODE REQUIRED LOCATIONS AND AT LOCATIONS WHERE RECEPTACLES ARE MOUNTED LESS THAN 5'-61, AFF AND ARE EASILY ACCESSIBLE BY CHILDREN, UNLESS NOTED OTHERWISE. 14. FLEXIBLE CONDUIT IS ONLY PERMITTED WHERE SPECIFICALLY ALLOWED IN THE CONSTRUCTION DOCUMENTS, WHERE CONCEALED FROM VIEW OR EXPOSED FINAL CONNECTIONS TO LIGHT FIXTURES AND EQUIPMENT IN LENGTHS OF 6-0" OR LESS. 15. ALL EMPTY CONDUIT/RACEWAY SHALL BE INSTALLED WITH PULL STRINGS. TERMINATE CONDUIT STUB -UP WITH A NYLON BUSHING. 16. EXPOSED CONDUIT/RACEWAY SHALL BE PAINTED TO MATCH ADJACENT SURFACE, UNLESS NOTED OTHERWISE. COORDINATE REQUIREMENTS WITH ARCHITECT AND OWNER PRIOR TO INSTALLATION. Plannin 17. CONDUITS/RACEWAYS SHALL BE CONCEALED FROM VIEW WHEREVER ACTICABLE, UNLESS NOTED OTHERWISE. ROUTE CONDUITS SERVING ROOFTOP EQL IPMENT CONCEALED INSIDE EQUIPMENT CURB AND MINIMIZE ROOF PENETRATIONS AND EXTERIOR CONDUIT RUNS WHERE PRACTICABLE. SUPPORT RACEWAY FROM STRUCTURE, NOT ROOF DECK. MAINTAIN 2" MIN SPACING FROM BOTTOM OF ROOF DECK TO PREVENT ROOFING SCREWS FROM PENETRATING RACEWAY. MO NOT ROUTE CONDUITS ACROSS SKYLIGHTS, ACCESS PANELS, HATCHED TILES, HVA DIFFFSIfS, R P OR EQUIPMENT WORKING CLEARANCE SPACE. ROUTE ALL EXPOSED N N-FL IB�f CONDUITS TIGHT TO STRUCTURE, PARALLEL TO BUILDING LINES AND IN STRUT OR CABLE/PIPE TRAY WHERE PRACTICABLE. INSTALL CONDUITS PLUMB/ LEI IEL WHERE EXPOSED TO VIEW. COORDINATE RACEWAY ROUTING AND INSTALLATI WITH OTHER TRADES PRIOR TO ROUGH -IN. 18. WHERE PRACTICABLE, ALL UNDER-FLOOR/UNDER-GROUND CONDUITS/ ACEWAY SHALL BE INSTALLED A MINIMUM OF 24" BELOW BOTTOM OF SLAB/PAVI /GRADE, UNLESS NOTED OTHERWISE. NOTE: THE DESIGN INTENT FOR INSTALLIN ftlgft r I CIRCUITRY AT THIS DEPTH IS TO PROTECT THE ELECTRICAL CIRCUITRY zT L ` DUE TO FUTURE WORK. 19. PROVIDE LABEL AT EACH RECEPTACLE COVER PLATE WITH THE RESPE T,Qate. "PNLBD-CKT#" DESIGNATION. COORDINATE LABEL REQUIREMENTS WITH THE OWNER PRIOR TO INSTALLATION. REFER TO THE SPECIFICATIONS FOR MORE INFORMATION. 20. MULTIWIRE BRANCH CIRCUITS ARE NOT ALLOWED, UNLESS NOTED OTH ERWISE. 21. PROVIDE INSULATED EQUIPMENT GROUNDING CONDUCTOR FOR ALL CIRCUITS, UNLESS NOTED OTHERWISE. 22. IF CONTRACTOR IS RESPONSIBLE FOR INSTALLING UTILITY TRANSFORMER PAD (FOR NEW UTILITY TRANSFORMER) REFER TO SERVING UTILITY'S GREEN BOOK FOR INSTALLATION REQUIREMENTS AND COORDINATE TRANSFORMER INSTALLATION WITH UTILITY COMPANY. SPECIAL SYSTEMS SUPPLEMENTAL SPECIFICATIONS: 1. PROVIDE NECESSARY BOXES, CONDUIT AND MAKE FINAL CONNECTIONS TO TEMPERATURE CONTROL DEVICES PER MANUFACTURER'S RECOMMENDATIONS. THIS INCLUDES BUT IS NOT LIMITED TO: MAIN CONTROL PANELS, THERMOSTATS, HUMIDISTATS, AC SOLENOIDS, HEAT RECLAIM WIRING, AHU CONTROL WIRING, DUCT FURNACE CONTROL WIRING, TIMERS, AND SIMILAR CONTROLS. PROVIDE CONDUIT FOR ALL WIRING WITHIN WALLS. PROVIDE CONTROL AND INTERLOCK WIRING WHEN NOT PROVIDED BY OTHER TRADES. COORDINATE REQUIREMENTS WITH EQUIPMENT SUPPLIERS AND OTHER TRADES PRIOR TO ROUGH -IN. 2. PROVIDE LINE VOLTAGE WIRING AND MAKE FINAL CONNECTIONS TO ALL DUCT -MOUNTED SMOKE DETECTORS, FIRE/SMOKE AND SMOKE DAMPERS WHERE APPLICABLE. COORDINATE REQUIREMENTS WITH OTHER TRADES PRIOR TO INSTALLATION. 3. DEVICES MOUNTED ON ACOUSTICAL TILE CEILINGS SHALL BE CENTERED ON THE TILE, UNO. 4. PROVIDE BOX AND 3/4" CONDUIT FROM EACH THERMOSTAT LOCATION TO MECHANICAL EQUIPMENT, (FLUSH MOUNT BOX WHEREVER PRACTICABLE). COORDINATE LOCATION OF ALL THERMOSTAT BOXES WITH MECHANICAL/CONTROLS CONTRACTOR AND OWNER PRIOR TO ROUGH -IN. 5. PROVIDE BOXES AND CONDUITS FOR THE FIRE PROTECTION SYSTEM LOW VOLTAGE WIRING AS REQUIRED. THIS INCLUDES EXPOSED WIRING LESS THAN 96" AFF. AT A MINIMUM, PROVIDE 3/4" CONDUIT, UNLESS NOTED OTHERWISE. COORDINATE REQUIREMENTS AND LOCATIONS WITH SYSTEM INSTALLER AND FIRE ALARM SPECIFICATIONS. 6. AT A MINIMUM, PROVIDE EXTRA DEEP, DOUBLE GANG COMMUNICATION OUTLET BOXES, (FLUSH MOUNTED WHEREVER PRACTICABLE), WITH SINGLE -GANG PLASTER RING AND 1" CONDUIT STUBBED -UP CONCEALED TO ACCESSIBLE CEILING SPACE, UNLESS NOTED OTHERWISE. PROVIDE SURFACE MOUNTED DATA BOXES WITHIN CABINETRY, AND SELECT OTHER LOCATIONS AS INDICATED ON THE DRAWINGS. COORDINATE TELEPHONE/DATA BOX AND CONDUIT LOCATIONS AND SIZES WITH OWNER AND OTHER TRADES PRIOR TO ROUGH -IN. 7. PROVIDE NYLON BUSHINGS FOR ALL COMMUNICATIONS AND LOW VOLTAGE WIRING CONDUITS AND SLEEVES, UNLESS NOTED OTHERWISE. 8. ALL COMMUNICATIONS AND LOW VOLTAGE WIRING CONDUIT SHALL BE INSTALLED WITH AN ACCESSIBLE PULLBOX BETWEEN EVERY 180 DEGREE CHANGE IN DIRECTION AND AT 100' INTERVALS OF CONTINUOUS RUNS. 9. MINIMUM BEND RADIUS FOR COMMUNICATIONS CONDUIT IS 6 TIMES THE INSIDE DIAMETER FOR CONDUITS 2" IN DIAMETER AND SMALLER AND 10 TIMES THE INSIDE DIAMETER FOR CONDUITS GREATER THAN 2" IN DIAMETER, UNLESS NOTED OTHERWISE. 10. LOW VOLTAGE COMMUNICATION, ENERGY MANAGEMENT, SOUND SYSTEM, SECURITY AND RELATED WIRING IS TO BE PERFORMED BY OTHERS UNDER A SEPARATE CONTRACT, UNLESS NOTED OTHERWISE. PROVIDE BOXES AND CONDUIT IN FINISHED AND RATED FLOORS/WALLS/CEILINGS TO ACCESSIBLE LOCATIONS FOR ALL LOW VOLTAGE WIRING. PROVIDE ALL LINE VOLTAGE CIRCUITRY (120V AND HIGHER) TO OWNER FURNISHED EQUIPMENT AND LOW VOLTAGE STEP-DOWN TRANSFORMERS AS REQUIRED. COORDINATE ELECTRICAL REQUIREMENTS AND LOCATIONS WITH SYSTEM INSTALLER AND OWNER. 11. ALL LOW VOLTAGE CLASS 2 OR 3 WIRING NOT IN CONDUIT SHALL BE PLENUM RATED WHERE APPLICABLE. 12. LOW VOLTAGE CABLE SHEATH LABELS AND RELATED MANUFACTURER INFO SHALL REMAIN APPARENT IN ALL EXPOSED APPLICATIONS. PROTECT ALL EXPOSED CABLING FROM PAINTING AND OVERSPRAY (INCLUDES CABLE NOT ROUTED IN CONDUIT AND THAT IS IN CABLE TRAY). 13. CABLES SHALL BE ROUTED THROUGH THE BUILDING CABLE TRAY/RACEWAY SYSTEM, UNLESS NOTED OTHERWISE. EXPOSED CABLING SHALL NOT BE ROUTED IN AREAS EXPOSED TO STRUCTURE UNLESS SPECIFICALLY PERMITTED BY THE OWNER. IN AREAS WHERE EXPOSED CABLES ARE ALLOWED, IT SHALL BE INSTALLED IN A NEAT AND WORKMAN LIKE MANNER IN ACCORDANCE WITH THE OWNER'S REQUIREMENTS. WHERE REQUIRED, PROVIDE CONDUIT TO ROUTE LOW VOLTAGE CABLING TO THE CABLE TRAY OR NEAREST ACCESSIBLE CEILING SPACE. 14. CONDUITS FOR COMMUNICATIONS OUTLETS SERVING ELEVATOR EQUIPMENT ROOMS, FACP, AND SIMILAR CRITICAL EQUIPMENT AS DESIGNATED BY THE OWNER SHALL BE CONTINUOUS ("HOMERUN") FROM OUTLET TO SERVING COMMUNICATIONS ROOM. SHEET INDEX CLICCT nC CrE:)I E)TIIIKI E0.1 ELECTRICAL GENERAL NOTES E0.2 ELECTRICAL SYMBOLS AND ABBREVIATIONS E0.3 ELECTRICAL SPECIFICATIONS E2.1 ELECTRICAL SITE POWER PLAN E2.2 ELECTRICAL SITE LIGHTING PLAN E4.1 ELECTRICAL SINGLE LINE AND PANEL SCHEDULE E5.1 TITLE-24 ENERGY COMPLIANCE FORMS APPLICABLE ELECTRICAL CODES: NOTE: PROJECT IS DESIGNED IN COMPLIANCE WITH THE FOLLOWING CODES. THIS IS NOT AN EXHAUSTIVE LIST. PROJECT SHALL COMPLY WITH ALL APPLICABLE CODES, STANDARDS AND LOCAL REQUIREMENTS. 2022 CALIFORNIA BUILDING CODE (CBC) 2022 CALIFORNIA ENERGY CONSERVATION CODE (CECC) 2022 CALIFORNIA ELECTRIC CODE (CEC) 2022 CALIFORNIA GREEN BUILDING CODE r Arch i t e c t u ra I Corporation 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.com BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com Nz r.16Y1i111111r_sLNN cv i E MECHANICAL I ELECTRICAL I PLUMBING CARLOS RIVAS carlos@rivasdesignconsultants.com Z Lu G O J W W W m Qo F_� O W N J OU E Q z z Q CD ~ �z U) w J F F H w w U) U) Lu O z J Q z Lu Q U Lu J Lu STAMP V C - 24421 8/31 /2025 * RENEWAL cSj DATE �TFOF CA1-�FO� DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS 0 0 0 0 0 DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER 001 COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. CITY OF�SANTA ANA Plannin ar�iGYYYiWYWncY ELECTRICAL SYMBOLS THIS IS A MASTER LEGEND AND NOT ALL SYMBOLS OR ABBREVIATIONS ARE USED STANDARD MOUNTING HEIGHTS AUDIBLE APPLIANCES (CENTERLINE) 84" ALARMS 48" ANNUNCIATOR PANELS (DISPLAY) 60" CONTROLS (TOP OF DEVICE) 48" EXIT SIGNS (WALL MOUNTED) 80" FIRE ALARM ANNUNCIATOR PANEL (DISPLAY) 60" FIRE ALARM BELL (EXTERIOR) (CENTERLINE) 120" FIRE ALARM CONTROL PANEL/UNIT (DISPLAY) 60" INTERCOM (AFEA ONLY) 36" INTERCOMS (TOP OF DEVICE) 48" PULL STATIONS (TOP OF DEVICE) 48" PHOTOCELLS 144" RECEPTACLES 16" RECEPTACLES (EXTERIOR) 24" RECEPTACLES(GARAGES) 24" RECEPTACLES (POOLS) 27" RECEPTACLES (ABOVE COUNTER) +6" ABOVE BACKSPLASH/COUNTER, 40" MAX RECEPTACLES IN EQUIPMENT ROOMS 44" REMOTE INDICATING LIGHT (EQUIPMENT ROOMS) 48" REMOTE INDICATING LIGHT (FINISHED AREAS) CEILING SAFETY SWITCHES (TOP OF DEVICE) 48" STARTERS (TOP OF DEVICE) 48" SWITCHES (TOP OF DEVICE) 44" TELEPHONE, DATA OUTLETS SAME AS ADJACENT DEVICE, LINO TELEPHONE TERMINAL BOARD (BOTTOM) 6" TELEVISION OUTLETS REFER TO ARCH DRAWINGS VISIBLE APPLIANCES (CENTERLINE) 84" INSTALL OUTLET BOXES AT THE MOUNTING HEIGHTS SHOWN ABOVE LINO IN THE CONSTRUCTION DOCUMENTS. MOUNTING HEIGHTS LISTED ABOVE, OR ELSEWHERE IN THE CONSTRUCTION DOCUMENTS, ARE AFF OR AFG TO BOTTOM OF OUTLET BOX, UNO. ALL DEVICES SHALL BE INSTALLED IN COMPLIANCE WITH CURRENT ADA AND LOCAL REQUIREMENTS. AF AMPERE FUSE SIZE AFC ABOVE FINISHED CEILING AFF ABOVE FINISHED FLOOR AFG ABOVE FINISHED GRADE AHJ AUTHORITY HAVING JURISDICTION AHU AIR HANDLING UNIT AIC AMPERE INTERRUPTING CAPACITY AS AMPERE SWITCH SIZE AT AMPERE TRIP SETTING ATS AUTOMATIC TRANSFER SWITCH AV AUDIO VISUAL BAS BUILDING AUTOMATION SYSTEM BKR BREAKER C CONDUIT CAT CATEGORY CATV CABLE TELEVISION SYSTEM CCTV CLOSED CIRCUIT TELEVISION CD CANDELA CKT CIRCUIT CODE APPLICABLE CODE ADOPTED BY JURISDICTION CT CURRENT TRANSFORMER CTR CENTER CVD CUMULATIVE VOLTAGE DROP D/DEMO DEMOLITION DPDT DOUBLE -POLE, DOUBLE -THROW DPST DOUBLE -POLE, SINGLE -THROW E/ETR/EX EXISTING TO REMAIN EC ELECTRICAL CONTRACTOR EF EXHAUST FAN EM EMERGENCY EMS ENERGY MANAGEMENT SYSTEM ELV ELECTRONIC LOW -VOLTAGE EWC ELECTRIC WATER COOLER FAAP FIRE ALARM ANNUNCIATOR PANEL FACP FIRE ALARM CONTROL PANEL FCA FAULT CURRENT AMPS AVAILABLE FCU FAN COIL UNIT FF FINISHED FLOOR FLA FULL LOAD AMPS FLR FLOOR GC GENERAL CONTRACTOR GEC GROUNDING ELECTRODE CONDUCTOR GES GROUNDING ELECTRODE SYSTEM GFR GROUND FAULT RELAY G GROUND IG ISOLATED GROUND ISC SHORT CIRCUIT CURRENT JB/J-BOX JUNCTION BOX LF LINEAR FEET LRA LOCKED ROTOR AMPS LTG/LTS LIGHTING/LIGHTS MAU MAKE-UP AIR UNIT MAX MAXIMUM MCA MINIMUM CIRCUIT AMPACITY MCB MAIN CIRCUIT BREAKER MCC MOTOR CONTROL CENTER MFR MANUFACTURER MIN MINIMUM MLO MAIN LUGS ONLY MLV MAGNETIC LOW -VOLTAGE MOCP MAXIMUM OVERCURRENT PROTECTION MTD MOUNTED N/A NOT APPLICABLE NF NON -FUSED NL NIGHT LIGHT (24HR ON) NRTL NATIONALLY RECOGNIZED TESTING LABORATORY (CSA,ETL,NSF,UL) NTS NOT TO SCALE OS OCCUPANCY SENSOR P POLE PART PARTIAL CIRCUIT PH/O PHASE PNL PANEL PNLBD PANELBOARD PROVIDE FURNISH AND INSTALL PT POTENTIAL TRANSFORMER QTY QUANTITY R/REL RELOCATE RCPT RECEPTACLE RLA RUNNING LOAD AMPS RTU ROOFTOP UNIT SCCR SHORT-CIRCUIT CURRENT RATING SD SMOKE DUCT DETECTOR SF SQUARE FEET SPDT SINGLE -POLE, DOUBLE -THROW SPST SINGLE -POLE, SINGLE -THROW SSBJ SUPPLY-SIDE BONDING JUMPER ST SHUNT TRIP SWBD SWITCHBOARD SWGR SWITCHGEAR TBB TELECOMMUNICATIONS BONDING BACKBONE TBD TO BE DETERMINED TGB TELECOMMUNICATIONS GROUND BUS BAR TL TWISTLOCK TMGB TELECOMMUNICATIONS MAIN GROUND BUS BAR TX/XFMR TRANSFORMER TYP TYPICAL U/F UNDERFLOOR U/G UNDERGROUND U/S UNDERSLAB UH UNIT HEATER LINO UNLESS NOTED OTHERWISE UPS UNINTERRUPTIBLE POWER SUPPLY VD VOLTAGE DROP VFD VARIABLE FREQUENCY DRIVE VS VACANCY SENSOR W WIRE W/ WITH WP WEATHER PROOF WR WEATHER RESISTANT WT WATERTIGHT XP EXPLOSION -PROOF THROUGHOUT THE DRAWINGS DIFFERENT LINETYPES ARE USED IN COMBINATION WITH THE SYMBOLS TO INDICATE THE STATUS OF ITEMS AS EXISTING, TO BE DEMOLISHED, TO BE INCLUDED AS PART OF NEW WORK AND/OR ITEMS WHICH ARE ANTICIPATED TO BE PROVIDED IN THE FUTURE. THE STATUS OF ITEMS USING THESE LINETYPES ARE RELATIVE TO THE VIEW IN WHICH THEY APPEAR. PHASING SHOWN IN DRAWINGS IS NOT INTENDED TO FULLY DESCRIBE ALL NECESSARY CONSTRUCTION PHASING, WHICH IS DETERMINED BY THE CONTRACTOR AS PART OF THEIR RESPONSIBILITIES. ANY SUCH PHASES DESCRIBED IN THE CONSTRUCTION DOCUMENTS ARE GENERAL AND ONLY INTENDED TO INDICATE A BROAD ORDER FOR THE SAKE OF DESCRIBING THE PROJECT. THE FOLLOWING LINETYPES MAY BE USED ON ANY DEVICE, EQUIPMENT, NOTE, LINE, SHAPE, ETC. EXISTING I I NEW DEMOLISH - - - - - - - - - - -- FUTURE — — — — — — — — ANNOTATION OMECHANICAL OR FIRE PROTECTION PLAN NOTE CALLOUT OPLUMBING PLAN NOTE CALLOUT lflELECTRICAL OR FIRE ALARM PLAN NOTE CALLOUT OTECHNOLOGY PLAN CALLOUT PLUMBING EQUIPMENT DESIGNATION. (CONTRACTOR FURNISHED AND OINSTALLED). REFER TO PLUMBING FIXTURE OR EQUIPMENT SCHEDULES EQUIPMENT DESIGNATION (OWNER FURNISHED, CONTRACTOR INSTALLED) CU MECHANICAL EQUIPMENT DESIGNATION (CONTRACTOR FURNISHED 1 AND INSTALLED UNLESS NOTED OTHERWISE) CONNECTION POINT OF NEW WORK TO EXISTING 1 DETAIL REFERENCE UPPER NUMBER INDICATES DETAIL NUMBER E1 LOWER NUMBER INDICATES SHEET NUMBER 1 E1 SECTION CUT DESIGNATION 7 5 HOMERUN TO PANELBOARD. INFORMATION AT ARROWS ARE CIRCUIT 3 NUMBERS AND PANELBOARD FOR TERMINATION. REFER TO OR [R-#1 P1 PANELBOARD SCHEDULES FOR BRANCH CIRCUIT CONDUCTOR SIZES. P1-3,5,7 INDICATES RELAY NUMBER CIRCUIT CONTINUATION OR PARTIAL CIRCUIT CONDUIT CONCEALED CONDUIT CONCEALED (EMERGENCY) CONDUIT IN/UNDER FLOOR/GROUND CONSTRUCTION EXPOSED CONDUIT EXPOSED CONDUIT (EMERGENCY) FLEXIBLE CONDUIT LOW VOLTAGE CABLE (NOT ROUTED IN CONDUIT) E) CONDUIT TURNING DOWN ­0 CONDUIT TURNING UP ICONNECTION POINT OR EQUIPMENT TERMINATION ---- N EQUIPMENT TERMINATION WHERE TICK MARKS ARE SHOWN, THE FOLLOWING SHALL GOVERN: SWITCHED HOT (PHASE) CONDUCTORS (SHOWN TRAILING NEUTRAL) NEUTRAL(GROUNDED)CONDUCTOR UNSWITCHED HOT (PHASE) CONDUCTORS (SHOWN LEADING NEUTRAL) xx NOTE: HASH MARKS INDICATE QUANTITY OF CONDUCTORS EQUIPMENT GROUNDING CONDUCTOR IN CONDUIT (GREEN INSULATION OR BARE) ISOLATED GROUNDING CONDUCTOR IN CONDUIT (GREEN INSULATION WITH YELLOW TRACER) BRANCH CIRCUIT CONDUCTOR TABLE WHERE TICK MARKS ARE NOT SHOWN, THE FOLLOWING SHALL GOVERN: # OF POLES HOT (PHASE)* NEUTRAL (GROUNDED)** GROUNDING*** 1P (1) (1) UNO (1) 2P (2) (1) LINO (1) 3P (3) (1) UNO (1) PROVIDE ADDITIONAL CONDUCTORS THROUGH ENTIRE CIRCUIT (SWITCHED, UNSWITCHED/EM, ETC.) AS INDICATED THROUGHOUT CONSTRUCTION DOCUMENTS AND AS REQUIRED FOR A COMPLETE AND WORKING SYSTEM. ** REFER TO SPECIFICATIONS FOR LIMITATIONS ON SHARING NEUTRAL (GROUNDED) CONDUCTORS. DO NOT CIRCUIT AS A MULTI -WIRE BRANCH CIRCUIT, LINO. *** PROVIDE ADDITIONAL ISOLATED GROUNDING CONDUCTORS WHERE INDICATED. REFER TO SPECIFICATIONS, PLANS, NOTES, WIRING AND CONTROL DIAGRAMS FOR ADDITIONAL CIRCUITING REQUIREMENTS. LIGHTING A a LIGHT FIXTURE a = LOWER CASE LETTER IS SWITCH IDENTIFIER 0 A = UPPER CASE LETTER INDICATES LIGHT FIXTURE TYPE 0 k J_ = WALL MOUNT O ®) > = ARROW INDICATES AIMING DIRECTION ® LIGHT FIXTURE CIRCUITED AS A NIGHT LIGHT (NL) ®EMERGENCY LIGHT FIXTURE WITH EMERGENCY LIGHTING BATTERY TO PACK OR CONNECTED EMERGENCY SOURCE NIGHT LIGHT/EMERGENCY LIGHT FIXTURE WITH EMERGENCY BATTERY PACK OR CONNECTED TO EMERGENCY SOURCE p LIGHT FIXTURE WITH DUAL BALLASTS CIRCUITED SEPARATELY (SHADING IMPLIES EMERGENCY LIGHT FIXTURE) V '7 '7 #1 LIGHTING TRACK (# INDICATES RELAY NUMBER) 0 0 0 o MIRROR LIGHTS 0--0 0-1--1 EXTERIOR PARKING LOT LIGHT FIXTURE OO EXTERIOR PEDESTRIAN POST TOP LIGHT FIXTURE O EXTERIOR LIT BOLLARD LIGHT FIXTURE EXIT SIGN - CEILING / WALL MOUNTED, ARROWS AS INDICATED, FACE HATCHED LJ EMERGENCY LIGHTING UNIT EQUIPMENT WITH BATTERY PACK - CEILING/WALL MOUNTED ® AFEA (AREA FOR EVACUATION ASSISTANCE) SIGN - CEILING/WALL MOUNTED, ARROWS AS INDICATED REFER TO LIGHT FIXTURE SCHEDULE FOR MORE INFORMATION. = ELECTRICAL PANELBOARD (SURFACE OR FLUSH MOUNT) 0 ELECTRICAL CABINET (SURFACE OR FLUSH MOUNT), TYPE AS NOTED PLYWOOD TERMINAL BOARD FOR TELEPHONE SYSTEM, LINO. SIZE AS NOTED ® SWITCHBOARD OR MOTOR CONTROL CENTER ON HOUSEKEEPING PAD ® ELECTRICAL DISTRIBUTION PANELBOARD TRANSFORMER DISCONNECT SWITCH - "200/3/150/3R" DENOTES 200/3/150/3R AMPERES/POLE/FUSE/NEMA ENCLOSURE RATING, NF= NON -FUSED, CB= CIRCUIT BREAKER (200/3/CB), NO VALUE (200/3/150) FOR NEMA ENCLOSURE MEANS STANDARD NEMA 1 RATING COMBINATION DISCONNECT (SAFETY) SWITCH AND MOTOR STARTER 30/3/15/1/3R "30/3/15/1/3R" DENOTES AMPERES/POLE/FUSE/NEMA STARTER L® SIZE/NEMA ENCLOSURE RATING. NF= NON -FUSED, CB= CIRCUIT BREAKER (30/3/CB/1), NO VALUE (200/3/150/1) FOR NEMA ENCLOSURE MEANS STANDARD NEMA 1 ENCLOSURE RATING ® 2 MAGNETIC MOTOR STARTER, NEMA SIZE AS NOTED. 3-POLE, LINO VFD VARIABLE FREQUENCY DRIVE INDICATING LIGHT EMERGENCY POWER OFF BUTTON • • STOP -START PUSH BUTTON CONTROL STATION ••• HAND -OFF -AUTO PUSH BUTTON CONTROL STATION MUSHROOM -TYPE PUSH BUTTON OVERHEAD PADDLE FAN BOXES, LIGHTING CONTROL & WIRING DEVICES SWITCH LETTER DESIGNATIONS AS FOLLOWS: BLANK = SINGLE POLE 2 = TWO POLE 3 = THREE-WAY 4 = FOUR-WAY D = DIMMER # F = FAN SPEED CONTROL FH = FRACTIONAL HORSEPOWER MANUAL CONTROLLER IH = INTEGRAL HORSEPOWER MANUAL CONTROLLER K = KEYED LV# = LOW VOLTAGE / DIGITAL M = MANUAL MOTOR STARTER DISCONNECT OS# = OCCUPANCY SENSOR WP = WEATHER PROOF #, OS-MW, P2, P2RL, P4, P4S OR P4RL = REFER TO LIGHTING CONTROL DEVICE SCHEDULE VC# = VACANCY SENSOR ALC AUTOMATIC LOAD CONTROL RELAY BTS BRANCH CIRCUIT TRANSFER SWITCH C# CONTACTOR (SIZE, COIL VOLTAGE AND NUMBER OF POLES AS INDICATED) © TRACK -MOUNTED CURRENT LIMITER (## INDICATES AMPERAGE) PHOTOELECTRIC SWITCH TS# TIME SWITCH LC LIGHTING CONTROLS PROCESSOR AND/OR EQUIPMENT HUB VIVE HUB (SEE VIVE HUB DEVICE SCHEDULE FOR HUB TYPE & LIGHTING CONTROL DEVICE SCHEDULE FOR MODEL INFORMATION.) PP POWER PACK (SEE LIGHTING CONTROL SCHEDULE FOR POWPAK SELECTION & LIGHTING CONTROL DEVICE SCHEDULE FOR POWPAK MODEL INFORMATION.) DL DAYLIGHT SENSOR (SEE LIGHTING CONTROL DEVICE SCHEDULE FOR MODEL INFORMATION.) OC CEILING MOUNTED OCCUPANCY SENSOR (SEE LIGHTING CONTROL DEVICE SCHEDULE FOR MODEL INFORMATION.) SIMPLEX RECEPTACLE - NEMA 5-20R, LINO DUPLEX RECEPTACLE - NEMA 5-20R, LINO DOUBLE DUPLEX RECEPTACLE - NEMA 5-20R, LINO SPECIAL RECEPTACLE - NEMA TYPE AS NOTED TWIST -LOCK TYPE RECEPTACLE © BLANK FACE GFCI FEED THROUGH DEVICE OR (BGFCI VVVVYYYY GFCI TYPE RECEPTACLE' a OR (BIG ISOLATED GROUND TYPE RECEPTACLE"` 4 OR f M EMERGENCY RECEPTACLE` RECEPTACLE INSTALLED ABOVE COUNTER OR BACKSPLASH* RECEPTACLE INSTALLED IN CEILING* ® RECEPTACLE INSTALLED IN FLOOR* RECEPTACLE INSTALLED VIA DROP CORD* ADDITIONAL RECEPTACLE LETTER DESIGNATIONS AS FOLLOWS: C = AUTOMATICALLY CONTROLLED CH = CLOCK HANGER TYPE G = RCPT PROTECTED BY GFCI CIRCUIT BREAKER OR UPSTREAM GFCI DEVICE H = HORIZONTALLY MOUNTED �# S = MANUALLY SWITCHED SP / TVSS = SURGE PROTECTION TR = TAMPER RESISTANT TV = TELEVISION USB = USB/DUPLEX WP = WEATHER PROOF COVER WR = WEATHER RESISTANT • • • • MULTI -OUTLET ASSEMBLY - TELEPHONE OUTLET ® DATA OUTLET MULTI -SERVICE OUTLET; TELEPHONE AND DATA \ ` ABOVE COUNTER, TYP WALL, TYP FLOOR, TYP A MULTI -SERVICE POWER POLE WITH TELEPHONE, DATA AND POWER z OUTLETS A = TYPE, REFER TO PLANS, SCHEDULES AND SPECIFICATIONS MULTI -SERVICE FLOOR BOX WITH TELEPHONE, DATA AND POWER �A OUTLETS A = TYPE, REFER TO PLANS, SCHEDULES AND SPECIFICATIONS OA POKE THROUGH, A = TYPE, REFER TO PLANS, SCHEDULES AND SPECIFICATIONS �T THERMOSTAT fl O JUNCTION/OUTLET BOX SP SPEAKER AP WIRELESS ACCESS POINT SYMBOL DEMONSTRATED WITH DUPLEX RECEPTACLE, WHEN USED IN COMBINATION WITH OTHER DEVICES MEANING IS SIMILAR FOR THOSE DEVICE TYPES. REFER TO LIGHTING CONTROL DEVICE SCHEDULE FOR MORE INFORMATION. ELECTRICAL ONE -LINE & RISER DIAGRAM SWITCH (RATING AS INDICATED) 1 3P C� PA DRAWOUT CIRCUIT BREAKER (RATINGS AS INDICA v ##A FUSED SWITCH (RATING, POLES AND FUSE TYPE AS IN ICATED) ID#AB 3P -AP COMBINATION FUSED SWITCH/STARTER AND STARTER SIZE 'E.A" PE EMA# ICIRCUIT BREAKER (RATINGS AS INDICATED) MaStE PA 3P CI I I11111AI • 31113 COMBINATION CIRCUIT BREAKER/STARTER AND STAR RWte. IS ❑ m PANELBOARD, SINGLE OR MULTI -SECTION (REFER TO ISOLATED POWER PANELBOARD W/ INTEGRAL TRANSFORMER r (REFER TO SCHEDULES) Tx# TRANSFORMER (TYPE AND RATINGS AS INDICATED) TX# SHIELDED TRANSFORMER (TYPE AND RATINGS AS INDICATED) ATS# AUTOMATIC TRANSFER SWITCH (RATINGS AS INDICATED) I� ##A ATS# (W/BYPASS) AUTOMATIC TRANSFER SWITCH WITH BYPASS (RATINGS AS INDICATED) ##A ## KW GENERATOR 10, 4W 1111Y1111V, M/G GENERATOR (RATINGS AS INDICATED) ##A. 3P _ - NON -SEPARATELY DERIVED SOURCE OR SEPARATELY DERIVED SOURCE MDPSWITCHBOARD ELEC ROOM ##DAMPS 4BOY/27TV304W SWITCHGEAR, SWITCHBOARD AND/OR DISTRIBUTION PANELBOARD (TYPE, RATING, DEVICES AND ACCESSORIES AS INDICATED) DIGITAL VM AM COMBINATION DIGITAL VOLT METER/AMMETER ### CIRCUIT IDENTIFICATION (REFER TO CIRCUIT SCHEDULE) GFR GROUND FAULT RELAY PFR PHASE FAILURE RELAY HE KIRK -KEY INTERLOCK (# INDICATES KEY PAIR) ST SHUNT TRIP AM AMMETER (RANGE AS SPECIFIED OR REQUIRED) VM VOLTMETER (RANGE AS SPECIFIED OR REQUIRED) UTILITY METER M UTILITY METER (AS REQUIRED BY UTILITY) AS AMMETER SWITCH VS VOLTMETER SWITCH WH D WATT-HOUR METER, "D" DENOTES DEMAND REGISTER, "15' 15 DENOTES MINUTES OF DEMAND INTERVAL CURRENT TRANSFORMER RATING AS SPECIFIED OR REQUIRED POTENTIAL TRANSFORMER RATING AS SPECIFIED OR REQUIRED SPD SURGE -PROTECTIVE DEVICE •--I GROUND CONNECTION GROUND CONNECTION WITH TEST WELL Q—� GROUND ROD LIGHTNING ARRESTER H CAPACITOR - CONTACT (OPEN OR CLOSED) HEATER HP MOTOR BLOCK LOAD KW OR KVA X F# X FP# FAULT POINT REFERENCED IN SHORT CIRCUIT CURRENT AND VOLTAGE DROP SPREADSHEET Arch i t e c t u ra I Corporation 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.com BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com CONSULTANT MECHANICAL I ELECTRICAL I PLUMBING 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com Z F- U O wF— � Q OU Q�O 0- .J I— z 5W G O J W W 0 W I— � O W ti N J O OU IY Q co Z Z Q O Z Cfl U) STAMP z O Q LLJ Of Q z Q 0 2-7 LL1 Lu J U) J O cm G U) J w 0 J _ H ~ w Lu J Lu Lu �I i I • -24421 8/31/2025 Nc* RENEWAL DATE �Q qT o CA0F�� DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. E0.2 ELECTRICAL -SPECIFICATIONS (AS APPLICABLE) CITY OF SANTA ANA Plannin �ar1Q.GYYI�iOG.YQP.ncY PART I - GENERAL 1. CONDITIONS 1.1. FURNISH & INSTALL A COMPLETELY WIRED & OPERATIONAL ELECTRICAL SYSTEM AS SHOWN & SPECIFIED ON THE DRAWINGS HEREIN, INCLUDING BUT NOT LIMITED TO, THESE ITEMS: 1.1.1. LIGHTING FIXTURES AS INDICATED & SPECIFIED ON THE PLANS. 1.1.2. ELECTRICAL PANELS, SERVICING, CONDUITS, WIRING, ETC. FOR ALL OUTLETS & EQUIPMENT. 1.1.3. TELEPHONE OUTLETS & CONDUITS AS INDICATED. 2. RELATED WORK BY OTHERS 2.1. THE ELECTRICAL CONTRACTOR SHALL PROVIDE CONDUIT, TRENCH, & BACKFILL FOR A ELECTRICAL SERVICE ENTRANCE FROM THE MAIN SERVICE TO THE UTILITY POINT OF ELECTRICAL SERVICE. THE ELECTRICAL CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ENTRANCE w/ THE SERVING UTILITY COMPANY. 2.2. THE ELECTRICAL CONTRACTOR SHALL PROVIDE CONDUIT, TRENCH, & BACKFILL FOR PRIMARY PHONE & CATV SERVICE FROM THE TELEPHONE TERMINAL BOARD OR CABINET TO THE PHONE COMPANY & CATV COMPANY POINT OF SERVICE. 3. CODES, REGULATIONS AND STANDARDS 3.1. THE INSTALLATION SHALL COMPLY w/ APPLICABLE LOCAL & STATE CODES, ORDINANCES, & THE REGULATIONS OF THE CURRENTLY ACCEPTED EDITION OF THE N.E.C. IT SHALL ALSO COMPLY w/ THE POWER, TELEPHONE, & CATV COMPANY FURNISHINGS REQUIREMENTS FOR THE INSTALLATION. 3.2. THE FOLLOWING INDUSTRY STANDARDS, SPECIFICATIONS, & CODES ARE MIN. REQUIREMENTS: 3.2.1. THE NATIONAL ELECTRICAL MANUFACTURER'S ASSOCIATION STANDARDS. 3.2.2. THE NATIONAL ELECTRICAL CODE, INCLUDING LOCAL AMENDMENTS. 3.2.3. U.L.'s INCORPORATED STANDARDS. 3.2.4. AMERICAN NATIONAL STANDARDS INSTITUTE. 4. INSPECTION OF SITE 4.1. PRIOR TO SUBMITTING A BID FOR ELECTRICAL WORK, THE CONTRACTOR SHALL VISIT THE PROPOSED SITE OF CONSTRUCTION & SHALL THOROUGHLY ACQUAINT HIMSELF (HERSELF) w/ EXISTING UTILITIES, & WORKING CONDITIONS TO BE ENCOUNTERED, ETC. ALLOWANCE WILL NOT BE MADE FOR NONCOMPLIANCE w/ THIS CONDITION AFTER BIDDING. 4.2. ELECTRICAL INSTALLATION SHALL MEET THE EXISTING CONDITIONS. 1. MATERIALS 1.1. ALL MATERIALS SHALL BE NEW & OF THE QUALITY SPECIFIED ON THE PLANS OR SPECIFICATIONS & MUST CARRY THE U.L.'s APPROVAL COVERING THE PURPOSE FOR WHICH THEY ARE USED & MEET ALL REQUIREMENTS OF CURRENT APPLICABLE CODES & REGULATIONS. 2. CONDUIT 2.1. ALL WIRING SHALL BE INSTALLED IN LISTED METALLIC CONDUIT EXCEPT AS PERMITTED BELOW: 2.1.1. GALVANIZED RIGID STEEL CONDUIT, w/ A 20 MIL PVC COATING WILL BE USED WHEN IN CONTACT w/ EARTH. 2.1.2. INTERMEDIATE METAL CONDUIT MAY BE USED IN INDOOR LOCATIONS NOT IN CONTACT w/ THE EARTH. 2.1.3. ELECTRICAL METALLIC TUBING MAY BE USED IN INDOOR LOCATIONS NOT IN CONTACT w/ EARTH, NOT IN CONCRETE SLABS OR WALLS & NOT SUBJECT TO DAMAGE. 2.1.4. PVC MAY BE USED IN OR BELOW CONCRETE & DIRECTLY BURIED IN EARTH. 2.1.5. FLEXIBLE STEEL CONDUIT SHALL BE USED FOR INDOOR FINAL CONNECTIONS TO EQUIPMENT IN LENGTHS NOT TO EXCEED 72". 2.1.6. LIQUID -TIGHT FLEXIBLE STEEL CONDUIT SHALL BE FOR OUTDOOR FINAL CONNECTIONS TO EQUIPMENT NOT TO EXCEED 36". 2.2. WHERE CONDUITS ENTER OUTLET BOXES, FIXTURES OR CABINETS, FIRMLY FASTEN w/ STEEL SET SCREW, COMPRESSION CONNECTORS, OR DOUBLE LOCKNUTS FOR GALVANIZED RIGID CONDUIT. ALL CONNECTIONS SHALL HAVE BUSHINGS OR INSULATED THROAT CONNECTORS. FIRMLY FASTEN CONDUIT TO THE BUILDING CONSTRUCTION. RUN EXPOSED CONDUIT PARALLEL TO THE BUILDING LINES, SUPPORTED BY APPROPRIATE HANGERS (UNISTRUT, T & B, APPLETON, OR EQUAL). 2.3. COVER METALLIC CONDUIT CONTACTING THE EARTH w/ POLYETHYLENE TAPED SPIRAL WRAPPED, 1/2 LAPPED TO PROVIDE 20 MIL. THICKNESS. TAPE SHALL BE SCOTCH NO. 50 TAPE. CONDUITS & DUCTS NOT UNDER BUILDINGS & FEEDER DUCTS SHALL COMPLY w/ N.E.C. 300-5. MAKE JOINTS w/ COMPOUND WATERTIGHT. 2.4. FITTINGS & CONDUIT BODIES SHALL BE STEEL. NO DIECAST FITTINGS. 2.5. CONDUIT SIZES SHALL BE AS REQUIRED BY CODE & AS INDICATED OR SPECIFIED. 2.6. ALL EMPTY CONDUIT SYSTEMS SHALL HAVE A NYLON PULL STRING TO FACILITATE INSTALLATION OF FUTURE WIRE. 2.7. SCHEDULE 40 PVC CONDUIT SHALL BE PERMITTED UNDERGROUND w/ PROPER FITTINGS, ALL U.L. APPROVED & CEMENTED JOINTS. PENETRATIONS THROUGH FLOOR SLABS & BENDS GREATER THAN 22 DEGREES SHALL BE WRAPPED RIGID 5. STORAGE AND HANDLING OF MATERIAL GALVANIZED STEEL ELBOWS. 5.1. DELIVER MATERIALS & EQUIPMENT TO THE PROJECT IN THE MANUFACTURER' 2.8. CONDUITS & OUTLETS SHALL BE CONCEALED w/ THE BUILDING STRUCTURE, ORIGINAL, UNOPENED, LABELED CONTAINERS. PROTECT AGAINST MOISTURE, EXCEPT THAT CERTAIN MOTOR & LIGHTING FEEDER CONDUITS MAY BE RUN TAMPERING, OR DAMAGE FROM IMPROPER HANDLING & STORAGE. CONTRACTOR EXPOSED IN CERTAIN AREAS AS INDICATED ON THE DRAWINGS. CONDUITS SHALL BE RESPONSIBLE FOR ANY DAMAGE TO WORK OR MATERIALS UNTIL FINAL SHOWN TO BE INSTALLED IN CABINETS, COUNTERS, & CASEWORK SHALL BE RUN ACCEPTANCE BY THE OWNER, & SHALL MAKE GOOD w/o COST TO THE OWNER, ANY AS DIRECTED BY THE ARCHITECT. DAMAGE OR LOSS THAT MAY OCCUR DURING THIS PERIOD. PART II - PRODUCTS & EXECUTION 5.PANELBOARDS 5.1. CIRCUIT BREAKER TYPE AS INDICATED ON DRAWINGS. U.N.O., ALL PANELS SHALL HAVE PANELBOARD TYPE CONSTRUCTION w/ BOLT -ON CIRCUITS. BREAKERS FOR 3PHASE PANELS. MANUFACTURER's SHALL BE GENERAL ELECTRIC, SQUARE D, SIEMENS, CUTLER -HAMMER OR EQUAL w/ VOLTAGE, SIZES, & RATINGS AS INDICATED ON DRAWINGS. 5.2. THE CIRCUIT BREAKERS SHALL BE OPERABLE IN ANY POSITION & BE REMOVABLE FROM THE FRONT OF THE PANELBOARD w/o DISTURBING ADJACENT UNITS. BRANCH BREAKERS SHALL BE OF SUCH DESIGN THAT COMBINATION OF SINGLE-P, DOUBLE-P, & TRIPLE-P BREAKERS CAN BE ASSEMBLED ON THE SAME PANEL. EACH BRANCH CIRCUIT SHALL BE CLEARLY NUMBERED. BRANCH & MAIN TERMINALS SHALL BE OF THE SOLDERLESS TYPE. HANDLE TIES TO FORM MULTI -POLE BREAKERS NOT ACCEPTABLE. 5.3. WIRE TERMINATION FOR PANELBOARDS & CIRCUIT BREAKERS SHALL BE LISTED AS SUITABLE FOR 75 DEGREES CELSIUS. 5.4. PROVIDE A TYPEWRITTEN CIRCUIT INDEX BEHIND CLEAR PLASTIC ON THE INSIDE OF THE DOOR. INFORMATION SHALL INCLUDE ROOM & TYPE LOAD SERVED. ALL CIRCUIT BREAKERS SHALL BE IDENTIFIED, INCLUDING SPARES. INDEX CARD FRAME SHALL BE METAL, SECURED TO DOOR. 5.5. WHERE PANELBOARDS ARE INSTALLED FLUSH w/ THE WALLS, EXTEND EMPTY CONDUITS FROM THE PANELBOARD TO AN ACCESSIBLE SPACE ABOVE OR BELOW. PROVIDE 3/4" (MIN. SIZE) CONDUIT FOR EVERY (3) THREE SINGLE SPARE CIRCUIT BREAKERS OR SPACE EQUIVALENT MULTI -POLE ARRANGEMENT, OR FRACTION THEREOF, BUT NOT LESS THAN (2) TWO CONDUITS FOR EACH PANEL. 5.6. PANELBOARDS TO BE PROVIDED w/ COPPER BUSSING ONLY. 5.7. LOAD CENTERS SHALL NOT BE ALLOWED U.N.O. 5.8. ALL NEW PANELBOARDS SHALL COMPLY w/ N.E.0 ARTICLE 110.16. EQUIPMENT MANUFACTURER's SHALL PROVIDE WARNING LABELS FOR ALL PANELBOARDS, GENERATORS, AUTOMATIC TRANSFER SWITCHES, ETC. TO WARN QUALIFIED PERSONS OF POTENTIAL ELECTRIC ARC FLASH HAZARDS. THE MARKING SHALL BE LOCATED SO AS TO BE CLEARLY VISIBLE BEFORE EXAMINATION, ADJUSTMENT, SERVICE, OR MAINTENANCE OF THE EQUIPMENT. 6. WIRE 6.1. CONDUCTOR SIZES SHOWN ON THE DRAWINGS ARE BASED ON COPPER WIRE. U.N.O., ALL WIRE SHALL BE TYPE XHHW FOR FEEDERS OR BRANCH CIRCUITS LARGER THAN 4 AMERICAN WIRE GAUGE, TYPE THHN/THWN INSULATION FOR FEEDERS & BRANCH CIRCUITS 4 AMERICAN WIRE GAUGE & SMALLER. ALL BRANCH CIRCUIT WIRING SHALL BE COPPER. SERVICE & PANEL FEEDERS #1/0 & LARGER MAY BE ALUMINUM, PROVIDED THE CONDUCTOR SIZES ARE INCREASED FOR EQUAL OR GREATER AMPACITY & EQUAL OR LESS EQUIVALENT VOLTAGE DROP. INCREASE CONDUIT SIZE AS REQUIRED. THE WIRES SHALL BE MARKED w/ COLOR TO SIMPLIFY CIRCUIT IDENTIFICATION. U.N.O., BY LOCAL ORDINANCES GROUND WIRES SHALL BE GREEN, NEUTRAL WIRES SHALL BE 120V-WHITE, 277V-GRAY, & LIVE WIRES 208Y/120V & 120/240 SHALL BE BLACK (PHASE A), RED (PHASE B), & BLUE (PHASE Q. FOR 480Y/277V CIRCUITS, THE COLOR CODE SHALL BE BROWN (PHASE A), ORANGE (PHASE B), & YELLOW (PHASE C). THE WIRE SHALL BE 12 AMERICAN WIRE GAUGE U.N.O. CIRCUIT SHALL BE LABELED IN EACH J-BOX. 6.2. WHERE ALUMINUM WIRE IS USED, ALUMINUM CONDUCTOR MATERIAL SHALL COMPLY w/ N.E.C. 310-14 & ALL CONNECTIONS & TERMINATIONS SHALL BE MACHINE COMPRESSION TYPE EQUAL TO BURNDY "HI PLUG" OR "MACADAPT", NO 2.9. ALL CONDUIT SYSTEMS SHALL HAVE A CODE SIZED COPPER GROUND EXCEPTIONS. 5.2. ARRANGE FOR TIMELY DELIVERY OF MATERIALS & EQUIPMENT TO THE JOB SITE IN CONDUCTOR INCREASE CONDUIT SIZE AS REQUIRED. ORDER TO MINIMIZE THE LENGTH OF TIME BETWEEN DELIVERY & INSTALLATION. 2.10. CONDUIT PENETRATION THROUGH ROOF SHALL HAVE ROOF FLASHING w/ CAULK 5.3. COVER & PROTECT ANY MATERIAL THAT MAY BE AFFECTED BY WEATHER WHILE IN TYPE COUNTER FLASHING SLEEVE. INSTALLATION SHALL BE WATERTIGHT. TRANSIT OR STORED AT THE PROJECT SITE. ANY MATERIAL FOUND DEFECTIVE OR NOT INSTALLED IN ACCORDANCE w/ THE CONSTRUCTION DOCUMENTS MAY BE 2.11. CONDUITS SHALL BE ROUTED SURFACE ON THE STRUCTURE, PARALLEL & REJECTED BY THE ENGINEER. PERPENDICULAR TO THE STRUCTURE. 6. CLEANUP 3. OUTLET, PULL, & JUNCTION BOXES 6.1. KEEP THE PREMISES FREE FROM ACCUMULATION OF WASTE MATERIALS, OR 3.1. EACH SWITCH, LIGHT, RECEPTACLE OR OTHER OUTLET SHALL BE PROVIDED w/A RUBBISH CAUSED BY EMPLOYEES OR WORK UNDER THIS DIVISION OF THE CODE GAUGE, GALVANIZED STEEL OUTLET BOX. JUNCTION & PULL BOXES SHALL SPECIFICATIONS. AT THE COMPLETION OF THE WORK REMOVE ALL SURPLUS BE CODE GAUGE, GALVANIZED STEEL. OUTLET BOXES SHALL BE OF THE ONE MATERIALS, TOOLS, ETC., & LEAVE THE PREMISES BROOM -CLEAN. PIECE, KNOCKOUT TYPE, IN GENERAL 4" SQUARE WITH PLASTER RING. PLASTER RINGS SHALL BE SET TO PROVIDE NOT MORE THAN 1/8" FROM WALL SURFACE TO 7. EXCAVATION RING. IN NO CASE SHALL PLASTER RING PROJECT BEYOND SURFACE OF WALL. SINGLE GANG RINGS SIMILAR TO STEEL CITY 52050 SHALL BE USED FOR 4" BOXES 7.1. PERFORM ALL EXCAVATION & BACK FILLING REQUIRED FOR WORK PERFORMED IN UNFINISHED BRICK NUMBER 180 BOXES MAY BE USED FOR UNFINISHED UNDER THIS DIVISION OF THE SPECIFICATIONS. USE EXCAVATED MATERIALS FOR MASONRY FLUSH WALL OUTLETS. CENTER ALL OUTLET BOXES IN BLOCK BACKFILL UNLESS OFF SITE MATERIALS ARE DEEMED NECESSARY. COURSE. 8. DRAWINGS 3.2. BOXES INSTALLED IN POURED CEMENT FLOORS SHALL BE FLUSH TYPE CAST IRON OR STEEL w/ WATERTIGHT CASKETED COVERS. WHERE BOXES ARE 8.1. THE DRAWINGS INDICATE THE GENERAL ARRANGEMENT & LOCATIONS OF THE INSTALLED IN FLOORS w/ TILE OR CARPET FLOOR COVERING, COVERS SHALL BE ELECTRICAL WORK. DATA PRESENTED ON THESE DRAWINGS ARE AS ACCURATE OF THE RECESSED TYPE TO ACCOMMODATE THE FLOOR COVERING. AS PLANNING CAN DETERMINE, BUT FIELD VERIFICATION OF ALL DIMENSIONS, LOCATIONS, LEVELS, ETC., TO SUIT FIELD CONDITIONS IS REQUIRED. REVIEW ALL 3.3. BOXES INSTALLED FOR THE ALARM, COMPUTER, & SECURITY SYSTEM SHALL BE ARCHITECTURAL, STRUCTURAL, & MECHANICAL DRAWINGS & ADJUST ALL WORK PROVIDED w/ APPROPRIATE COVER PLATES. TO MEET THE REQUIREMENTS OF CONDITIONS SHOWN. THE ARCHITECTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER ALL OTHER DRAWINGS. 3.4. BOXES FOR TELEPHONE, COMPUTER, T.V., FIRE ALARM, SECURITY, & SIMILAR DISCREPANCIES BETWEEN DIFFERENT PLANS, OR BETWEEN DRAWINGS & SYSTEMS SHALL BE MIN. 4" SQUARE AND 2-1/8" DEEP. SPECIFICATIONS, OR REGULATIONS & CODES GOVERNING THE INSTALLATION SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IN WRITING BEFORE 4. SWITCHBOARDS THE DATE OF BID OPENING. IF DISCREPANCIES ARE NOT REPORTED, THE CONTRACTOR SHALL BID THE GREATER QUANTITY OR BETTER QUALITY, & 4.1. SWITCHBOARDS SHALL BE PROVIDED w/ FULLY RATED COPPER OR ALUMINUM cn APPROPRIATE ADJUSTMENTS WILL BE MADE AFTER CONTRACT AWARD. BUS. HORIZONTAL TAPERED BUSSING SHALL NOT BE ALLOWED. 2 CONTRACTOR SHALL BE RESPONSIBLE TO FIELD MEASURE & CONFIRM MOUNTING HEIGHTS & LOCATION OF ELECTRICAL EQUIPMENT w/ RESPECT TO COUNTERS, 4.2. ACCEPTABLE MANUFACTURERS - CUTLER HAMMER, SEIMENS, SQUARE D OR RADIATION, ETC. DO NOT SCALE DISTANCES OFF THE ELECTRICAL DRAWINGS, USE APPROVED EQUAL. c, ACTUAL BUILDING DIMENSIONS. �I 4.3. FACTORY ASSEMBLED DEAD FRONT, METAL ENCLOSED, & SELF-SUPPORTING ca 9. EXCAVATION, CUTTING & FITTING SWITCHBOARD ASSEMBLY CONFORMING TO N.E.M.A. PB 2, U.L. 891, & COMPLETE FROM INCOMING LINE TERMINALS TO LOAD SIDE TERMINATIONS. c 9.1. PERFORM THE EXCAVATION, CUTTING, FITTING, REPAIRING, & FINISHING OF THE cn WORK NECESSARY FOR THE INSTALLATION OF THE EQUIPMENT OF THIS SECTION. 4.4. LINE & LOAD TERMINATIONS: ACCESSIBLE FROM ONLY THE FRONT OF THE N N HOWEVER, NO CUTTING OF THE WORK OF OTHER TRADES OR OF ANY SWITCHBOARD. SUITABLE FOR THE CONDUCTOR MATERIALS & NUMBER OF D STRUCTURAL MEMBERS SHALL BE DONE w/o THE CONSENT OF THE ARCHITECT. CONDUCTORS USED. 10. COOPERATION w. OTHER CONTRACTORS 4.5. BUS CONNECTIONS: BOLTED. ACCESSIBLE FROM FRONT FOR MAINTENANCE. PROVIDE BELLEVILLE WASHERS FOR CONNECTION & PROPERLY TORQUE. 10.1. COOPERATE w/ THE OTHER TRADES SO THAT THE INSTALLATION OF THE L ELECTRICAL OUTLETS & EQUIPMENT WILL BE PROPERLY COORDINATED TO AVOID 4.6. PROVIDE FULLY -RATED NEUTRAL BUS & FULLY RATED GROUND BUS MATCHING CONFLICT w/ THE PIPING, DUCTWORK, STEEL, BEAMS, OR OTHER OBSTRUCTIONS. MATERIAL USED FOR MAIN BUS. CAREFULLY CHECK LOCATIONS OF OUTLET BOXES & DETERMINE THAT THEY HAVE o NOT BEEN DISTURBED DURING THE INSTALLATION OF OTHER TRADE MATERIALS. 4.7. FUTURE PROVISIONS: FULLY EQUIP SPACES FOR FUTURE DEVICES w/ BUSSING & ,It BUS CONNECTIONS. SUITABLY INSULATED & BRACED FOR SHORT CIRCUIT Nt 0 10.2. COORDINATE THE LOCATION OF THE TRENCHES & CONDUITS FOR ELECTRICAL & CURRENTS. CONTINUOUS CURRENT RATING AS INDICATED ON DRAWINGS. TELEPHONE UTILITY SERVICES w/ THE GENERAL CONTRACTOR. co 6.3. NO WIRE SHALL BE INSTALLED IN THE CONDUIT SYSTEM UNTIL THE CONDUIT SYSTEM IS COMPLETE. USE MINERALAC NO. 100 OR EQUIVALENT AS A LUBRICANT TO FACILITATE THE INSTALLATION OF THE CONDUCTORS IN THE CONDUIT SYSTEM. 6.4. SPLICES IN EXTERIOR PULL BOXES & MANHOLES SHALL BE WEATHERPROOF USING "SCOTCHCAST" SPLICE KIT OR APPROVED EQUAL. SEAL ENDS OF CONDUITS & DUCTS w/ "DUCTSEAL" OR APPROVED EQUAL. 6.5. PROVIDE SOLID CONDUCTOR FOR 12 AMERICAN WIRE GAUGE & SMALLER. 7. WIRING DEVICES 7.1. WALL SWITCHES SHALL BE SPECIFICATION GRADE AC SILENT TYPE SWITCHES, 20A, 120/277 VOLT. 7.2. RECEPTACLES SHALL BE SPECIFICATION GRADE, DUPLEX TYPE, NEMA 5-20R, 20 AMPERE, 120 VOLT GROUNDED TYPE. SPECIAL APPLICATION RECEPTACLES SHALL BE INDICATED ON PLANS. MOUNT w/ THE GROUND DOWN. 7.3. DEVICE PLATES SHALL BE EQUAL TO SIERRA SMOOTH -LINE PLASTIC WALL PLATES. COLOR SHALL BE WHITE, U.N.O. 7.4. RECEPTACLES IN OUTDOOR & WET LOCATIONS SHALL BE INSTALLED w/ A HINGED OUTLET COVER/ENCLOSURE CLEARLY MARKED & U.L. LISTED SUITABLE FOR WET LOCATIONS WHILE IN USE, EQUAL TO TAYMAC SPECIFICATION GRADE. 8. LIGHTING FIXTURE 8.1. PROVIDE ALL LIGHTING FIXTURES, WIRED & CONNECTED. THE DRAWINGS INDICATE THE FIXTURES FOR EACH LOCATION. PROVIDE LAMPS FOR ALL FIXTURES. THE LAMPS SHALL BE BY THE SAME MANUFACTURER. VERIFY CEILING CONSTRUCTION BEFORE ORDERING RECESSED UNITS. PROVIDE PLASTER FRAMES & HANGERS AS REQUIRED. CEILING CONSTRUCTION, ARCHITECTURAL ACCESSORIES, VOLTAGE, & BALLASTS TO MEET THE EXISTING CONDITION. 9. SERVICE ENTRANCE SECTION 9.1. SERVICE ENTRANCE EQUIPMENT SHALL BE AS INDICATED ON THE DRAWINGS EQUIPMENT SHALL CARRY THE U.L. LABEL & CONFORM TO THE POWER COMPANY REGULATIONS. 9.2. SERVICE ENTRANCE EQUIPMENT SHALL BE PROVIDED w/ A FULLY RATED COPPER OR ALUMINUM BUS. HORIZONTALLY TAPERED BUSSING SHALL NOT BE ALLOWED. 10. SYSTEM GROUNDING 10.1. GROUNDING SHALL COMPLY w/ REQUIREMENTS OF ARTICLE 250. ALL EXPOSED NONCURRENT CARRYING METALLIC PARTS OF ELECTRICAL EQUIPMENT, METALLIC RACEWAY SYSTEMS, METALLIC CABLE ARMOR, GROUNDING CONDUCTORS OF NONMETALLIC SHEATHED CABLES, GROUNDING CONDUCTORS IN NONMETALLIC RACEWAYS, & GROUNDED CONDUCTORS OF THE WIRING SYSTEMS SHALL BE GROUNDED. 10.2. GROUNDING CONDUCTOR (NEUTRAL) OF THE WIRING SYSTEM SHALL BE CONNECTED TO THE SYSTEM GROUNDING CONDUCTOR AT A SINGLE PLACE IN EACH SYSTEM BY REMOVABLE BONDING JUMPERS; SIZED ACCORDING TO THE APPLICABLE PROVISIONS OF THE N.E.C. THE GROUNDED CONDUCTOR (NEUTRAL) TO THE GROUNDING CONDUCTOR CONNECTION SHALL BE LOCATED IN THE ENCLOSURE FOR THE SYSTEM's OVERCURRENT PROTECTION OR WHERE OTHERWISE INDICATED ON THE PLANS OR SPECIFICATIONS. 10.3. A GROUND BUS SEPARATE FROM THE NEUTRAL BUS SHALL BE PROVIDED IN ALL SWITCHBOARDS & PANELBOARDS. GROUND BUS SHALL BE TORQUED (CHECKED) PRIOR TO ENERGIZING EQUIPMENT PER MANUFACTURER's RECOMMENDATIONS. 10.4. GROUND BUSES & NEUTRAL BUSES IN ALL DISTRIBUTION PANELS, SWITCHBOARDS, PANELBOARDS, & THOSE PROVIDED IN ANY EQUIPMENT SHALL BE ISOLATED EXCEPT WHERE REQUIRED TO BE CONNECTED AS SPECIFIED ABOVE FOR THE SERVICE ENTRANCE & IN TRANSFORMER TERMINAL COMPARTMENTS. 10.5. WHEN INDICATED ON THE DRAWINGS, EQUIPMENT GROUNDING CONDUCTORS SHALL BE EXTENDED FROM THE GROUND BUS IN THE DISTRIBUTION EQUIPMENT TO THE RECEPTACLE, FIXTURE OR DEVICE LUGS WHERE THEY ARE PROVIDED. WHERE LUGS ARE NOT PROVIDED, EQUIPMENT GROUNDING CONDUCTORS SHALL BE CONNECTED TO EQUIPMENT ENCLOSURES. THE CONNECTIONS SHALL BE ARRANGED SUCH THAT REMOVAL OF THE RECEPTACLE, EQUIPMENT GROUND CONDUCTORS, OR GROUND JUMPERS FROM GROUND BUSING SHALL NOT AFFECT THE GROUND SYSTEM. 10.6. RACEWAYS MAY NOT BE USED AS A GROUNDING CONDUCTOR FOR POWER & LIGHTING CIRCUITS. ALL CONDUITS SHALL HAVE SEPARATE CODE SIZED GREEN GROUND WIRE INSTALLED IN THE CONDUIT TO INSURE A CONTINUOUS GROUNDING PATH. 10.7. IN INACCESSIBLE LOCATIONS, MAKE CONNECTIONS BY EXOTHERMIC WELD PROCESS. 10.8. IN ACCESSIBLE LOCATIONS, CONNECTIONS SHALL BE MADE w/ BOLTED THROUGH, APPROVED SOLDERLESS BRONZE GROUNDING DEVICES. 10.9. BOND TOGETHER METAL SIDING NOT ATTACHED TO GROUNDED STRUCTURE. 11. TELEPHONE SYSTEM 11.1. TELEPHONE WALL OUTLETS SHALL CONSIST OF STANDARD BOXES MOUNTED 18" ABOVE THE FLOOR U.N.O. CONNECT OUTLETS TO TELEPHONE TERMINAL w/ SEPARATE 3/4" CONDUIT U.N.O. ON DRAWINGS. PROVIDE A TERMINAL MOUNTING BOARD FOR THE INCOMING SERVICE CABLE. 12. LIGHTING CONTROL 12.1. FURNISH & INSTALL TIME SWITCHES, PHOTOCELLS, CONTACTORS & FULL LIGHTING CONTROL SYSTEMS AS REQUIRED FOR LIGHTING CONTROLS INDICATED ON THE DRAWINGS. 12.2. TIME SWITCHES SHALL BE EQUAL TO PARAGON, GENERAL ELECTRIC, TORK, OR INTERMATIC & SHALL HAVE SIZE & NUMBER OF POLES AS REQUIRED. 12.3. PHOTOCELLS SHALL BE EQUAL TO TORK OR INTERMATIC w/ VOLTAGE AS INDICATED. 13. LIGHTING INVERTER SYSTEM 13.1. LIGHTING INVERTERS SHALL HAVE A CENTRAL BATTERY AS EMERGENCY POWER SOURCE FOR EGRESS LIGHTING w/ SIZE & VOLTAGE AS INDICATED ON THE DRAWINGS. 13.2. ACCEPTABLE MANUFACTURES - DUAL-LITE, HUBBELL LIGHTING, LITHONIA LIGHTING EMERGENCY LIGHTING SYSTEMS, MCPHILBEN EMERGENCY LIGHTING OR APPROVED EQ. 13.3. UNIT SHALL AUTOMATICALLY SENSE LOSS OF NORMAL AC SUPPLY & USE A SOLID-STATE SWITCH TO TRANSFER LOADS. TRANSFER IN 0.004 SECOND OR LESS FROM NORMAL SUPPLY TO BATTERY -INVERTER SUPPLY. INVERTER SHALL BE COMPATIBLE w/ INCANDESCENT, MAGNETIC & ELECTRONIC FLUORESCENT BALLASTS, HIGH POWER FACTOR COMPACT FLUORESCENT, & HIGH INTENSITY DISCHARGE LAMP TYPES. 13.4. UNIT SHALL SUPPLY POWER TO OUTPUT CIRCUITS FROM A SINGLE, EXTERNAL, NORMAL SUPPLY SOURCE. UNIT AUTOMATICALLY TRANSFERS LOAD FROM NORMAL SOURCE TO INTERNAL BATTERY/INVERTER SOURCE. RETRANSFER TO NORMAL IS AUTOMATIC WHEN NORMAL POWER IS RESTORED. 13.5. UNIT SHALL COMPLY w/ NATIONAL FIRE PROTECTION AGENCY 70 & 101. & BE U.L. 924 LISTED. 13.6. UNIT SHALL SUSTAIN A FULL -CAPACITY OUTPUT FOR A MIN. OF 90 MINUTES. PROVIDE BATTERIES THAT ARE MAINTENANCE FREE, SEALED LEAD CALCIUM BATTERY w/ AN EXPECTED LIFE OF NO LESS THAN 10 YEARS. 13.7. UNIT SHALL CONTAIN GROUP DISPLAYS, INDICATIONS, & BASIC SYSTEM CONTROLS ON COMMON CONTROL PANEL ON FRONT OF CENTRAL BATTERY INVERTER ENCLOSURE. 13.8. ENCLOSURE SHALL BE STEEL, w/ HINGED LOCKABLE DOORS, SUITABLE FOR FLOOR MOUNTING. MANUFACTURER's STANDARD CORROSION -RESISTANT FINISH. 14. UNINTERRUPTIBLE POWER SUPPLY (UPS) 14.1. UPS SHALL BE A CONTINUOUS DUTY, (3) THREE PHASE, ONLINE, SOLID STATE UNINTERRUPTIBLE POWER SUPPLY SYSTEM w/ SIZE & VOLT. AS INDICATED ON THE DRAWINGS. 14.2. ACCEPTABLE MANUFACTURERS: TOSHIBA INTERNATIONAL CORPORATION, MGE UPS SYSTEMS & MITSUBISHI. 14.3. UPS SHALL AUTOMATICALLY SENSE LOSS OF NORMAL AC POWER SUPPLY & CONVERT IT TO DC POWER. THE DC POWER IS THEN USED TO CHARGE THE BATTERY BANK WHILE PROVIDING CLEAN, DC POWER TO THE INVERTER CIRCUITRY. THE INVERTER WILL CONVERT DC POWER TO REGULATED AC POWER TO FEED THE LOAD. 14.4. UPON FAILURE OF COMMERCIAL AC POWER, THE UPS SHALL DERIVE POWER FROM THE BATTERY BANK & CONTINUE FEEDING THE LOAD w/ CLEAN, REGULATED AC POWER. THERE SHALL BE NO INTERRUPTION TO THE CRITICAL LOAD UPON FAILURE OR RESTORATION OF COMMERCIAL AC POWER. 14.5. UPON RESTORATION OF THE COMMERCIAL AC SOURCE, THE RECTIFIER/CHOPPER POWERS THE INVERTER WHILE SIMULTANEOUSLY RECHARGING THE BATTERY BANK. 14.6. UNIT SHALL COMPLY w/ NATIONAL FIRE PROTECTION AGENCY 7), AMERICAN NATIONAL STANDARDS INSTITUTE C62.41 (IEEE 587), INTERNATIONAL ORGANIZATION FOR STANDARDIZATION 9001, 14001 & BE U.L. 1778 LISTED. 14.7. THE UPS SHALL SUSTAIN A FULL -CAPACITY OUTPUT FOR A MIN. OF 4lblJjF P PROVIDE BATTERIES THAT ARE MAINTENANCE FREE, ABSOR ED S (AGM) w/ AN EXPECTED LIFE OF NO LESS THAN 10 YEARS. 14.8. UNIT SHALL CONTAIN GROUP DISPLAYS, INDICATIONS & BASIC EYSTEM CONTROLS ON COMMON CONTROL PANEL ON FRONT OF UPS ENCLOSURE. 14.9. ENCLOSURE SHALL BE STEEL, w/ HINGED LOCKABLE DOORS, S IT � FLOOR MOUNTING. MANUFACTURER's STANDARD CORROSIO -RL9�`H�1 SH1 14.10. UPS TO BE PROVIDED w/ AN EMERGENCY POWER OFF SWITCH TDA&M THE UPS & BATTERY CIRCUIT BREAKERS. UPS SHALL CONTAIN Ac ERIAL DATA LINK TO ENABLE UPS TO INTERFACE TO A COMPUTER THAT WILL PRO IDE STATUS & DIAGNOSTIC INFORMATION. 14.11. UPS SHALL USE INSULATED -GATE BIPOLAR TRANSISTOR TECHNOLOGY FOR THE POWER INPUT SECTION. UPS SHALL NOT REQUIRE AN OVERSIZED GENERATOR TO MAINTAIN CONTINUOUS POWER TO EQUIPMENT. 15. GUARANTEE 15.1. IT IS GUARANTEED THAT ALL MATERIAL FURNISHED & ALL WORKMANSHIP PERFORMED FOR A PERIOD OF (1) ONE YEAR FROM DATE OF FINAL ACCEPTANCE OF WORK. ANY DEFECTS DEVELOPING WITHIN THIS PERIOD, TRACEABLE TO MATERIAL FURNISHED AS A PART OF THIS SECTION OR WORKMANSHIP PERFORMED HEREUNDER, SHALL BE MADE GOOD AT NO EXPENSE TO THE OWNER. 16. SHOP DRAWINGS & APPROVALS 16.1. THE ITEMS SPECIFIED HEREIN & ON DRAWINGS ARE USED AS A STANDARD OF QUALITY. ANY MATERIALS OF EQUAL QUALITY & AESTHETIC VALUE WILL BE GIVEN CONSIDERATION AS A SUBSTITUTE FOR THE MATERIALS SPECIFIED. NO APPROVAL WILL BE GIVEN TO A SPECIFIC CATALOG NUMBER, MODEL, OR TYPE OF EQUIPMENT, PRIOR TO BIDDING. AFTER BIDDING, THE DECISION OF THE ARCHITECT &/or ENGINEER DETERMINING EQUAL MATERIALS WILL BE FINAL. 16.2. THE CONTRACTOR SHALL SUBMIT (7) SEVEN IDENTICAL BOUND SETS OF SHOP DRAWINGS ON THE FOLLOWING ITEMS: 16.2.1. LIGHTING FIXTURE CUTS & PERFORMANCE DATA. 16.2.2. OUTLINE DRAWINGS & DATA SHEETS OF EACH PANELBOARD & SWITCHBOARD. 16.2.3. OUTLINE DRAWINGS OF ALL SWITCHGEAR. 16.3. SUBMIT ITEMS AT ONE TIME IN A NEAT & ORDERLY MANNER WITHIN 15 DAYS OF AWARD OF CONTRACT. PARTIAL SUBMITTALS WILL NOT BE ACCEPTABLE. 17. RECORD & AS -BUILT DRAWINGS 17.1. THE ELECTRICAL CONTRACTOR SHALL MAINTAIN A SET OF DRAWINGS AT THE JOB SITE FOR THE EXCLUSIVE PURPOSE OF MAINTAINING A RECORD OF ALL WORK INSTALLED & TO SHOW ANY DEVIATIONS FROM THE WORK INDICATED ON THE DRAWINGS. 17.2. AT THE COMPLETION OF THE PROJECT, ONE SET OF REPRODUCIBLE DRAWINGS, SHOWING ALL AS -BUILT CONDITIONS, SHALL BE DELIVERED TO THE OWNER FOR ACCEPTANCE PRIOR TO FINAL PAYMENT. E Arch i t e c t u ra I Corporation 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.com BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com NKellilk [.Y11Imr_\LNN MECHANICAL I ELECTRICAL I PLUMBING 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com Z Lu O \W W W m STAMI Lu J w Lu U) m 3 C - 24421 8/31 /2025 U) Z O Q 0 LL W CIL U) J Q U_ Lu J Lu * RENEWAL cSj DATE �TFOF CWFo� DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS 0 0 0 0 DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER 003 co 10.3. COORDINATE HVAC EQUIPMENT CONNECTION REQUIREMENTS w/ HVAC o CONTRACTOR. nCCOPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL CITY OF SANTA ANA N U t6 U U a� co U (6 C C6 (6 C C6 N N N C .Q L ai U Q N Lo N O N O N 0 a ELECTRICAL SITE POWER PLAN N SCALE 1 If = 10'-0" GENERAL NOTES (AS APP ITi Lnll)) 1. REFER TO E0.1 FOR ADDITIONAL GENERAL NOTES. 2. FIELD VERIFY EXACT LOCATION & ELECTRICAL REQUIREMENTS OF ALL HVAC EQUIl MENT WITH MECHANICAL CONTRACTOR PRIOR TO ORDERING RELATED ELECTRICAL EQUIPMENT. 3. ALL CONDUIT FOR THE CAT5 (TELEPHONE) SHALL BE EMT - NO FLEX CONDUIT. 4. COORDINATE ALL ROOF PENETRATIONS WITH THE LANDLORD. WRITTEN PERMISSI N FR(f T IE L If 9ORp SHALL BE RECEIVED PRIOR TO ANY WORK BEING PERFORMED. ALL ROOF PENETR TIONS 0 B LANDLORD'S CONTRACTOR AT TENANT'S ELECTRICAL CONTRACTOR'S EXPENSE. 5. ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR ALL COMMUNICATION WIRING. AL CABLING SHALL BE BLUE PLENUM RATED CAT5e. ALL CABLE & TERMINATION SHALL BE TESTED & LABELED A BOTH ENDS. THE ELECTRICAL CONTRACTOR SHALL TERMINATE ALL WIRING AT OUTLET LOCATIONS N PLANS & CONNECT ALL WIRING TO THE PATCH PANEL FOR ALL COMMUNICATIONS. THE OWNER WILL d Nf�j�gj p�4T�yff I r TO SERVER. � �/ � C L 6. ALL COMMUNICATION OUTLETS SHALL HAVE A 1" CONDUIT STUB UP TO ACCESSIBLE C PILAW -FOR DATA WIRING. PROVIDE INSULATED BUSHING AT EACH CONDUIT END. VERIFY EXA L ARCHITECT PRIOR TO INSTALLATION. CONNECT ALL CABLES INTO IT SPACE. 7. ANY BRANCH CIRCUIT THAT SERVE NEW AIR COMPRESSORS, SHALL HAVE A "FULL IlEdTRAt CONDUCTOR (MATCHING THE CONDUCTOR SIZE OF THE CURRENT CARRYING CONDUCTORS INSTALLED). 8. ALL UNDERGROUND CONDUITS SHALL BE INSTALLED IN ACCORDANCE WITH N.E.C. 300.5. 9. ANY PROPOSED TRENCHING FOR ELECTRICAL CONDUITS SHOWN PLANS SHALL BE CONSIDERED AS SUGGESTED TRENCH ROUTING - CONTRACTOR TO ADJUST AS REQUIRED DUE TO SITE CONDITIONS. COORDINATE ROUTING OF ALL UNDERGROUND CONDUITS WITH YOSHINOYA'S CONSTRUCTION MANAGER PRIOR TO TRENCHING. 10. RECEPTACLES SHALL BE PROTECTED W/ GFCI DEVICES (RECEPTACLE OR BREAKER) CONTRACTOR TO PROVIDE LOWEST COST SOLUTION. THIS IS TO BE DETERMINED AND VERIFIED BY ELECTRICAL CONTRACTOR. AS REQUIRED BY CURRENT ADOPTED NEC CODE & ANY LOCAL AMENDMENTS. KEYNOTES r Arch i t e c t u ra I Corporation 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.com BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com CONSULTANT MECHANICAL I ELECTRICAL I PLUMBING 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com z W O w W 0 W D, co �o U) ~ N J 0') OU IY Q m Z Z Q O Z (.0 IU) STAMP Lu J H H L1J Lu Z J W O W U) J Q U_ ry ui J W vA C - 24421 83/0�\ � * RENEWAL cSj DATE �TF �F CA�� _0 DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS 10 2025-02-05 PLAN CHECK CORRECTIONS 0 DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER I mi cy COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. ZONE: SP1 7nniP• Pl ( =---- — — ------------ — — ------ . ... c_= 7z N. BRISTOL STREET ELECTRICAL SITE LIGHTING PLAN CITY OF SANTA ANA GENERAL NOTES (AS APP IG'ABIUDEian a... i„ry nnoncy 1. REFER TO SHEET E0.1 FOR ADDITIONAL GENERAL NOTES. 2. REFER TO LIGHTING DESIGNER'S LIGHT FIXTURE PACKAGE FOR LIGHT FIXTURE INF RMATION. LIGHT FIXTURE SCHEDULE LOCATED ON SHEET E2.2 FOR REFERENCE ONLY. 3. PROVIDE ALL OCCUPANCY SENSORS, DAYLIGHT SENSORS AND POWPAKS AS REQU RED TO PROVIDE A COMPLETE AND OPERATING SYSTEM. FOR PI:F 4. IF REQUIRED, PROVIDE ADDITIONAL EMERGENCY EGRESS LIGHTING WITHIN THE TE AANT SPACE PER A.H.J. REQUIREMENTS AND TO MEET 1.0 FOOT-CANDLE AVERAGE, 0.1 FOOT-CANDLE MININ UM AND A 40:1 MAXIMUM/MINIMUM RATIO ALONG THE ARCHITECT'S PATH OF EGRESS. 5. (WHERE APPLICABLE) PROVIDE NEUTRAL CONDUCTOR TO EACH WALL LIGHT SWITC I LOCATION. IF NEUTRAL TERMINATION IS NOT REQUIRED CAP CONDUCTOR AND TAG AS "NEUTRAL FOR FUTURE USE." ' " ' a 5 } le r I 6. PROVIDE LOW VOLTAGE CONDUCTORS AS REQUIRED FOR LOW VOLTAGE DIMMING. )ale:A 7. EMERGENCY LIGHTS AND EXIT SIGNS WITH INTEGRAL BATTERY BACK-UP SHALL BE SEPARATE UNSWITCHED CONDUCTOR BYPASSING ALL OTHER CONTROLS AND CO ACTORS, UNLESS NOTED OTHERWISE. EXIT SIGNS SHALL NOT BE SWITCHED. REFER TO MANUFACTURER'S W ITTEN INSTRUCTIONS FOR PROPER INSTALLATION AND TESTING. ALLOW BATTERY TO CHARGE FOR A MIN MUM OF 48 HOURS BEFORE LIGHT LEVEL TESTING. IN ORDER TO PREVENT BATTERY DAMAGE, DO NOT TURN OFF POWER FOR EXTENDED PERIODS OF TIME AFTER EMERGENCY LIGHT HAS BEEN POWERED. 8. (E) DENOTED AS EXISTING TO REMAIN. 9. (R) DENOTED AS RELOCATED LIGHT FIXTURE. 10. WHERE APPLICABLE, NEW LIGHT FIXTURES SHALL BE CONNECTED TO EXISTING BRANCH CIRCUIT OF LIGHT FIXTURES PREVIOUS DEMOLISHED IN THE SAME AREA. CIRCUITS SHOWN ARE BASED ON BEST AVAILABLE INFORMATION, FIELD VERIFY. 11. ALL UNDERGROUND CONDUITS SHALL BE INSTALLED IN ACCORDANCE WITH N.E.C. 300.5. SYMBOL LEGEND Arch i t e c t u ra I Corporation 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.com BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com CONSULTANT MECHANICAL I ELECTRICAL I PLUMBING 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com �p U)ON N _J Cy) O U E Q coZ Z Q o Z �z �U) w J LLI w _ v) STAMP C - 24421 8/31 /2025 RENEWAL cSj DATE �P �TFOF CA1-\Fo DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS 0 DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER N SCALE 1 202 1 " = 10'-011 COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. CITY OF SANTA ANA GENERAL NOTES (AS APPLIL anA"" "*W"incy MOUNTING SURFACE NEMA3R YES FEED THRU NO PANEL "MDB" DOUBLE LUG NO Volts: 208Y/120V 200%NO Phases:3 I/G BUS NO Wires: 4 MAIN 1000A BUS 1000 A.I.C. 65,000 N 0 T E S L 0 A D S C 1 R C DESCRIPTION TRIP AMPS POLES A B C A B C POLES TRIP AMPS DESCRIPTION C 1 R C L 0 A D S N 0 T E S P 1 PANEL 200A 3 10570 8275 3 100A PANELC 2 P P 3 - - 13690 1 1 8430 4 P P 5 - - - 15868 6190 -- - - 6 P P 7 PANS B 200A 3 13110 23925 3 200A PANEL D g p P 9 - 10863 23575 10 P P 11 - - - 8718 23575 - - 12 P P 13 PANE- HP 200A 3 22750 12000 3 100A EW+1 14 C P 15 - 21000 12000 - 16 C P 117 - 20425 12000 - 18 C 19 20A 1 1 20A 20 21 20A 1 1 20A 22 23 20A 1 1 20A 24 25 20A 1 1 20A 26 27 20A 1 1 20A 28 291 20A 1 1 20A 30 311 20A 1 1 20A 32 33 20A 1 1 20A 34 35 20A 1 1 20A 36 37 20A 1 1 20A 38 39 20A 1 1 20A 40 41 20A 1 1 20A 1421 OA OB TOTAL LOAD DEMAND: 1 93630 92558 TOTAL DEMAND AMPS: 780 A 771 A 0C 89776 96% 748 A PERCENT BALANCE LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL LOADS CONTINUOUS LOAD = C 36000 125% 45000 KITCHEN EQUIPMENT LOAD = K 0 100% 0 TOTAL CONN. LOAD (VA): 266964 LIGHTING LOAD = L 0 125% 0 TOTAL EST. DEMAND (VA): 275964 MOTOR LOAD = M 0 100% 0 TOTAL CONN. (AMPS): 741 NON -CONTINUOUS LOAD= N 1 0 100% 0 1 TOTAL EST. DEMAND (AMPS): 766 PANEL LOAD = p 230964 100% 230964 RECEPTACLE LOAD = R 0 100% 0 PANEL NOTES: (AS APPLICABLE) PROVIDE LOCK -ON DEVICE. 2 PROVIDE LOCK -OFF DEVICE. 3 CIRCUIT BREAKER CONTROLLED BY ANSUL SYSTEM. REFER TO HOOD FIRE SYSTEM INTERLOCK DIAGRAM. PROVIDE GFCI TYPE DEVICE. 5 PROVIDE A RED CIRCUIT BREAKER. 6 PROVIDE A NEW BREAKER TO EXISTING TYPE AND AI.C. RATING IN PANEL. 7OPROVIDE "HACR" TYPE CIRCUIT BREAKER. EXISTING BREAKER FOR HVAC EQUIPMENT. 10 CIRCUIT MADE AVAILABLE THROUGH ®PROVIDE PHOTOCELL AND TIME CLOCK DEMOLITION WITH RELAYS FOR EXTERIOR LIGHTING CONTROL. REFER TO EXTERIOR LIGHTING CONTROL DIAGRAM. MOUNTING RECESSED NEMA3R NO FEED THRU NO PANEL "C" DOUBLE LUG NO Volts: 208Y/120V 200%NO Phases:3 I/GBUS NO Wires:4 MAIN MLO BUS 125 A.I.C. 22,000 N 0 T E S L 0 A D S C 1 R C DESCRIPTION TRIP AMPS POLES A B C A B C POLES TRIP AMPS DESCRIPTION C 1 R C L 0 A D S N 0 T E S L 1 STORESIGN 20A 1 1200 720 1 20A USB RECBPT 2 R L 3 STORESIGN 20A 1 1 1200 1 1 180 1 1 20A STILL FILLER(152) 4 R L 5 STORE SIGN 20A 1 1200 720 1 20A GEN RECBPT 6 R L 7 STORE SIGN 20A 1 1200 540 1 20A POS 8 R L 9 STORE SIGN 20A 1 1200 720 1 20A GEN RECBPT 10 R L 11 STORE SIGN 20A 1 1200 360 1 20A GEN RECBPT 12 R L 13 STORE SIGN 20A 1 1200 540 1 20A GEN RECBFT 14 R L 15 STORE SIGN 20A 1 1200 720 1 20A GEN RECBPT 16 R 17 20A 1 360 1 20A ROOF SERVICE RECEF T 18 R 19 20A 1 600 1 20A DRN E THRU A IR CURTA IN (163) Y0 N 21 20A 1 1200 1 20A COFFEE GRINDBR(125) 22 K 23 - 20A 1 600 1 20A DT SIGN - PARKING 44 L 25 20A 1 600 1 20A DT SIGN - DRN EWAY 26 L 27 20A 1 600 1 20A DTWINDOW/SPEAKER 28 L 29 20A 1 600 1 20A PREORDER BOARD 301 L 31 20A 1 500 1 1 20A ITRE_ECOM 32 C 331 20A 1 1 20A 34 35 20A 1 1 20A 36 37 20A 1 1 20A 38 39 20A 1 1 20A 40 C 41 LCP/CONTACTOR PANE-, VERIFY 20A 1 200 1 20A 42 TOTAL TOTAL OA OB LOAD DEMAND: 8275 18070 DEMAND AMPS: 69 A 67 A 0C 16190 175% 52 A PERCENT BALANCE LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL LOADS CONTINUOUS LOAD = C 700 125% 875 KITCHEN EQUIPMENT LOAD = K 1200 100% 1200 TOTAL CONN. LOAD (VA): 19360 LIGHTING LOAD = L 12000 125% 15000 TOTAL EST. DEMAND (VA): 22535 MOTOR LOAD = M 0 100% 0 TOTAL CONN. (AMPS): 54 NON -CONTINUOUS LOAD = N 600 100% 600 TOTAL EST. DEMAND (AMPS): 63 PANEL LOAD = p 0 100% 0 RECEPTACLE LOAD = R 4860 100% 4860 PANEL NOTES: (AS APPLICABLE) O1 PROVIDE LOCK -ON DEVICE. O PROVIDE LOCK -OFF DEVICE. O3 CIRCUIT BREAKER CONTROLLED BY ANSUL SYSTEM. REFER TO HOOD FIRE SYSTEM INTERLOCK DIAGRAM. ® PROVIDE GFCI TYPE DEVICE. O PROVIDE A RED CIRCUIT BREAKER. © PROVIDE ANEW BREAKER TO EXISTING TYPE AND AI.C. RATING IN PANEL. O PROVIDE "HACR" TYPE CIRCUIT BREAKER. O EXISTING BREAKER FOR HVAC EQUIPMENT. 10 CIRCUIT MADE AVAILABLE THROUGH ® PROVIDE PHOTOCELL AND TIME CLOCK DEMOLITION WITH RELAYS FOR EXTERIOR LIGHTING CONTROL. REFER TO EXTERIOR LIGHTING CONTROL DIAGRAM. MOUNTING SURFACE NEMA311 NO FEED THRU NO PANEL "HP" DOUBLE LUG NO Volts: 208Y/120V 200%NO Phases:3 IIG BUS NO Wires: 4 MAIN MLO BUS 225 A.I.C. 22,000 N 0 T E S L 0 A D S C 1 R C DESCRIPTION TRIP AMPS POLES A B C A B C POLES TRIP AMPS DESCRIPTION C 1 R C L 0 A D S N 0 T E S L 1 SITE PULE LIGHTING 20A 1 1000 1 20A 2 L 3 BOLLA RD LIGHTING 20A 1 800 8000 2 80A EV'1 (DUAL) 4 C C 5 IRRIGATION CONTROLLER 20A 1 180 8000 - - 6 C L 7 1 MONUMENiSIGN 20A 1 1200 8000 2 80A EV-2 (DUAL) 8 C 9 20A 1 8000 - - 10 C 11 20A 1 8000 2 80A EV-3(DUAL 12 C.- 131 20A 1 8000 - 14 C 15 20A 1 1 20A 16 17 20A 1 1 20A 18 19 20A 1 1 20A 20 211 20A 1 1 20A 22 23 20A 1 1 20A 24 25 20A 1 1 20A 26 27 20A 1 1 20A 28 29 20A 1 1 20A 30 31 20A 1 1 20A 33 20A 1 1 20A 35 20A 1 1 20A [42 37 20A 1 1 20A 39 20A 1 1 20A P 41 TIME CLOCK/CONTACTOR 20A 1 200 1 20A OA OB TOTAL LOAD DEMAND: 22750 21000 TOTAL DEMAND AMPS: 189 A 175 A 0C 20425 170 A 90% PERCENT BALANCE LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL LOADS CONTINUOUS LOAD = C 48180 125% 60225 KITCHEN EQUIPMENT LOAD = K 0 100% 0 TOTAL CONN. LOAD (VA): 51380 LIGHTING LOAD = L 3000 125% 3750 TOTAL EST. DEMAND (VA): 64175 MOTOR LOAD = M 0 100% 0 TOTAL CONN. (AMPS): 143 NON -CONTINUOUS LOAD = N 1 0 100% 0 TOTAL EST. DEMAND (AMPS): 178 PANEL LOAD = p 200 100% 200 RECEPTACLE LOAD = R 0 100% 0 PANEL NOTES: (AS APPLICABLE) 1OPROVIDE LOCK -ON DEVICE. 2 PROVIDE LOCK -OFF DEVICE. 3 CIRCUIT BREAKER CONTROLLED BY ANSUL SYSTEM. REFER TO HOOD FIRE SYSTEM INTERLOCK DIAGRAM. 4 PROVIDE GFCI TYPE DEVICE. 5 PROVIDE A RED CIRCUIT BREAKER. 6 PROVIDE ANEW BREAKER TO EXISTING TYPE AND AI.C. RATING IN PANEL. (DPROVIDE "HACR" TYPE CIRCUIT BREAKER. 9OEXISTING BREAKER FOR HVAC EQUIPMENT. 10 CIRCUIT MADE AVAILABLE BOPROVIDE PHOTOCELL AND TIME CLOCK DEMOLITION WITH RELAYS FOR EXTERIOR LIGHTING CONTROL. REFER TO EXTERIOR LIGHTING CONTROL DIAGRAM. THROUGH PANEL MDB: 1000A, 120/208V, 3PH, 4W, 65 KAIC TO UTILITY POWER COMPANY (VERIFY REQUIREMENTS) KEYED NOTE: OMAIN BREAKER OF 600A MUST BE ON CONTINUOUS DUTY RATING 1 2 3 4 5 6 " 200A " l 200A " l 100A n 3P n 3P n 3P PANEL 'A' NIC F1004 PANEL 'B' NIC "l 225A "l 100A n j 3P etj 3P PANEL 'D' NIC ELECTRICAL SINGLE GLE LINE DIAGRAM SCALE: KT S. EWH-1 NIC " 1 225A n j 3P F2254 PANEL 'HP' 1. FIELD VERIFY MINIMUM AIC RATINGS OF EXISTING ELECTRICAL EQUIPMENTS. 2. ADJUST CIRCUITING ON PANELBOARDS AS REQUIRED TO MAINTAIN MAXIMUM 10°/ LOAD IMBALANCE. 3. PROVIDE A COMPLETE TYPED DIRECTORY IN EACH PANELBOARD TO INCLUDE EXI TING LOADS TO Ar REMAIN AS WELL AS NEW LOADS. DIRECTORY SHALL INDICATE EQUIPMENT NAME ND/OR ROOM NUMBER OF EQUIPMENT OR DEVICES FOR BOTH NEW AND EXISTING LOAD PER fOR P F 4. PANELBOARDS IDENTIFICATION LABEL SHALL INCLUDE THE NAME WHERE POWER SUPPLY ORIGINATES PER NEC 408.4. 5. CIRCUIT BREAKERS SERVING FIRE ALARM SYSTEM PANELS AND POWER SUPPLIES SHALL BE IDENTIFIED AS FIRE ALARM, PROVIDED WITH LOCK ON DEVICE, AND HAVE A RED COLORED HA NDLE OR PAINTED RED. Master I • 6. FIELD VERIFY AVAILABLE FAULT CURRENT AT SERVICE ENTRANCE WITH UTILITY MPANY PRIOR TO PROCUREMENT OF ELECTRICAL DISTRIBUTION EQUIPMENT AND VERIFY MINIMUM Af1jIP�j'IPQ{IRTING RATINGS OF MAIN SWICTHBOARD AND BRANCH PANELBOARD. VV GG11 lle 7. ALL OVERCURRENT DEVICES IN AN INDIVIDUAL PIECE OF EQUIPMENT SHALL HAVE AN AIC RATING EQUAL TO THE OVERALL RATING OF THE EQUIPMENT. 8. ALL TERMINATIONS AND ENCLOSURES SHALL BE RATED FOR USE WITH 75 DEGREE CELSIUS CONDUCTORS. 9. ALL SERVICE ENTRANCE EQUIPMENT, SWITCHBOARDS, DISTRIBUTION BORADS, AND PANELBOARDS RATED AT 400AMPS OR GREATER, SHALL BE PROVIDED WITH A MAIN OVERCURRENT DEVICE AND BUSSING RATED AT 100% CONTINUOUS OPERATION. 10. ALL BRANCH OR FEEDER CIRCUIT OVER CURRENT DEVICES RATED AT 400AMPS OR HIGHER SHALL BE RATED FOR 100% COPPER FEEDER SCHEDULE 0 3PH, 4W, w/ GROUND FEEDER AMPS CONDUIT CONDUCTOR GROUND F204 20 3/4"C 4#12 #12 F304 30 3/4"C 4#10 #10 F404 40 1"C 4#6 #10 F504 50 3/4"C 4#8 #10 F604 60 1"C 4#4 #10 F704 70 1-1 /4"C 4#4 #8 F804 80 1-1 /4"C 4#2 #8 F904 90 1-1 /4"C 4#2 #8 F1004 100 1-1/2"C 4#1 #8 F1254 125 2"C 4#1/0 #6 F1504 150 2"C 4#1/0 #6 F1754 175 2"C 4#2/0 #6 F2004 200 2"C 4#3/0 #6 F2254 225 2-1/2"C 4#4/0 #4 F2504 250 3"C 4#250KCMIL #4 F4004 400 4"C 4#500KCMIL #2 F6004 600 (2) 3"C. 4#350KCMIL #1 F8004 800 (2) 4"C 4#500KCMIL #1/0 F10004 1000 (3) 4"C 4#500KCMIL #3/0 F12004 1200 (4) 3"C 4#350KCMIL #3/0 F16004 1600 (5) 4"C 4#500KCMIL #4/0 F20004 2000 (5) 5"C 4#600KCMIL 250KCMIL F30004 3000 (8) 5"C 4#500KCMIL 500KCMIL F40004 4000 (10) 5"C 4#600KCMIL 500KCMIL SWITCHBOARD NEUTRALBUS BONDING JUMP BY MANUFACTL #4 BARE COPPER ELECTRODE (CONCRETE ENCASED) WITH 2O FT. MIN. RUN NEAREST TO THE BOTTOM OF FOOTING GROUNDING ELECTRODE SYSTEM IF AVAILABLE AT THE PREMISES SERVED, CONNECT ANY OR ALL OF THE GROUNDING ELECTRODES SHOWN, TO FORM THE GROUNDING SYSTEM IN ACCORDANCE WITH N.E.C.250-50. GROUNDING ELECTRODE CONDUCTORS SHALL BE INSTALLED PER 250.53 AND SIZED PER 250.66 SWITCHBOARD GROUND BUS #110 BARE COPPER GROUNDING ELECTRODE CONDUCTOR IN 1"C. #6 CU GROUND ROD CLAMP LISTED FOR EQUIPMENT GROUNDING CONDUCTOR UNDERGROUND INSTALLATION OR TO PANELBOARD ENCLOSURE EXOTHERMIC WELD (TYPICAL) GAS PIPE BUILDING STRUCTURAL STEEL GROUNDING PLATE 314' x 10' COPPER -CLAD STEEL GROUND ROD, BURIED. Z.,..ARECOLDWArEER U IN 1"C TO GAS CONNECTION TO COLD WATER RESISTANCE TO GROUND SHALL BE 25 OHMS OR SERVICE ENTRANCE. BOND TO SHALL BE MADE WITH FIRST 5 LESS. PROVIDE SUPPLEMENTAL RODS AS REQUIRED. EACH GAS SERVICE PIPE FEET OF MAIN WATER LINE MAINTAIN MINIMUM OF 6' BETWEEN RODS. DOWNSTREAM OF SERVICE ENTERING TO THE BUILDING. METER. SERVICE GROUNDING DETAIL NO SCALE Arch i t e c t u ra I Corporation 9431 HAVEN AVENUE, SUITE 212 RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.com BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com CONSULTANT MECHANICAL I ELECTRICAL I PLUMBING 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com W M 0 W 0 Z W Lu Z O J 0 J U W Q Lu / mQ Z z J W Q 0 Q (Jj v Z W U) I- J Q 0 Lu J z O �_ ~ 0 Lu U _! Lu H w ­3 Q LLl O U Lu Q� O = 0- . J 0 STAMP D ARCh, E V 9� 0 �A C - 24421 8/31 /2025 * RENEWAL cS'j, DATE \�Q' gTFOF CA1-�F�� DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS 10 2025-02-05 PLAN CHECK CORRECTIONS DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. E4.1 CITY OF�SANTA ANA Plannin ar1Q.GYYI�iOG.YQP.ncY z� 7 t to U U U) I U (t3 C C t11 N N Q N N 0 U ii > U 0 N O N 00 co U _O 0- STATE OF CAI IFORNIA Outdoor Lighting CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCCATO-E This document is used to demonstrate compliance with requirements in 110.9, 130.0, 130.2, I40.7, and 141.0(b)2L for outdoor lighting scopes using the prescriptive path for nonresidential and hotel/motel occupancies. It is also used to document compliance with requirements in 160.5, 170.2(e)6, 180.1(a) and 180.2(b)48v for outdoor lighting scopes using the prescriptive path for multifamily and mixed -use occupancies. Multifamily includes dormitory and senior living facilities. Project Name: BETTER BUZZ REST ReportPage: (Page 1 of 7) Project Address: 1601 N BRISTOL ST.. SANTA ANA, CA 92706 IDate Prepared: 2024-07-16T23:08:32-04:00 A. GENERAL INFORMATION 01 Project Location (city) SANTA ANA 04 Total Illuminated Hardscape Area (ft') 12500 02 Climate Zone 18 03 Outdoor Lighting Zone per Title 24 Part 1 10.114 or as designated by Authority Having Jurisdiction (AHJ): ❑ LZ 0: Very Low Undeveloped Parkland I ❑ LZ 2: Moderate Urban Clusters I ❑ LZA: High - Must be reviewed by CA Energy Commission for Approval ❑ LZ-1: Low I Rural Areas I® LZ-3: Moderately High Urban Areas OS Occupancy Types within Project • B. PROJECT SCOPE This table includes outdoor lighting systems that are within the scope of the permit application and are demonstrating compliance using the prescriptive path outlined in 140.7/ 170.2(e)6 or 141.0(b)2L / 180.2(b)48v for alterations. My Project Consists of: 01 02 ® New Lighting System Must Comply with Allowances from 140.7 / 170.2(e)6 ❑ Altered Lighting System Is your alteration increasing the connected lighting load (Watts)? Yes No 03 04 05 % of Existing Luminaires Being Altered * Sum Total of Luminaires Being Added or Altered Calculation Method ❑ < 10% ❑ >= 10% and < 50% ❑ >= 50% Please proceed to Table F Outdoor Lighting Fixture Schedule to define the project's luminaires. FOOTNOTES: % of Existing Luminaires Being Altered = (Sum Total of Luminaires Being Added or Altered / Existing Luminaires within the Scope of the Permit Application) x 100. CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance STATE OF CAI IFORNIA Outdoor Lighting Generated Date/Time: Report Version: 2022.0.000 Schema Version: rev 20220101 Documentation Software: Energy Code Ace Compliance 10: 212776-0724-0002 Report Generated: 2024-07-16 20:08:34 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCCATO-E Project Name: BLTILBBJLV-?_5' Report Page: (Page 4of7) Date Prepared: 2024-07-16T23:08:32-04:00 H. OUTDOOR LIGHTING CONTROLS This table demonstrates compliance with controls requirements for all new or altered luminaires installed as part of the permit application. For alteration projects, luminaires which are existing to remain fie untouched) and luminaires which are removed and reinstalled (wiring only) do not need to be included in this table even if they are within the spaces covered by the permit application. Outdoor lighting for nonresidential buildings, parking garages and common service areas in multifamily buildings must be documented separately from outdoor lighting attached to multifamily buildings and controlled from the inside of a dwelling unit Mandatory Controls for Nonresidential Occupancies, Parking Garages & Common Areas in Multifamily Buildings 01 02 03 04 05 Shut -Off Auto -Schedule Motion Sensor Field Inspector Area Description 130.2c1/160.Sc () () 130.2c2/160.Sc) () ( 130.2c3 160.Sc () / ( ) Pass Fail BUILDING DRIVEWAY: Astronomical Timer Provided Provided ❑ ❑ "53/S4„ PATIO SEATING: "H" Astronomical Timer Provided Provided ❑ ❑ PATIO SEATING: "F" Astronomical Timer Provided Provided ❑ ❑ 'FOOTNOTE: Text has been abbreviated, please refer to Table 160.5-A to confirm compliance with the specific light source technologies listed. Authority having jurisdiction may ask for cutsheets or other documentation to confirm compliance of light source. 3Recessed luminaires marked for use in fire -rated installations, and recessed luminaires installed in non -insulated ceilings are excepted from n and iii. CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance STATE OF CAI IFORNIA Outdoor Lighting Generated Date/Time: Report Version: 2022.0.000 Schema Version: rev 20220101 Documentation Software: Energy Code Ace Compliance ID: 212776-0724-0002 Report Generated: 2024-07-16 20:08:34 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCCATO-E Project Name: BETTER BUZZ REST Report Page: (Page 7 of 7) Project Address: 1601 N BRISTOL ST.. SANTA ANA, CA 92706 Date Prepared: 2024-07-16T23:08:32-04:00 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name. Documentation Author Signature: CARLOS RIVAS Company: RIVAS DESIGN CONSULTANTS, LLC Signature Date: 7+15i2024 Address: 12561 ALTURA DRIVE CIA/ HERS Certification Identification (if applicable) Gty/State/Zip RANCHO CUCAMONGA. CA 91739 Phone: 909.997.0905 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer) 3. The energy features and performance specifications, materials, components, and manufactured devices for the budding design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. Thebuilding design r r an design r identified n this Certificate f Compliance r consistent with h information r vid n h r licompliancew rk hcalculations, bu g des g features o system es g features de t ed o t s Ce t tale o Co p ce are theprovided ed o other applicable a o s eets, plans and specifications submitted to the enforcement agency for approval with this building permit application. S. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permits) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation building owner at occupancy. Responsible Designer Name: WILLIAM A AMOR Responsible Designer Signat e: Company: AMOR ARCHITECTURAL CORPORATION Date Signed: 7,15,2024 Address: 9431 HAVEN AVENUE, SUITE 212 License: C-24421 City/State/Zip: RANCHO CUCAMONGA, CA 91730 Phone 909.259.9971 Generated Date/Time: CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Documentation Software: Energy Code Ace Compliance ID: 212776-0724-0002 Report Generated: 2024-07-16 20:08:34 STATE OF CAI IFORNIA Outdoor Lighting CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-E Project Name: BETTER BUZZ REST Report Page: (Page 2 of 7) Date Prepared: 2024-07-16T23:08:32-04:00 C. COMPLIANCE RESULTS Results in this table are automatically calculated from data input and calculations in Tables F through N. Note: If any cell on this table says "COMPLIES with Exceptional Conditions" refer to Table D. Exceptional Conditions for guidance or see applicable Table referenced below. Calculations of Total Allowed Lighting Power (Watts) 140.7 / 170.2(e)6 or 141.0(b)2L / 180.2(b)4Bv Compliance Results 01 02 03 04 05 06 07 08 09 General Per Per Specific Existing Hardscape Application Sales Ornamental Area Power Allowance + 140.7(d)2 / + Frontage + 140.7(d)2 / + 140.7(d)2 / OR Allowance Total Allowed Total Actual 07 must be >= 08 140.7(d)1 / 170.able 140.7(d►2 170.2(e)6 170able 141.0(b)2L / (Watts) watt~) 170.2(e)6 (See Table J) (See Table K) (See Table L) (See Table MI 180.2(b)4Bv (See Table 1) (See Table N) 1,912.5 + + + + OR --- 1,9115 > 1,756 COMPLIES Shielding Compliance (See Table G for Details) N/A Controls Compliance (See Table H for Details) COMPLIES 1. EXCEPTIONAL CONDITIONS his table is auto -filled with uneditable comments because of selections made or data entered in tables throughout the form. ADDITIONAL REMARKS -his table includes remarks made by the permit applicant to the Authority Having Jurisdiction. CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance STATE OF CALIFORNIA Outdoor Lighting Generated Date/Time: Report Version: 2022.0.000 Schema Version: rev 20220101 Documentation Software: Energy Code Ace Compliance ID: 212776-0724-0002 Report Generated: 2024-07-16 20:08:34 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCCATO-E Project Name: BETTER BUZZ REST Report Page: (Page 5 of 7) Date Prepared: 2024-07-16T23:08:32-04:00 I. LIGHTING POWER ALLOWANCE (per 140.7 / 170.2(e)) This table includes areas using allowance calculations per 140.7/ 170.2(e). General 01 Hardscape Allowance is per Table 140.7-A/Toble 170.2-R while "Use it or lose it" "Use it or lose it" Allowance (select all that apply) (select all that apply) Allowances are per Table 140.7-8 /Table 170.2-S. Indicate which allowances are being used to expand sections for user input. Luminaires that qualify for one of the "Use it or ® General lose it" allowances shall not uali or another "Use it or lose it" allowance. q fy f Hardscape ❑ Per El Frontage El ❑ Per Specific p Outdoor lighting attached to multifamily buildings and controlledfrom the inside o a g g f y g f il Allowance Application Table K Table L Area dwelling unit are included in Table H. and are not included here. All other multifamily Table I (below) Table J Table M outdoor lighting is included here. Calculated General Hardscape Lighting Power Allowance per Table 140.7-A for Nonresidential & Hotel/Motel 02 03 04 05 06 07 08 09 Area Wattage Allowance (AWA) Linear Wattage Allowance (LWA) Total General Area Description Illuminated Area Allowed Density Area Allowance Perimeter Length Allowed Density Linear Allowance AWA + LWA (ft1) (W/fti) (Watts) (If) (W/If) (Watts) (Watts) BUILDING DRIVEWAY 10000 0.021 210 6000 0.2 1200 1410 PATIO SEATING 2500 0.021 52.5 1000 0.2 200 252.5 Initial Wattage Allowance for Entire Site (Watts): 250 Instances of Initial Wattage Allowance LZ 0 only)' g ( Y) Total General Hardscape Allowance (Watts): 1912.5 LIGHTING ALLOWANCE: PER APPLICATION his section does not apply to this project. LIGHTING ALLOWANCE: SALES FRONTAGE his section does not apply to this project. LIGHTING ALLOWANCE: ORNAMENTAL his section does not apply to this project. CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Generated Date/Time: Report Version: 2022.0.000 Schema Version: rev 20220101 Documentation Software: Energy Code Ace Compliance ID: 212776-0724-0002 Report Generated: 2024-07-16 20:08:34 STATE OF CAI.I FORMA Outdoor Lighting CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-E Project Name: BETTER BUZZ REST Report Page: (Page 3 of 7) Date Prepared: 2024-07- 6T23:0 8:32.04:OU R PIF F. OUTDOOR LIGHTING FIXTURE SCHEDULE For new or altered lighting systems demonstrating compliance with 140.7/ 170.2(e)6 all new luminaires being installed and any existing luminaires remaining or being loved within the spaces covered by the permit application ore included in the Table below. For altered lighting systems using the Existing Power method per 141.0(b)2L only new lumi aires being installed and replacement luminaires being installed as part of the project scope are included (ie, existing luminaires remaining or existing luminaires being moved are n t included). Outdoor lighting attached to multifamily buildings and controlled from the inside of a dwelling unit are included in Table H. and are not included here. All other multifo ly outdoor lighting is included here. Designed Wattage: 01 02 03 04 05 06 07 08 09Marzi Cutoff Req. Field Name or Item Watts per How is Total Number Luminaire Excluded per 6,200 initial ect Tag Complete Luminaire Description luminairel I Wattage Luminaires Status' 140.7(a) / Design Watts lumen outpu determined 170.2(e)6A 130.2(b)/ Pass Fail 160.5(c)l't S3/S4 POLE LIGHTING ❑Linear 270 Mfr. Spec 4 New ❑ 1,080 NA: < 6200 ❑ ❑ lumens H BOLLARD LIGHTING ❑ Linear 20 Mfr. Spec 5 New ❑ 100 NA: < ❑ n lumens lumens F BOLLARD LIGHTING ❑ Linear 48 Mfr. Spec 12 New ❑ 576 NA: < 6200 ❑ ❑ lumens Total Design Watts: 1756 NOTES: Selections with a ' require a note in the space below explaining how compliance is achieved. EX. Luminaire is lighting a statue; EXCEPTION 1 to 130.1(b) 'FOOTNOTES: Authority Having Jurisdiction may ask for Luminaire cut sheets to confirm wattage used for compliance per 130.0(c) / 160.5(b) z For linear luminaires, wattage should be indicated as W/If instead of Watts/Luminaire. Total linear feet should be indicated in column 05 instead of number of luminoires. 3 Select "New" for new luminaires in a new outdoor lighting project, or for added luminaires in on alteration. Select "Altered" for replacement luminaires in an alteration. Select "Existing to Remain" for existing luminaires within the project scope that are not being altered and are remaining. Select "Existing Reinstalled" for existing luminaires which are being removed and reinstalled as part of the project scope. Compliance with mandatory shielding requirements is required for luminaires with initial lumen output >= 6,200 unless exempted by 130.1(b)/ 160.5(c) i. SHIELDING REQUIREMENTS (BUG) his section does not apply to this project. Generated Date/Time: Documentation Software: Energy Code Ace CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Compliance ID: 212776-0724-0002 Schema Version: rev 20220101 Report Generated: 2024-07-16 20:08:34 STATE OF CAI IFORNIA Outdoor Lighting CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-E Project Name: BETTER BUZZ REST Report Page: (Page 6 of 7) Date Prepared: 2024-07-16T23:08:32-04:00 A. LIGHTING ALLOWANCE: PER SPECIFIC AREA his section does not apply to this project. I. EXISTING CONDITIONS POWER ALLOWANCE (alterations only) his section does not apply to this project. I. DECLARATION OF REQUIRED CERTIFICATES OF INSTALLATION elections Have been made based on information provided in this document. If any selection has been changed by permit applicant, on explanation should be included in Table E. dditional Remarks. These documents must be provided to the building inspector during construction and can be found online Form/Title IRCI-LTO-E - Must be submitted for all buildings P. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE Selections have been mad based on information rovid in his document. 1 n selection h s b en changed b permit applicant, an ex Iona i n should be included in Table E. e e e seprovided tifa e g y p p t o sou ud d E Additional Remarks. These documents must be provided to the building inspector during construction and must be completed through an Acceptance Test Technician Certification Provider (ATTCP). For more information visit: http://www.energy.ca.gov/title,24/attcp/providers.html Form/Title Systems/Spaces To Be Field Verified NRCA-LTO-02-A - Must be submitted for all outdoor lighting controls except for alterations where controls are added to <= 20 luminaires. BUILDING DRIVEWAY: '53/S4";PATIO SEATING: "H"; PATIO SEATING: "I'" Generated Date/Time: Documentation Software: Energy Code Ace CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Compliance ID: 212776-0724-0002 Schema Version: rev 20220101 Report Generated: 2024-07-16 20:08:34 C Arch i t e c t u ra I :er I Corporation 9431 HAVEN AVENUE, SUITE 212 I RANCHO CUCAMONGA, CA 91730 P. 909.259.9971 1 F. 909.944.8409 www.AmorArch.coni BRISTOL CENTER PROPERTIES LLC 714 S PLYMOUTH BLVD LOS ANGELES, CA 90005 AMIR HOURIANI aihouriani@gmail.com MECHANICAL I ELECTRICAL I PLUMBING 909-997-0905 CARLOS RIVAS carlos@rivasdesignconsultants.com 1 Z W 0 J W W `W 1 r,9 CD 0 N N J M OU _� E Q pp z Z Q O Z Z U) STAMP w J F H w w En C) I.J. 0 IL L1J U z Q CJ G 0 �D/ I..1_ UJ LJJ N UJ J �O 0 V C - 24421 � 8/31 /2025 * RENEWAL cSj DATE �TF OF CAO DATE SIGNED: 08/13/2024 SHEETS BEARING THIS SEAL AND WET SIGNATURE ARE AUTHENTICATED. RESPONSIBILITY FOR ALL OLDER PLANS, SPECIFICATIONS OR INSTRUMENTS ARE DISCLAIMED. REVISIONS 0 DATE 2024.08.15 PROJECT NUMBER A2641 SHEET NUMBER Sol COPYRIGHT 2024 - DESIGNS, DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF THE DESIGN PROFESSIONAL. REPRODUCTION PROHIBITED WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE DESIGN PROFESSIONAL. 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 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 1 of 10 COMMERCIAL OUTDOOR Ordering Information EXAMPLE: DSX1 LED P7 40K 70CRI T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX1 LED Series LEDs Color temperature 2 Color Rendering Index 2 Distribution Voltage Mounting DSX1 LED Forward optics P1 P6 P2 P7 P3 P8 P4 P9 P5 Rotated optics P10 1 P12 1 P11 1 P13 1 (this section 70CRI only) 30K 3000K 40K 4000K 50K 5000K (this section 80CRI only, extended lead times apply) 27K 2700K 30K 3000K 35K 3500K 40K 4000K 50K 5000K 70CRI 70CRI 70CRI 80CRI 80CRI 80CRI 80CRI 80CRI AFR Automotive front row T1S Type I short T2M Type II medium T3M Type III medium T3LG Type III low glare 3 T4M Type IV medium T4LG Type IV low glare 3 TFTM Forward throw medium T5M Type V medium T5LG Type V low glare T5W Type V wide BLC3 Type III backlight control 3 BLC4 Type IV backlight control 3 LCCO Left corner cutoff 3 RCCO Right corner cutoff 3 MVOLT (120V-277V) 4 HVOLT (347V-480V) 5,6 XVOLT (277V - 480V) 7,8 120 16, 26 208 16, 26 240 16, 26 277 16, 26 347 16, 26 480 16, 26 Shipped included SPA Square pole mounting (#8 drilling) RPA Round pole mounting (#8 drilling) SPA5 Square pole mounting #5 drilling 9 RPA5 Round pole mounting #5 drilling 9 SPA8N Square narrow pole mounting #8 drilling WBA Wall bracket 10 MA Mast arm adapter (mounts on 2 3/8" OD horizontal tenon) Control options Other options Finish (required) Shipped installed NLTAIR2 PIRHN nLight AIR gen 2 enabled with bi-level motion / ambient sensor, 8-40’ mounting height, ambient sensor enabled at 2fc. 11, 12, 20, 21 PIR High/low, motion/ambient sensor, 8-40’ mounting height, ambient sensor enabled at 2fc 13, 20, 21 PER NEMA twist-lock receptacle only (controls ordered sepa- rate) 14 PER5 Five-pin receptacle only (controls ordered separate)14, 21 PER7 Seven-pin receptacle only (controls ordered separate) 14, 21 FAO Field adjustable output 15, 21 BL30 Bi-level switched dimming, 30% 16, 21 BL50 Bi-level switched dimming, 50% 16, 21 DMG 0-10v dimming wires pulled outside fixture (for use with an external control, ordered separately) 17 DS Dual switching 18, 19, 21 Shipped installed SPD20KV 20KV surge protection HS Houseside shield (black finish standard) 22 L90 Left rotated optics 1 R90 Right rotated optics 1 CCE Coastal Construction 23 HA 50°C ambient operation 24 BAA Buy America(n) Act and/or Build America Buy America Qualified SF Single fuse (120, 277, 347V) 26 DF Double fuse (208, 240, 480V) 26 Shipped separately EGSR External Glare Shield (reversible, field install required, matches housing finish) BSDB Bird Spikes (field install required) DDBXD Dark Bronze DBLXD Black DNAXD Natural Aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white D-Series Size 1LED Area Luminaire Catalog Number Notes Type Introduction The modern styling of the D-Series features a highly refined aesthetic that blends seamlessly with its environment. The D-Series offers the benefits of the latest in LED technology into a high performance, high efficacy, long-life luminaire. The photometric performance results in sites with excellent uniformity, greater pole spacing and lower power density. D-Series outstand- ing photometry aids in reducing the number of poles required in area lighting applications with typical energy savings of 65% and expected service life of over 100,000 hours. Hit the Tab key or mouse over the page to see all interactive elements. H2 L Specifications EPA:0.69 ft2 (0.06 m2) Length:32.71" (83.1 cm) Width:14.26" (36.2 cm) Height H1:7.88" (20.0 cm) Height H2:2.73" (6.9 cm) Weight:34 lbs (15.4 kg) Items marked by a shaded background qualify for the Design Select program and ship in 15 days or less. To learn more about Design Select, visit www.acuitybrands.com/designselect. *See ordering tree for detailsDesign Select options indicated by this color background. H2 L W H1 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 2 of 10 COMMERCIAL OUTDOOR Accessories Ordered and shipped separately. DLL127F 1.5 JU Photocell - SSL twist-lock (120-277V) 25 DLL347F 1.5 CUL JU Photocell - SSL twist-lock (347V) 25 DLL480F 1.5 CUL JU Photocell - SSL twist-lock (480V) 25 DSHORT SBK Shorting cap 25 DSX1HS P# House-side shield (enter package number 1-13 in place of #) DSXRPA (FINISH) Round pole adapter (#8 drilling, specify finish) DSXSPA5 (FINISH) Square pole adapter #5 drilling (specify finish) DSXRPA5 (FINISH) Round pole adapter #5 drilling (specify finish) DSX1EGSR (FINISH) External glare shield (specify finish) DSX1BSDB (FINISH) Bird spike deterrent bracket (specify finish) Shield Accessories External Glare Shield (EGSR) Tenon O.D. Mounting Single Unit 2 @ 180 2 @ 90 3 @ 90 3 @120 4 @ 90 2-3/8"RPA AS3-5 190 AS3-5 280 AS3-5 290 AS3-5 390 AS3-5 320 AS3-5 490 2-7/8"RPA AST25-190 AST25-280 AST25-290 AST25-390 AST25-320 AST25-490 4"RPA AST35-190 AST35-280 AST35-290 AST35-390 AST35-320 AST35-490 Tenon Mounting Slipfitter Drilling Top of Pole 0.563" 2.650" 1.325"0.400"(2 PLCS) Template #8 Ordering Information NOTES 1 Rotated optics available with packages P10, P11, P12 and P13. Must be combined with option L90 or R90. 2 30K, 40K, and 50K available in 70CRI and 80CRI. 27K and 35K only available with 80CRI. Contact Technical Support for other possible combinations. 3 T3LG, T4LG, BLC3, BLC4, LCCO, RCCO not available with option HS. 4 MVOLT driver operates on any line voltage from 120-277V (50/60 Hz). 5 HVOLT driver operates on any line voltage from 347-480V (50/60 Hz). 6 HVOLT not available with package P1 and P10 when combined with option NLTAIR2 PIRHN or option PIR. 7 XVOLT operates with any voltage between 277V and 480V (50/60 Hz). 8 XVOLT not available in packages P1 or P10. XVOLT not available with fusing (SF or DF). 9 SPA5 and RPA5 for use with #5 drilling only (Not for use with #8 drilling). 10 WBA cannot be combined with Type 5 distributions plus photocell (PER). 11 NLTAIR2 and PIRHN must be ordered together. For more information on nLight AIR2 visit this link 12 NLTAIR2 PIRHN not available with other controls including PIR, PER, PER5, PER7, FAO, BL30, BL50, DMG and DS. NLTAIR2 PIRHN not available with P1 and P10 using HVOLT. NLTAIR2 PIRHN not available with P1 and P10 using XVOLT. 13 PIR not available with NLTAIR2 PIRHN, PER, PER5, PER7, FAO BL30, BL50, DMG and DS. PIR not available with P1 and P10 using HVOLT. PIR not avail-able with P1 and P10 using XVOLT. 14 PER/PER5/PER7 not available with NLTAIR2 PIRHN, PIR, BL30, BL50, FAO, DMG and DS. Photocell ordered and shipped as a separate line item from Acuity Brands Controls. See accessories. Shorting Cap included. 15 FAO not available with other dimming control options NLTAIR2 PIRHN, PIR, PER5, PER7, BL30, BL50, DMG and DS. 16 BL30 and BL50 are not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, FAO, DMG and DS. BL30 or BL50 must specify 120 or 277V. 17 DMG not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, BL30, BL50, FAO and DS. 18 DS not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, BL30, BL50, FAO and DMG. 19 DS requires (2) separately switched circuits. DS provides 50/50 fixture operation via (2) different sets of leads using (2) drivers. DS only available with packages P8, P9, P10, P11, P12 and P13. 20 Reference Motion Sensor Default Settings table on page 4 to see functionality. 21 Reference Controls Options table on page 4. 22 HS not available with T3LG, T4LG, BLC3, BLC4, LCCO and RCCO distribution. Also available as a separate accessory; see Accessories information. 23 CCE option not available with option BS and EGSR. Contact Technical Support for availability. 24 Option HA not available with performance packages P4, P5, P7, P8, P9 and P13. 25 Requires luminaire to be specified with PER, PER5 or PER7 option. See Controls Table on page 4. 26 Single fuse (SF) requires 120V, 277V, or 347V. Double fuse (DF) requires 208V, 240V or 480V. XVOLT not available with fusing (SF or DF). HANDHOLE ORIENTATION A Handhole B C D 1.75" for aluminum poles 2.75" for other pole types Fixture Quantity & Mounting Configuration Single DM19 2 @ 180 DM28 2 @ 90 DM29 3 @ 90 DM39 3 @ 120 DM32 4 @ 90 DM49 Mounting Type DSX1 with SPA 0.69 1.38 1.23 1.54 ---1.58 DSX1 with SPA5, SPA8N 0.70 1.40 1.30 1.66 ---1.68 DSX1 with RPA, RPA5 0.70 1.40 1.30 1.66 1.60 1.68 DSX1 with MA 0.83 1.66 1.50 2.09 2.09 2.09 DSX1 Area Luminaire - EPA *Includes luminaire and integral mounting arm. Other tenons, arms, brackets or other accessories are not included in this EPA data. House Side Shield (HS) Minimum Acceptable Outside Pole Dimension SPA #8 3.5"3.5"3.5"3.5"3.5" RPA #8 3" 3" 3"3"3" 3" SPA5 #5 3" 3" 3"3"3" RPA5 #5 3" 3"3"3"3"3" SPA8N #8 3"3"3"3"3" Mounting Option Drilling Template Single 2 @ 180 2 @ 90 3 @ 90 3 @ 120 4 @ 90 Head Location Side B Side B & D Side B & C Side B, C & D Round Pole Only Side A, B, C & D Drill Nomenclature #8 DM19AS DM28AS DM29AS DM39AS DM32AS DM49AS One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 3 of 10 COMMERCIAL OUTDOOR To see complete photometric reports or download .ies files for this product, visit Lithonia Lighting’s homepage. Photometric Diagrams Isofootcandle plots for the DSX1 LED P9 40K 70CRI. Distances are in units of mounting height (25’). LEGEND 0.1 fc 0.5 fc 1.0 fc T1S T2M T3M 4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 T3LG T4M TFTM T4LG T5M T5W T5LG AFR BLC3 BLC4 LCCO RCCO 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 4 of 10 COMMERCIAL OUTDOOR Performance Data Current (A) Performance Package LED Count Drive Current (mA)Wattage 120V 208V 240V 277V 347V 480V Forward Optics (Non-Rotated) P1 30 530 51 0.42 0.24 0.21 0.18 0.15 0.11 P2 30 700 68 0.56 0.33 0.28 0.24 0.20 0.14 P3 30 1050 104 0.85 0.49 0.43 0.37 0.29 0.21 P4 30 1250 125 1.03 0.60 0.52 0.45 0.36 0.26 P5 30 1400 142 1.15 0.66 0.58 0.50 0.40 0.29 P6 40 1250 167 1.38 0.79 0.69 0.60 0.48 0.34 P7 40 1400 188 1.54 0.89 0.77 0.67 0.53 0.38 P8 60 1100 216 1.80 1.04 0.90 0.78 0.62 0.45 P9 60 1400 279 2.31 1.33 1.15 1.00 0.80 0.58 Rotated Optics (Requires L90 or R90) P10 60 530 101 0.84 0.49 0.42 0.37 0.29 0.21 P11 60 700 135 1.12 0.65 0.56 0.49 0.39 0.28 P12 60 1050 206 1.72 0.99 0.86 0.74 0.59 0.43 P13 60 1400 279 2.30 1.33 1.15 1.00 0.79 0.57 Electrical Load Motion Sensor Default Settings Option Unoccupied Dimmed Level High Level (when occupied)Phototcell Operation Dwell Time Ramp-up Time Dimming Fade Rate PIR 30%100%Enabled @ 2FC 7.5 min 3 sec 5 min NLTAIR2 PIRHN 30%100%Enabled @ 2FC 7.5 min 3 sec 5 min Lumen Ambient Temperature (LAT) Multipliers Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). Ambient Lumen Multiplier 0°C 32°F 1.04 5°C 41°F 1.04 10°C 50°F 1.03 15°C 50°F 1.02 20°C 68°F 1.01 25°C 77°C 1.00 30°C 86°F 0.99 35°C 95°F 0.98 40°C 104°F 0.97 Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted in a 25°C ambient, based on 10,000 hours of LED testing (tested per IESNA LM-80-08 and projected per IESNA TM-21-11). To calculate LLF, use the lumen maintenance factor that corresponds to the desired number of operating hours below. For other lumen maintenance values, contact factory. Operating Hours Lumen Maintenance Factor 0 1.00 25,000 0.95 50,000 0.90 100,000 0.81 Controls Options Nomenclature Description Functionality Primary control device Notes FAO Field adjustable output device installed inside the luminaire; wired to the driver dimming leads. Allows the luminaire to be manually dimmed, effectively trimming the light output. FAO device Cannot be used with other controls options that need the 0-10V leads DS (not available on DSX0)Drivers wired independently for 50/50 luminaire operation The luminaire is wired to two separate circuits, allowing for 50/50 operation. Independently wired drivers Requires two separately switched circuits. Consider nLight AIR as a more cost effective alternative. PER5 or PER7 Twist-lock photocell receptacle Compatible with standard twist-lock photocells for dusk to dawn operation, or advanced control nodes that provide 0-10V dimming signals. Twist-lock photocells such as DLL Elite or advanced control nodes such as ROAM. Pins 4 & 5 to dimming leads on driver, Pins 6 & 7 are capped inside luminaire. Cannot be used with other controls options that need the 0-10V leads. PIR Motion sensor with integral photocell. Sensor suitable for 8' to 40' mounting height. Luminaires dim when no occupancy is detected.Acuity Controls rSBG Cannot be used with other controls options that need the 0-10V leads. NLTAIR2 PIRHN nLight AIR enabled luminaire for motion sensing, photocell and wireless communication. Motion and ambient light sensing with group response. Scheduled dimming with motion sensor over-ride when wirelessly connected to the nLight Eclypse. nLight Air rSBG nLight AIR sensors can be programmed and commissioned from the ground using the ClAIRity Pro app. Cannot be used with other controls options that need the 0-10V leads. BL30 or BL50 Integrated bi-level device that allows a second control circuit to switch all light engines to either 30% or 50% light output BLC device provides input to 0-10V dimming leads on all drivers providing either 100% or dimmed (30% or 50%) control by a secondary circuit BLC UVOLT1 BLC device is powered off the 0-10V dimming leads, thus can be used with any input voltage from 120 to 480V 70 CRI 80CRI 90CRI Lumen Multiplier Availability Lumen Multiplier Availability Lumen Multiplier Availability 5000K 102%Standard 92%Extended lead-time 71%(see note) 4000K 100%Standard 92%Extended lead-time 67%(see note) 3500K 100%(see note)90%Extended lead-time 63%(see note) 3000K 96%Standard 87%Extended lead-time 61%(see note) 2700K 94%(see note)85%Extended lead-time 57%(see note) LED Color Temperature / Color Rendering Multipliers Note: Some LED types are available as per special request. Contact Technical Support for more information.*Note: Calculated values are based on original performance package data. When calculating new values for given FAO position, use maximum published values by package listed on specification sheet (input watts and lumens by optic type). FAO Position % Wattage % Lumen Output 8 100%100% 7 93%95% 6 80%85% 5 66%73% 4 54%61% 3 41%49% 2 29%36% 1 15%20% FAO Dimming Settings One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 5 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P1 51W 30 530 T1S 7,776 1 0 2 153 8,104 1 0 2 159 8,262 1 0 2 162 T2M 7,203 1 0 3 142 7,507 2 0 3 147 7,653 2 0 3 150 T3M 7,287 1 0 3 143 7,594 1 0 3 149 7,742 1 0 3 152 T3LG 6,509 1 0 1 128 6,783 1 0 1 133 6,916 1 0 1 136 T4M 7,395 1 0 3 145 7,707 1 0 3 151 7,857 1 0 3 154 T4LG 6,726 1 0 1 132 7,010 1 0 1 138 7,146 1 0 1 140 TFTM 7,446 1 0 3 146 7,760 1 0 3 152 7,912 1 0 3 155 T5M 7,609 3 0 2 149 7,930 3 0 2 156 8,084 3 0 2 159 T5W 7,732 3 0 2 152 8,058 4 0 2 158 8,215 4 0 2 161 T5LG 7,631 3 0 1 150 7,953 3 0 1 156 8,108 3 0 1 159 BLC3 5,300 0 0 2 104 5,524 0 0 2 109 5,631 0 0 2 111 BLC4 5,474 0 0 3 108 5,705 0 0 3 112 5,816 0 0 3 114 RCCO 5,348 0 0 2 105 5,573 0 0 2 109 5,682 0 0 2 112 LCCO 5,348 0 0 2 105 5,573 0 0 2 109 5,682 0 0 2 112 AFR 7,776 1 0 2 153 8,104 1 0 2 159 8,262 1 0 2 162 P2 68W 30 700 T1S 9,997 1 0 2 147 10,418 1 0 2 154 10,621 1 0 2 157 T2M 9,260 2 0 3 137 9,651 2 0 3 142 9,839 2 0 3 145 T3M 9,368 2 0 3 138 9,763 2 0 3 144 9,953 2 0 3 147 T3LG 8,368 1 0 2 123 8,721 1 0 2 129 8,891 1 0 2 131 T4M 9,507 2 0 3 140 9,909 2 0 3 146 10,102 2 0 3 149 T4LG 8,647 1 0 2 128 9,012 1 0 2 133 9,187 1 0 2 136 TFTM 9,573 2 0 3 141 9,977 2 0 3 147 10,172 2 0 3 150 T5M 9,782 4 0 2 144 10,195 4 0 2 150 10,393 4 0 2 153 T5W 9,940 4 0 2 147 10,360 4 0 2 153 10,562 4 0 2 156 T5LG 9,810 3 0 1 145 10,224 3 0 1 151 10,423 3 0 1 154 BLC3 6,814 0 0 2 101 7,101 0 0 2 105 7,240 0 0 2 107 BLC4 7,038 0 0 3 104 7,334 0 0 3 108 7,477 0 0 3 110 RCCO 6,875 1 0 2 101 7,165 1 0 2 106 7,305 1 0 2 108 LCCO 6,875 1 0 2 101 7,165 1 0 2 106 7,305 1 0 2 108 AFR 9,997 1 0 2 147 10,418 1 0 2 154 10,621 1 0 2 157 P3 102W 30 1050 T1S 14,093 2 0 2 138 14,687 2 0 2 144 14,973 2 0 2 147 T2M 13,055 2 0 3 128 13,605 2 0 3 133 13,871 2 0 3 136 T3M 13,206 2 0 4 129 13,763 2 0 4 135 14,031 2 0 4 137 T3LG 11,797 2 0 2 115 12,294 2 0 2 120 12,534 2 0 2 123 T4M 13,403 2 0 4 131 13,968 2 0 4 137 14,241 2 0 4 139 T4LG 12,190 2 0 2 119 12,704 2 0 2 124 12,952 2 0 2 127 TFTM 13,496 2 0 4 132 14,065 2 0 4 138 14,339 2 0 4 140 T5M 13,790 4 0 2 135 14,371 4 0 2 141 14,652 4 0 2 143 T5W 14,013 4 0 3 137 14,605 4 0 3 143 14,889 4 0 3 146 T5LG 13,830 3 0 2 135 14,413 3 0 2 141 14,694 3 0 2 144 BLC3 9,606 0 0 2 94 10,011 0 0 2 98 10,206 0 0 2 100 BLC4 9,921 0 0 3 97 10,340 0 0 3 101 10,541 0 0 3 103 RCCO 9,692 1 0 2 95 10,101 1 0 2 99 10,298 1 0 2 101 LCCO 9,692 1 0 2 95 10,101 1 0 2 99 10,298 1 0 2 101 AFR 14,093 2 0 2 138 14,687 2 0 2 144 14,973 2 0 2 147 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 6 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P4 124W 30 1250 T1S 16,416 2 0 3 132 17,109 2 0 3 138 17,442 2 0 3 141 T2M 15,207 3 0 4 123 15,849 3 0 4 128 16,158 3 0 4 130 T3M 15,383 2 0 4 124 16,032 2 0 4 129 16,345 2 0 4 132 T3LG 13,742 2 0 2 111 14,321 2 0 2 116 14,600 2 0 2 118 T4M 15,613 2 0 4 126 16,272 2 0 4 131 16,589 2 0 4 134 T4LG 14,200 2 0 2 115 14,799 2 0 2 119 15,087 2 0 2 122 TFTM 15,721 2 0 4 127 16,384 2 0 4 132 16,703 2 0 4 135 T5M 16,063 4 0 2 130 16,741 4 0 2 135 17,067 4 0 2 138 T5W 16,324 5 0 3 132 17,013 5 0 3 137 17,344 5 0 3 140 T5LG 16,110 3 0 2 130 16,790 4 0 2 135 17,117 4 0 2 138 BLC3 11,190 0 0 3 90 11,662 0 0 3 94 11,889 0 0 3 96 BLC4 11,557 0 0 3 93 12,044 0 0 3 97 12,279 0 0 4 99 RCCO 11,291 1 0 3 91 11,767 1 0 3 95 11,996 1 0 3 97 LCCO 11,291 1 0 3 91 11,767 1 0 3 95 11,996 1 0 3 97 AFR 16,416 2 0 3 132 17,109 2 0 3 138 17,442 2 0 3 141 P5 138W 30 1400 T1S 18,052 2 0 3 131 18,814 2 0 3 136 19,180 2 0 3 139 T2M 16,723 3 0 4 121 17,428 3 0 4 126 17,768 3 0 4 129 T3M 16,917 3 0 4 122 17,630 3 0 4 128 17,974 3 0 4 130 T3LG 15,111 2 0 2 109 15,749 2 0 2 114 16,055 2 0 2 116 T4M 17,169 3 0 5 124 17,893 3 0 5 130 18,242 3 0 5 132 T4LG 15,615 2 0 2 113 16,274 2 0 2 118 16,591 2 0 2 120 TFTM 17,288 2 0 4 125 18,017 2 0 5 130 18,368 3 0 5 133 T5M 17,664 5 0 3 128 18,410 5 0 3 133 18,768 5 0 3 136 T5W 17,951 5 0 3 130 18,708 5 0 3 135 19,073 5 0 3 138 T5LG 17,716 4 0 2 128 18,463 4 0 2 134 18,823 4 0 2 136 BLC3 12,305 0 0 3 89 12,824 0 0 3 93 13,074 0 0 3 95 BLC4 12,709 0 0 4 92 13,245 0 0 4 96 13,503 0 0 4 98 RCCO 12,416 1 0 3 90 12,940 1 0 3 94 13,192 1 0 3 95 LCCO 12,416 1 0 3 90 12,940 1 0 3 94 13,192 1 0 3 95 AFR 18,052 2 0 3 131 18,814 2 0 3 136 19,180 2 0 3 139 P6 165W 40 1250 T1S 21,031 2 0 3 127 21,918 2 0 3 133 22,345 2 0 3 135 T2M 19,482 3 0 4 118 20,303 3 0 4 123 20,699 3 0 4 125 T3M 19,708 3 0 5 119 20,539 3 0 5 124 20,939 3 0 5 127 T3LG 17,604 2 0 2 107 18,347 2 0 2 111 18,704 2 0 2 113 T4M 20,001 3 0 5 121 20,845 3 0 5 126 21,251 3 0 5 129 T4LG 18,191 2 0 2 110 18,959 2 0 2 115 19,328 2 0 2 117 TFTM 20,140 3 0 5 122 20,989 3 0 5 127 21,398 3 0 5 129 T5M 20,579 5 0 3 125 21,447 5 0 3 130 21,865 5 0 3 132 T5W 20,912 5 0 3 127 21,795 5 0 3 132 22,219 5 0 3 134 T5LG 20,638 4 0 2 125 21,509 4 0 2 130 21,928 4 0 2 133 BLC3 14,335 0 0 3 87 14,940 0 0 3 90 15,231 0 0 3 92 BLC4 14,805 0 0 4 90 15,430 0 0 4 93 15,731 0 0 4 95 RCCO 14,464 1 0 3 88 15,074 1 0 3 91 15,368 1 0 3 93 LCCO 14,464 1 0 3 88 15,074 1 0 3 91 15,368 1 0 3 93 AFR 21,031 2 0 3 127 21,918 2 0 3 133 22,345 2 0 3 135 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 7 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P7 184W 40 1400 T1S 22,741 2 0 3 123 23,700 2 0 3 129 24,162 3 0 3 131 T2M 21,066 3 0 4 114 21,955 3 0 4 119 22,383 3 0 4 121 T3M 21,311 3 0 5 116 22,210 3 0 5 120 22,642 3 0 5 123 T3LG 19,036 2 0 2 103 19,839 2 0 3 108 20,226 2 0 3 110 T4M 21,628 3 0 5 117 22,541 3 0 5 122 22,980 3 0 5 125 T4LG 19,671 2 0 2 107 20,501 2 0 3 111 20,900 2 0 3 113 TFTM 21,778 3 0 5 118 22,697 3 0 5 123 23,139 3 0 5 125 T5M 22,252 5 0 3 121 23,191 5 0 3 126 23,643 5 0 3 128 T5W 22,613 5 0 3 123 23,567 5 0 4 128 24,027 5 0 4 130 T5LG 22,317 4 0 2 121 23,258 4 0 2 126 23,712 4 0 2 129 BLC3 15,501 0 0 3 84 16,155 0 0 4 88 16,470 0 0 4 89 BLC4 16,010 0 0 4 87 16,685 0 0 4 90 17,010 0 0 4 92 RCCO 15,641 1 0 3 85 16,301 1 0 3 89 16,619 1 0 3 90 LCCO 15,641 1 0 3 85 16,301 1 0 3 89 16,619 1 0 3 90 AFR 22,741 2 0 3 123 23,700 2 0 3 129 24,162 3 0 3 131 P8 216W 60 1100 T1S 28,701 3 0 3 133 29,912 3 0 4 139 30,495 3 0 4 141 T2M 26,587 3 0 5 123 27,709 3 0 5 128 28,249 3 0 5 131 T3M 26,895 3 0 5 125 28,030 3 0 5 130 28,576 3 0 5 132 T3LG 24,025 3 0 3 111 25,038 3 0 3 116 25,526 3 0 3 118 T4M 27,296 3 0 5 127 28,448 3 0 5 132 29,002 3 0 5 134 T4LG 24,826 3 0 3 115 25,873 3 0 3 120 26,378 3 0 3 122 TFTM 27,485 3 0 5 127 28,645 3 0 5 133 29,203 3 0 5 135 T5M 28,084 5 0 4 130 29,269 5 0 4 136 29,839 5 0 4 138 T5W 28,539 5 0 4 132 29,743 5 0 4 138 30,323 5 0 4 141 T5LG 28,165 4 0 2 131 29,354 4 0 2 136 29,926 4 0 2 139 BLC3 19,563 0 0 4 91 20,388 0 0 4 94 20,786 0 0 4 96 BLC4 20,205 0 0 5 94 21,057 0 0 5 98 21,468 0 0 5 99 RCCO 19,740 1 0 4 91 20,572 1 0 4 95 20,973 1 0 4 97 LCCO 19,740 1 0 4 91 20,572 1 0 4 95 20,973 1 0 4 97 AFR 28,701 3 0 3 133 29,912 3 0 4 139 30,495 3 0 4 141 P9 277W 60 1400 T1S 34,819 3 0 4 126 36,288 3 0 4 131 36,996 3 0 4 134 T2M 32,255 3 0 5 116 33,616 3 0 5 121 34,271 3 0 5 124 T3M 32,629 3 0 5 118 34,006 3 0 5 123 34,668 3 0 5 125 T3LG 29,146 3 0 3 105 30,376 3 0 4 110 30,968 3 0 4 112 T4M 33,116 3 0 5 120 34,513 3 0 5 125 35,185 3 0 5 127 T4LG 30,119 3 0 3 109 31,389 3 0 4 113 32,001 3 0 4 116 TFTM 33,345 3 0 5 120 34,751 3 0 5 125 35,429 3 0 5 128 T5M 34,071 5 0 4 123 35,509 5 0 4 128 36,201 5 0 4 131 T5W 34,624 5 0 4 125 36,084 5 0 4 130 36,788 5 0 4 133 T5LG 34,170 5 0 3 123 35,612 5 0 3 129 36,306 5 0 3 131 BLC3 23,734 0 0 4 86 24,735 0 0 4 89 25,217 0 0 4 91 BLC4 24,513 0 0 5 88 25,547 0 0 5 92 26,045 0 0 5 94 RCCO 23,948 1 0 4 86 24,958 1 0 4 90 25,445 1 0 4 92 LCCO 23,948 1 0 4 86 24,958 1 0 4 90 25,445 1 0 4 92 AFR 34,819 3 0 4 126 36,288 3 0 4 131 36,996 3 0 4 134 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 8 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Rotated Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P10 101W 60 530 T1S 15,164 3 0 3 150 15,803 3 0 3 156 16,112 3 0 3 159 T2M 14,047 4 0 4 139 14,640 4 0 4 145 14,925 4 0 4 147 T3M 14,208 4 0 4 140 14,807 4 0 4 146 15,096 4 0 4 149 T3LG 12,693 3 0 3 125 13,229 3 0 3 131 13,487 3 0 3 133 T4M 14,420 4 0 4 142 15,028 4 0 4 148 15,321 4 0 4 151 T4LG 13,115 3 0 3 129 13,668 3 0 3 135 13,934 3 0 3 138 TFTM 14,522 4 0 4 143 15,134 4 0 4 149 15,429 4 0 4 152 T5M 14,836 4 0 2 146 15,462 4 0 2 153 15,763 4 0 2 156 T5W 15,076 4 0 3 149 15,712 5 0 3 155 16,019 5 0 3 158 T5LG 14,879 3 0 2 147 15,507 3 0 2 153 15,809 3 0 2 156 BLC3 10,335 3 0 3 102 10,771 4 0 4 106 10,981 4 0 4 108 BLC4 10,674 4 0 4 105 11,124 4 0 4 110 11,341 4 0 4 112 RCCO 10,429 1 0 2 103 10,869 1 0 2 107 11,080 1 0 2 109 LCCO 10,429 1 0 2 103 10,869 1 0 2 107 11,080 1 0 2 109 AFR 15,164 3 0 3 150 15,803 3 0 3 156 16,112 3 0 3 159 P11 135W 60 700 T1S 19,437 4 0 4 144 20,257 4 0 4 150 20,651 4 0 4 153 T2M 18,005 4 0 4 133 18,765 4 0 4 139 19,131 4 0 4 142 T3M 18,211 4 0 4 135 18,980 4 0 4 141 19,350 4 0 4 143 T3LG 16,270 3 0 3 121 16,957 3 0 3 126 17,287 4 0 4 128 T4M 18,483 4 0 4 137 19,263 5 0 5 143 19,638 5 0 5 146 T4LG 16,810 3 0 3 125 17,519 3 0 3 130 17,861 3 0 3 132 TFTM 18,614 4 0 4 138 19,399 4 0 4 144 19,777 5 0 5 147 T5M 19,017 5 0 3 141 19,819 5 0 3 147 20,205 5 0 3 150 T5W 19,325 5 0 3 143 20,140 5 0 3 149 20,533 5 0 3 152 T5LG 19,072 4 0 2 141 19,876 4 0 2 147 20,264 4 0 2 150 BLC3 13,247 4 0 4 98 13,806 4 0 4 102 14,075 4 0 4 104 BLC4 13,682 4 0 4 101 14,259 4 0 4 106 14,537 4 0 4 108 RCCO 13,367 1 0 3 99 13,931 1 0 3 103 14,203 1 0 3 105 LCCO 13,367 1 0 3 99 13,931 1 0 3 103 14,203 1 0 3 105 AFR 19,437 4 0 4 144 20,257 4 0 4 150 20,651 4 0 4 153 P12 206W 60 1050 T1S 27,457 4 0 4 133 28,616 4 0 4 139 29,174 4 0 4 142 T2M 25,436 5 0 5 124 26,509 5 0 5 129 27,025 5 0 5 131 T3M 25,727 5 0 5 125 26,812 5 0 5 130 27,335 5 0 5 133 T3LG 22,984 4 0 4 112 23,954 4 0 4 116 24,421 4 0 4 119 T4M 26,110 5 0 5 127 27,212 5 0 5 132 27,742 5 0 5 135 T4LG 23,747 4 0 4 115 24,749 4 0 4 120 25,231 4 0 4 123 TFTM 26,295 5 0 5 128 27,404 5 0 5 133 27,938 5 0 5 136 T5M 26,864 5 0 4 130 27,997 5 0 4 136 28,543 5 0 4 139 T5W 27,299 5 0 4 133 28,451 5 0 4 138 29,006 5 0 4 141 T5LG 26,942 4 0 2 131 28,078 4 0 2 136 28,626 4 0 2 139 BLC3 18,714 4 0 4 91 19,504 4 0 4 95 19,884 4 0 4 97 BLC4 19,327 5 0 5 94 20,143 5 0 5 98 20,535 5 0 5 100 RCCO 18,883 1 0 4 92 19,680 1 0 4 96 20,064 1 0 4 97 LCCO 18,883 1 0 4 92 19,680 1 0 4 96 20,064 1 0 4 97 AFR 27,457 4 0 4 133 28,616 4 0 4 139 29,174 4 0 4 142 P13 276W 60 1400 T1S 34,436 5 0 5 125 35,889 5 0 5 130 36,588 5 0 5 133 T2M 31,900 5 0 5 116 33,246 5 0 5 121 33,894 5 0 5 123 T3M 32,265 5 0 5 117 33,626 5 0 5 122 34,282 5 0 5 124 T3LG 28,826 4 0 4 105 30,042 4 0 4 109 30,628 4 0 4 111 T4M 32,746 5 0 5 119 34,128 5 0 5 124 34,793 5 0 5 126 T4LG 29,782 4 0 4 108 31,039 4 0 4 113 31,644 5 0 4 115 TFTM 32,978 5 0 5 120 34,369 5 0 5 125 35,039 5 0 5 127 T5M 33,692 5 0 4 122 35,113 5 0 4 127 35,797 5 0 4 130 T5W 34,238 5 0 4 124 35,682 5 0 4 129 36,378 5 0 4 132 T5LG 33,789 5 0 3 122 35,215 5 0 3 128 35,901 5 0 3 130 BLC3 23,471 5 0 5 85 24,461 5 0 5 89 24,937 5 0 5 90 BLC4 24,240 5 0 5 88 25,262 5 0 5 92 25,755 5 0 5 93 RCCO 23,683 1 0 4 86 24,682 1 0 4 89 25,163 1 0 4 91 LCCO 23,683 1 0 4 86 24,682 1 0 4 89 25,163 1 0 4 91 AFR 34,436 5 0 5 125 35,889 5 0 5 130 36,588 5 0 5 133 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 9 of 10 COMMERCIAL OUTDOOR 2.73" 34.23" 14.26" 8.21" 2.73" 34.53" 14.26" 8.90" 2.73" 38.71" 14.26" 7.88" Dimensions DSX1 with RPA, RPA5, SPA5, SPA8N mount Weight: 36 lbs DSX1 with WBA mount Weight: 38 lbs DSX1 with MA mount Weight: 39 lbs 2.41" 3.16" SPA (STANDARD ARM) 2.41"3.16" RPA 2.41" 3.16" SPA8N 4.25" RPA5 4.25" SPA5 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX1-LED Rev. 01/28/25 Page 10 of 10 COMMERCIAL OUTDOOR nLight Control - Sensor Coverage and Settings nLight Sensor Coverage Pattern NLTAIR2 PIRHN Top Side FEATURES & SPECIFICATIONS INTENDED USE The sleek design of the D-Series Size 1 reflects the embedded high performance LED technology. It is ideal for many commercial and municipal applications, such as parking lots, plazas, campuses, and streetscapes. CONSTRUCTION Single-piece die-cast aluminum housing has integral heat sink fins to optimize thermal management through conductive and convective cooling. Modular design allows for ease of maintenance and future light engine upgrades. The LED drivers are mounted in direct contact with the casting to promote low operating temperature and long life. Housing driver compartment is completely sealed against moisture and environmental contaminants (IP66). Vibration rated per ANSI C136.31 for 3G for SPA and MA. 1.5G for mountings RPA, RPA5, SPA5 and SPA8N. Low EPA (0.69 ft2) for optimized pole wind loading. FINISH Exterior parts are protected by a zinc-infused Super Durable TGIC thermoset powder coat finish that provides superior resistance to corrosion and weather- ing. A tightly controlled multi-stage process ensures a minimum 3 mils thickness for a finish that can withstand extreme climate changes without cracking or peel- ing. Available in both textured and non-textured finishes. Coastal Construction (CCE) Optional corrosion resistant construction is engineered with added corrosion protection in materials and/or pre-treatment of base material under super durable paint. Provides additional corrosion protection for applications near coastal areas. Finish is salt spray tested to over 5,000 hours per ASTM B117 with scribe rating of 10. Additional lead-times may apply. OPTICS Precision-molded proprietary silicone lenses are engineered for superior area lighting distribution, uniformity, and pole spacing. Light engines are available in standard 3000 K, 4000 K and 5000 K (70 CRI) configurations. 80CRI configura- tions are also available. The D-Series Size 1 has zero uplight and qualifies as a Nighttime Friendly™ product, meaning it is consistent with the LEED® and Green Globes™ criteria for eliminating wasteful uplight. ELECTRICAL Light engine configurations consist of high-efficacy LEDs mounted to metal- core circuit boards to maximize heat dissipation and promote long life (up to L81/100,000 hours at 25°C). Class 1 electronic drivers are designed to have a power factor >90%, THD <20%, and an expected life of 100,000 hours with <1% failure rate. Easily serviceable 10kV surge protection device meets a minimum Category C Low operation (per ANSI/IEEE C62.41.2). STANDARD CONTROLS The DSX1 LED area luminaire has a number of control options. DSX Size 1, comes standard with 0-10V dimming drivers. Dusk to dawn controls can be utilized via optional NEMA twist-lock photocell receptacles. Integrated motion sensor with on-board photocells feature field-adjustable programing and are suitable for mounting heights up to 40 feet. Control option BL features a bi-level device that allows a second control circuit to switch all light engines to either 30% or 50% light output. nLIGHT AIR CONTROLS The DSX1 LED area luminaire is also available with nLight® AIR for the ultimate in wireless control. This powerful controls platform provides out-of-the-box basic motion sensing and photocontrol functionality and is suitable for mounting heights up to 40 feet. Once commissioned using a smartphone and the easy-to- use CLAIRITY app, nLight AIR equipped luminaries can be grouped, resulting in motion sensor and photocell group response without the need for additional equipment. Scheduled dimming with motion sensor over-ride can be achieved when used with the nLight Eclypse. Additional information about nLight Air can be found here. INSTALLATION Integral mounting arm allows for fast mounting using Lithonia standard #8 drill- ing and accommodates pole drilling's from 2.41 to 3.12" on center. The standard “SPA” option for square poles and the “RPA” option for round poles use the #8 drilling. For #5 pole drillings, use SPA5 or RPA5. Additional mountings are available including a wall bracket (WBA) and mast arm (MA) option that allows luminaire attachment to a 2 3/8” horizontal mast arm. LISTINGS UL listed to meet U.S. and Canadian standards. UL Listed for wet locations. Light engines are IP66 rated; luminaire is IP66 rated. Rated for -40°C minimum ambient. DesignLights Consortium® (DLC) Premium qualified product and DLC qualified product. Not all versions of this product may be DLC Premium qualified or DLC qualified. Please check the DLC Qualified Products List at www.designlights.org/ QPL to confirm which versions are qualified. International Dark-Sky Association (IDA) Fixture Seal of Approval (FSA) is available for all products on this page utilizing 3000K color temperature only. GOVERNMENT PROCUREMENT BAA – Buy America(n) Act: Product with the BAA option qualifies as a domestic end product under the Buy American Act as implemented in the FAR and DFARS. Product with the BAA option also qualifies as manufactured in the United States under DOT Buy America regulations. BABA – Build America Buy America: Product with the BAA option also qualifies as produced in the United States under the definitions of the Build America, Buy America Act. Please refer to www.acuitybrands.com/buy-american for additional information. WARRANTY 5-year limited warranty. This is the only warranty provided and no other statements in this specification sheet create any warranty of any kind. All other express and implied warranties are disclaimed. Complete warranty terms located at: www.acuitybrands.com/support/warranty/terms-and-conditions Note: Actual performance may differ as a result of end-user environment and application. All values are design or typical values, measured under laboratory conditions at 25 °C. Specifications subject to change without notice. One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 1 of 10 COMMERCIAL OUTDOOR D-Series Size 2 LED Area Luminaire Specifications Catalog Number Notes Type Introduction The modern styling of the D-Series features a highly refined aesthetic that blends seamlessly with its environment. The D-Series offers the benefits of the latest in LED technology into a high performance, high efficacy, long-life luminaire. The outstanding photometric performance results in sites with excellent uniformity, greater pole spacing and lower power density. D-Series outstanding photometry aids in reducing the number of poles required in area lighting applications with typical energy savings of up to 80% vs. 1000W HID and expected service life of over 100,000 hours. EPA:1.06 ft2 (0.10 m2) Length:40.59" (103.1 cm) Width:16.76" (42.6 cm) Height H1:8.11" (20.6 cm) Height H2:3.96" (10.1 cm) Weight: 46 lbs (20.9 kg) Hit the Tab key or mouse over the page to see all interactive elements. Ordering Information EXAMPLE: DSX2 LED P7 40K 70CRI T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX2 LED Series LEDs Color temperature 2 Color Rendering Index 2 Distribution Voltage Mounting DSX2 LED Forward optics P1 P5 P2 P6 P3 P7 P4 P8 Rotated optics P10 1 P13 1 P11 1 P14 1 P12 1 (this section 70CRI only) 30K 3000K 40K 4000K 50K 5000K (this section 80CRI only, extended lead times apply) 27K 2700K 30K 3000K 35K 3500K 40K 4000K 50K 5000K 70CRI 70CRI 70CRI 80CRI 80CRI 80CRI 80CRI 80CRI AFR Automotive front row T1S Type I short T2M Type II medium T3M Type III medium T3LG Type III low glare 3 T4M Type IV medium T4LG Type IV low glare 3 TFTM Forward throw medium T5M Type V medium T5LG Type V low glare T5W Type V wide BLC3 Type III backlight control 3 BLC4 Type IV backlight control 3 LCCO Left corner cutoff 3 RCCO Right corner cutoff 3 MVOLT (120V-277V) 4 HVOLT (347V-480V) 5,6 XVOLT (277V - 480V) 7,8 120 16, 26 208 16, 26 240 16, 26 277 16, 26 347 16, 26 480 16, 26 Shipped included SPA Square pole mounting (#8 drilling) RPA Round pole mounting (#8 drilling) SPA5 Square pole mounting #5 drilling 9 RPA5 Round pole mounting #5 drilling 9 SPA8N Square narrow pole mounting #8 drilling WBA Wall bracket 10 MA Mast arm adapter (mounts on 2 3/8" OD horizontal tenon) Control options Other options Finish (required) Shipped installed NLTAIR2 PIRHN nLight AIR gen 2 enabled with bi-level motion / ambient sensor, 8-40’ mounting height, ambient sensor enabled at 2fc. 11, 12, 20, 21 PIR High/low, motion/ambient sensor, 8-40’ mounting height, ambient sensor enabled at 2fc 13, 20, 21 PER NEMA twist-lock receptacle only (controls ordered separate) 14 PER5 Five-pin receptacle only (controls ordered separate) 14, 21 PER7 Seven-pin receptacle only (controls ordered separate) 14, 21 FAO Field adjustable output 15, 21 BL30 Bi-level switched dimming, 30% 16, 21 BL50 Bi-level switched dimming, 50% 16, 21 DMG 0-10v dimming wires pulled outside fixture (for use with an external control, ordered separately) 17 DS Dual switching 18, 19, 21 Shipped installed SPD20KV 20KV surge protection HS Houseside shield (black finish standard) 22 L90 Left rotated optics 1 R90 Right rotated optics 1 CCE Coastal Construction 23 HA 50°C ambient operation 24 BAA Buy America(n) Act and/or Build America Buy America Qualified SF Single fuse (120, 277, 347V) 26 DF Double fuse (208, 240, 480V) 26 3G Vibration rated for 3G 27 Shipped separately EGSR External Glare Shield (reversible, field install required, matches housing finish) BSDB Bird Spikes (field install required) DDBXD Dark Bronze DBLXD Black DNAXD Natural Aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white L H2 Items marked by a shaded background qualify for the Design Select program and ship in 15 days or less. To learn more about Design Select, visit www.acuitybrands.com/designselect. *See ordering tree for detailsDesign Select options indicated by this color background. L H2 H1 W One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 2 of 10 COMMERCIAL OUTDOOR Drilling Top of Pole 0.563" 2.650" 1.325"0.400"(2 PLCS) Template #8 Tenon O.D. Mounting Single Unit 2 @ 180 2 @ 90 3 @ 90 3 @120 4 @ 90 2-3/8"RPA AS3-5 190 AS3-5 280 AS3-5 290 AS3-5 390 AS3-5 320 AS3-5 490 2-7/8"RPA AST25-190 AST25-280 AST25-290 AST25-390 AST25-320 AST25-490 4"RPA AST35-190 AST35-280 AST35-290 AST35-390 AST35-320 AST35-490 Tenon Mounting Slipfitter Ordering Information NOTES 1 Rotated optics available with packages P10, P11, P12, P13 and P14. Must be combined with option L90 or R90. 2 30K, 40K, and 50K available in 70CRI and 80CRI. 27K and 35K only available with 80CRI. Contact Technical Support for other possible combinations. 3 T3LG, T4LG, BLC3, BLC4, LCCO, RCCO not available with option HS. 4 MVOLT driver operates on any line voltage from 120-277V (50/60 Hz). 5 HVOLT driver operates on any line voltage from 347-480V (50/60 Hz). 6 HVOLT not available with package P10 when combined with option NLTAIR2 PIRHN or option PIR. 7 XVOLT operates with any voltage between 277V and 480V (50/60 Hz). 8 XVOLT not available in package P10. XVOLT not available with fusing (SF or DF). 9 SPA5 and RPA5 for use with #5 drilling only (Not for use with #8 drilling). 10 WBA cannot be combined with Type 5 distributions plus photocell (PER). 11 NLTAIR2 and PIRHN must be ordered together. For more information on nLight AIR2 visit this link 12 NLTAIR2 PIRHN not available with other controls including PIR, PER, PER5, PER7, FAO, BL30, BL50, DMG and DS. NLTAIR2 PIRHN not available with P10 using HVOLT. NLTAIR2 PIRHN not available with P10 using XVOLT. 13 PIR not available with NLTAIR2 PIRHN, PER, PER5, PER7, FAO BL30, BL50, DMG and DS. PIR not available with P10 using HVOLT. PIR not available with P10 using XVOLT. 14 14) PER/PER5/PER7 not available with NLTAIR2 PIRHN, PIR, BL30, BL50, FAO, DMG and DS. Photocell ordered and shipped as a separate line item from Acuity Brands Controls. See accessories. Shorting Cap included. 15 FAO not available with other dimming control options NLTAIR2 PIRHN, PIR, PER5, PER7, BL30, BL50, DMG and DS. 16 BL30 and BL50 are not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, FAO, DMG and DS. BL30 or BL50 must specify 120 or 277V. 17 DMG not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, BL30, BL50, FAO and DS. 18 DS not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, BL30, BL50, FAO and DMG. 19 DS requires (2) separately switched circuits. DS provides 50/50 fixture operation via (2) different sets of leads on P1, P2, P3, P4, P5 (2 drivers). Note: Provides 60/40 operation using (2) different sets of leads on P6, P7, P8, P9, P10, P11, P12, P13, P14 (3 drivers). 20 Reference Motion Sensor Default Settings table on page 4 to see functionality. 21 Reference Controls Options table on page 4. 22 HS not available with T3LG, T4LG, BLC3, BLC4, LCCO and RCCO distribution. Also available as a separate accessory; see Accessories information. 23 CCE option not available with option BS and EGSR. Contact Technical Support for availability. 24 Option HA not available with performance packages P5, P6, P7, P8, P13 and P14. 25 Requires luminaire to be specified with PER, PER5 or PER7 option. See Controls Table on page 4. 26 Single fuse (SF) requires 120V, 277V, or 347V. Double fuse (DF) requires 208V, 240V or 480V. XVOLT not available with fusing (SF or DF). 27 Option 3G for use with (MA) mast arm mount only when 3G vibration is required. HANDHOLE ORIENTATION A Handhole B C D Fixture Quantity & Mounting Configuration Single DM19 2 @ 180 DM28 2 @ 90 DM29 3 @ 90 DM39 3 @ 120 DM32 4 @ 90 DM49 Mounting Type DSX2 with SPA 1.06 2.12 1.84 2.32 ---2.33 DSX2 with SPA5, SPA8N 1.07 2.14 1.90 2.43 ---2.44 DSX2 with RPA, RPA5 1.07 2.14 1.90 2.43 2.31 2.44 DSX2 with MA 1.20 2.40 2.12 3.00 2.92 3.00 DSX2 Area Luminaire - EPA *Includes luminaire and integral mounting arm. Other tenons, arms, brackets or other accessories are not included in this EPA data. Accessories Ordered and shipped separately. DLL127F 1.5 JU Photocell - SSL twist-lock (120-277V) 25 DLL347F 1.5 CUL JU Photocell - SSL twist-lock (347V) 25 DLL480F 1.5 CUL JU Photocell - SSL twist-lock (480V) 25 DSHORT SBK Shorting cap 25 DSX2HS P# House-side shield (enter package number 1-13 in place of #) DSXRPA (FINISH) Round pole adapter (#8 drilling, specify finish) DSXSPA5 (FINISH) Square pole adapter #5 drilling (specify finish) DSXRPA5 (FINISH) Round pole adapter #5 drilling (specify finish) DSX2EGSR (FINISH) External glare shield (specify finish) DSX2BSDB (FINISH) Bird spike deterrent bracket (specify finish) Shield Accessories External Glare Shield (EGSR)House Side Shield (HS) Minimum Acceptable Outside Pole Dimension SPA #8 3.5"3.5"3.5"3.5"3.5" RPA #8 3" 3" 3"3"3" 3" SPA5 #5 3" 3" 3"3"3" RPA5 #5 3" 3"3"3"3"3" SPA8N #8 3"3"3"3"3" Mounting Option Drilling Template Single 2 @ 180 2 @ 90 3 @ 90 3 @ 120 4 @ 90 Head Location Side B Side B & D Side B & C Side B, C & D Round Pole Only Side A, B, C & D Drill Nomenclature #8 DM19AS DM28AS DM29AS DM39AS DM32AS DM49AS One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 3 of 10 COMMERCIAL OUTDOOR To see complete photometric reports or download .ies files for this product, visit Lithonia Lighting’s homepage. Photometric Diagrams Isofootcandle plots for the DSX2 LED P8 40K 70CRI. Distances are in units of mounting height (40’). LEGEND 0.1 fc 0.5 fc 1.0 fc T1S T2M T3M 4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 T3LG T4M TFTM T4LG T5M T5W T5LG AFR BLC3 BLC4 LCCO RCCO 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 432165 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 4 of 10 COMMERCIAL OUTDOOR Performance Data Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). Lumen Ambient Temperature (LAT) Multipliers Ambient Lumen Multiplier 0°C 32°F 1.04 5°C 41°F 1.03 10°C 50°F 1.03 15°C 50°F 1.02 20°C 68°F 1.01 25°C 77°F 1.00 30°C 86°F 0.99 35°C 95°F 0.98 40°C 104°F 0.97 Current (A) Performance Package LED Count Drive Current (mA)Wattage 120V 208V 240V 277V 347V 480V Forward Optics (Non-Rotated) P1 80 530 135 1.12 0.65 0.56 0.49 0.39 0.28 P2 80 700 181 1.49 0.86 0.75 0.65 0.52 0.37 P3 80 850 222 1.83 1.05 0.91 0.79 0.63 0.46 P4 80 1050 277 2.27 1.31 1.14 0.98 0.79 0.57 P5 80 1250 333 2.72 1.57 1.36 1.18 0.94 0.68 P6 100 1050 345 2.85 1.64 1.42 1.23 0.98 0.71 P7 100 1250 414 3.41 1.97 1.70 1.48 1.18 0.85 P8 100 1400 466 3.85 2.22 1.93 1.67 1.33 0.96 Rotated Optics (Requires L90 or R90) P10 90 530 152 1.27 0.73 0.63 0.55 0.44 0.32 P11 90 700 203 1.69 0.97 0.84 0.73 0.58 0.42 P12 90 850 249 2.06 1.19 1.03 0.89 0.71 0.52 P13 90 1200 358 2.95 1.70 1.47 1.28 1.02 0.74 P14 90 1400 421 3.46 2.00 1.73 1.50 1.20 0.87 Electrical Load Motion Sensor Default Settings Option Unoccupied Dimmed Level High Level (when occupied)Phototcell Operation Dwell Time Ramp-up Time Dimming Fade Rate PIR 30%100%Enabled @ 2FC 7.5 min 3 sec 5 min PIRHN 30%100%Enabled @ 2FC 7.5 min 3 sec 5 min Controls Options Nomenclature Description Functionality Primary control device Notes FAO Field adjustable output device installed inside the luminaire; wired to the driver dimming leads. Allows the luminaire to be manually dimmed, effectively trimming the light output. FAO device Cannot be used with other controls options that need the 0-10V leads DS (not available on DSX0)Drivers wired independently for 50/50 luminaire operation The luminaire is wired to two separate circuits, allowing for 50/50 operation. Independently wired drivers Requires two separately switched circuits. Consider nLight AIR as a more cost effective alternative. PER5 or PER7 Twist-lock photocell receptacle Compatible with standard twist-lock photocells for dusk to dawn operation, or advanced control nodes that provide 0-10V dimming signals. Twist-lock photocells such as DLL Elite or advanced control nodes such as ROAM. Pins 4 & 5 to dimming leads on driver, Pins 6 & 7 are capped inside luminaire. Cannot be used with other controls options that need the 0-10V leads. PIR Motion sensor with integral photocell. Sensor suitable for 8’ to 40’ mounting height. Luminaires dim when no occupancy is detected.Acuity Controls rSBG Cannot be used with other controls options that need the 0-10V leads. NLTAIR2 PIRHN nLight AIR enabled luminaire for motion sensing, photocell and wireless communication. Motion and ambient light sensing with group response. Scheduled dimming with motion sensor over-ride when wirelessly connected to the nLight Eclypse. nLight Air rSBG nLight AIR sensors can be programmed and commissioned from the ground using the ClAIRity Pro app. Cannot be used with other controls options that need the 0-10V leads. BL30 or BL50 Integrated bi-level device that allows a second control circuit to switch all light engines to either 30% or 50% light output BLC device provides input to 0-10V dimming leads on all drivers providing either 100% or dimmed (30% or 50%) control by a secondary circuit BLC UVOLT1 BLC device is powered off the 0-10V dimming leads, thus can be used with any input voltage from 120 to 480V 70 CRI 80CRI 90CRI Lumen Multiplier Availability Lumen Multiplier Availability Lumen Multiplier Availability 5000K 102%Standard 92%Extended lead-time 71%(see note) 4000K 100%Standard 92%Extended lead-time 67%(see note) 3500K 100%(see note)90%Extended lead-time 63%(see note) 3000K 96%Standard 87%Extended lead-time 61%(see note) 2700K 94%(see note)85%Extended lead-time 57%(see note) LED Color Temperature / Color Rendering Multipliers Note: Some LED types are available as per special request. Contact Technical Support for more information. Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted in a 25°C ambient, based on 10,000 hours of LED testing (tested per IESNA LM-80-08 and projected per IESNA TM-21-11). To calculate LLF, use the lumen maintenance factor that corresponds to the desired number of operating hours below. For other lumen maintenance values, contact factory. Operating Hours Lumen Maintenance Factor 0 1.00 25,000 0.95 50,000 0.90 100,000 0.82 *Note: Calculated values are based on original performance package data. When calculating new values for given FAO position, use published values for each package based on input watts and lumens by optic type. FAO Position % Wattage % Lumen Output 8 100%100% 7 93%95% 6 80%85% 5 66%73% 4 54%61% 3 41%49% 2 29%36% 1 15%20% FAO Dimming Settings One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 5 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P1 135W 80 530 T1S 19,946 2 0 3 148 20,787 2 0 3 155 21,192 2 0 3 158 T2M 18,477 3 0 4 137 19,256 3 0 4 143 19,632 3 0 4 146 T3M 18,691 3 0 5 139 19,480 3 0 5 145 19,859 3 0 5 148 T3LG 16,696 2 0 2 124 17,400 2 0 2 129 17,740 2 0 2 132 T4M 18,970 3 0 5 141 19,770 3 0 5 147 20,155 3 0 5 150 T4LG 17,253 2 0 2 128 17,981 2 0 2 134 18,331 2 0 2 136 TFTM 19,101 3 0 5 142 19,907 3 0 5 148 20,295 3 0 5 151 T5M 19,517 5 0 3 145 20,341 5 0 3 151 20,737 5 0 3 154 T5W 19,834 5 0 3 147 20,670 5 0 3 154 21,073 5 0 3 157 T5LG 19,574 4 0 2 146 20,400 4 0 2 152 20,797 4 0 2 155 BLC3 13,595 0 0 3 101 14,169 0 0 3 105 14,445 0 0 3 107 BLC4 14,042 0 0 4 104 14,634 0 0 4 109 14,919 0 0 4 111 RCCO 13,718 1 0 3 102 14,297 1 0 3 106 14,576 1 0 3 108 LCCO 13,718 1 0 3 102 14,297 1 0 3 106 14,576 1 0 3 108 AFR 19,946 2 0 3 148 20,787 2 0 3 155 21,192 2 0 3 158 P2 179W 80 700 T1S 25,520 3 0 3 142 26,597 3 0 3 148 27,116 3 0 3 151 T2M 23,641 3 0 5 132 24,638 3 0 5 137 25,118 3 0 5 140 T3M 23,915 3 0 5 133 24,924 3 0 5 139 25,410 3 0 5 142 T3LG 21,363 3 0 3 119 22,264 3 0 3 124 22,698 3 0 3 127 T4M 24,272 3 0 5 135 25,296 3 0 5 141 25,789 3 0 5 144 T4LG 22,075 3 0 3 123 23,006 3 0 3 128 23,455 3 0 3 131 TFTM 24,440 3 0 5 136 25,471 3 0 5 142 25,967 3 0 5 145 T5M 24,972 5 0 3 139 26,026 5 0 3 145 26,533 5 0 4 148 T5W 25,377 5 0 4 142 26,448 5 0 4 148 26,963 5 0 4 150 T5LG 25,045 4 0 2 140 26,101 4 0 2 146 26,610 4 0 2 148 BLC3 17,395 0 0 4 97 18,129 0 0 4 101 18,482 0 0 4 103 BLC4 17,966 0 0 4 100 18,724 0 0 5 104 19,089 0 0 5 107 RCCO 17,552 1 0 4 98 18,293 1 0 4 102 18,649 1 0 4 104 LCCO 17,552 1 0 4 98 18,293 1 0 4 102 18,649 1 0 4 104 AFR 25,520 3 0 3 142 26,597 3 0 3 148 27,116 3 0 3 151 P3 219W 80 850 T1S 30,127 3 0 4 137 31,398 3 0 4 143 32,010 3 0 4 146 T2M 27,908 3 0 5 127 29,085 3 0 5 133 29,652 3 0 5 135 T3M 28,232 3 0 5 129 29,423 3 0 5 134 29,996 3 0 5 137 T3LG 25,218 3 0 3 115 26,282 3 0 3 120 26,794 3 0 3 122 T4M 28,652 3 0 5 131 29,861 3 0 5 136 30,443 3 0 5 139 T4LG 26,059 3 0 3 119 27,159 3 0 3 124 27,688 3 0 3 126 TFTM 28,851 3 0 5 132 30,068 3 0 5 137 30,654 3 0 5 140 T5M 29,479 5 0 4 134 30,723 5 0 4 140 31,322 5 0 4 143 T5W 29,957 5 0 4 137 31,221 5 0 4 142 31,830 5 0 4 145 T5LG 29,565 4 0 2 135 30,812 5 0 2 140 31,413 5 0 2 143 BLC3 20,535 0 0 4 94 21,401 0 0 4 98 21,818 0 0 4 99 BLC4 21,209 0 0 5 97 22,104 0 0 5 101 22,534 0 0 5 103 RCCO 20,720 1 0 4 94 21,594 1 0 4 98 22,015 1 0 4 100 LCCO 20,720 1 0 4 94 21,594 1 0 4 98 22,015 1 0 4 100 AFR 30,127 3 0 4 137 31,398 3 0 4 143 32,010 3 0 4 146 P4 273W 80 1050 T1S 35,879 3 0 4 132 37,392 3 0 4 137 38,121 3 0 4 140 T2M 33,236 3 0 5 122 34,638 3 0 5 127 35,313 3 0 5 130 T3M 33,622 3 0 5 123 35,040 3 0 5 129 35,723 3 0 5 131 T3LG 30,033 3 0 4 110 31,300 3 0 4 115 31,910 3 0 4 117 T4M 34,123 3 0 5 125 35,562 3 0 5 130 36,255 3 0 5 133 T4LG 31,035 3 0 4 114 32,344 3 0 4 119 32,974 3 0 4 121 TFTM 34,359 3 0 5 126 35,808 3 0 5 131 36,506 3 0 5 134 T5M 35,108 5 0 4 129 36,589 5 0 4 134 37,302 5 0 4 137 T5W 35,677 5 0 4 131 37,182 5 0 5 136 37,907 5 0 5 139 T5LG 35,209 5 0 3 129 36,695 5 0 3 135 37,410 5 0 3 137 BLC3 24,456 0 0 4 90 25,487 0 0 4 93 25,984 0 0 5 95 BLC4 25,258 0 0 5 93 26,324 0 0 5 97 26,837 0 0 5 98 RCCO 24,676 1 0 4 91 25,717 1 0 4 94 26,218 1 0 4 96 LCCO 24,676 1 0 4 91 25,717 1 0 4 94 26,218 1 0 4 96 AFR 35,879 3 0 4 132 37,392 3 0 4 137 38,121 3 0 4 140 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 6 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P5 327W 80 1250 T1S 41,149 3 0 4 126 42,885 3 0 4 131 43,721 3 0 4 134 T2M 38,118 4 0 5 117 39,727 4 0 5 122 40,501 4 0 5 124 T3M 38,561 3 0 5 118 40,187 3 0 5 123 40,971 3 0 5 125 T3LG 34,445 3 0 4 105 35,898 3 0 4 110 36,598 3 0 4 112 T4M 39,135 3 0 5 120 40,786 3 0 5 125 41,581 3 0 5 127 T4LG 35,594 3 0 4 109 37,095 3 0 4 114 37,818 3 0 4 116 TFTM 39,406 3 0 5 121 41,069 3 0 5 126 41,869 3 0 5 128 T5M 40,265 5 0 4 123 41,964 5 0 4 128 42,782 5 0 5 131 T5W 40,918 5 0 5 125 42,644 5 0 5 131 43,475 5 0 5 133 T5LG 40,382 5 0 3 124 42,085 5 0 3 129 42,906 5 0 3 131 BLC3 28,048 0 0 5 86 29,231 0 0 5 90 29,801 0 0 5 91 BLC4 28,969 0 0 5 89 30,191 0 0 5 92 30,779 0 0 5 94 RCCO 28,301 2 0 5 87 29,495 2 0 5 90 30,070 2 0 5 92 LCCO 28,301 2 0 5 87 29,495 2 0 5 90 30,070 2 0 5 92 AFR 41,149 3 0 4 126 42,885 3 0 4 131 43,721 3 0 4 134 P6 342W 100 1050 T1S 45,968 3 0 4 135 47,907 3 0 5 140 48,841 3 0 5 143 T2M 42,582 4 0 5 125 44,379 4 0 5 130 45,244 4 0 5 132 T3M 43,076 4 0 5 126 44,894 4 0 5 131 45,769 4 0 5 134 T3LG 38,479 3 0 4 113 40,102 3 0 4 117 40,884 3 0 4 120 T4M 43,719 4 0 5 128 45,563 4 0 5 133 46,451 4 0 5 136 T4LG 39,762 3 0 4 116 41,439 3 0 4 121 42,247 3 0 4 124 TFTM 44,021 3 0 5 129 45,878 4 0 5 134 46,772 4 0 5 137 T5M 44,980 5 0 5 132 46,878 5 0 5 137 47,792 5 0 5 140 T5W 45,710 5 0 5 134 47,638 5 0 5 139 48,566 5 0 5 142 T5LG 45,111 5 0 3 132 47,014 5 0 3 138 47,930 5 0 3 140 BLC3 31,333 0 0 5 92 32,655 0 0 5 96 33,291 0 0 5 97 BLC4 32,361 0 0 5 95 33,726 0 0 5 99 34,384 0 0 5 101 RCCO 31,615 2 0 5 93 32,949 2 0 5 96 33,591 2 0 5 98 LCCO 31,615 2 0 5 93 32,949 2 0 5 96 33,591 2 0 5 98 AFR 45,968 3 0 4 135 47,907 3 0 5 140 48,841 3 0 5 143 P7 409W 100 1250 T1S 52,692 3 0 5 129 54,915 3 0 5 134 55,986 3 0 5 137 T2M 48,811 4 0 5 119 50,871 4 0 5 124 51,862 4 0 5 127 T3M 49,378 4 0 5 121 51,461 4 0 5 126 52,464 4 0 5 128 T3LG 44,107 3 0 4 108 45,968 3 0 4 112 46,864 3 0 5 115 T4M 50,114 4 0 5 122 52,228 4 0 5 128 53,246 4 0 5 130 T4LG 45,579 3 0 4 111 47,501 3 0 4 116 48,427 3 0 4 118 TFTM 50,460 4 0 5 123 52,589 4 0 5 129 53,614 4 0 5 131 T5M 51,560 5 0 5 126 53,735 5 0 5 131 54,783 5 0 5 134 T5W 52,396 5 0 5 128 54,607 5 0 5 133 55,671 5 0 5 136 T5LG 51,710 5 0 4 126 53,891 5 0 4 132 54,941 5 0 4 134 BLC3 35,916 1 0 5 88 37,431 1 0 5 91 38,161 1 0 5 93 BLC4 37,095 0 0 5 91 38,660 0 0 5 94 39,413 0 0 5 96 RCCO 36,240 2 0 5 89 37,769 2 0 5 92 38,505 2 0 5 94 LCCO 36,240 2 0 5 89 37,769 2 0 5 92 38,505 2 0 5 94 AFR 52,692 3 0 5 129 54,915 3 0 5 134 55,986 3 0 5 137 P8 462W 100 1400 T1S 57,662 3 0 5 125 60,094 4 0 5 130 61,266 4 0 5 132 T2M 53,415 4 0 5 116 55,668 4 0 5 120 56,753 4 0 5 123 T3M 54,034 4 0 5 117 56,314 4 0 5 122 57,412 4 0 5 124 T3LG 48,267 3 0 5 104 50,304 3 0 5 109 51,284 4 0 5 111 T4M 54,840 4 0 5 119 57,154 4 0 5 124 58,268 4 0 5 126 T4LG 49,877 3 0 5 108 51,981 3 0 5 112 52,994 3 0 5 115 TFTM 55,219 4 0 5 119 57,549 4 0 5 124 58,671 4 0 5 127 T5M 56,423 5 0 5 122 58,803 5 0 5 127 59,949 5 0 5 130 T5W 57,338 5 0 5 124 59,757 5 0 5 129 60,921 5 0 5 132 T5LG 56,586 5 0 4 122 58,974 5 0 4 128 60,123 5 0 4 130 BLC3 39,303 1 0 5 85 40,962 1 0 5 89 41,760 1 0 5 90 BLC4 40,593 0 0 5 88 42,306 0 0 5 91 43,130 0 0 5 93 RCCO 39,658 2 0 5 86 41,331 2 0 5 89 42,137 2 0 5 91 LCCO 39,658 2 0 5 86 41,331 2 0 5 89 42,137 2 0 5 91 AFR 57,662 3 0 5 125 60,094 4 0 5 130 61,266 4 0 5 132 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 7 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Rotated Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P10 152W 90 530 T1S 22,798 4 0 4 150 23,760 4 0 4 156 24,223 4 0 4 159 T2M 21,119 5 0 5 139 22,010 5 0 5 145 22,439 5 0 5 148 T3M 21,361 5 0 5 141 22,262 5 0 5 147 22,696 5 0 5 149 T3LG 19,084 4 0 4 126 19,889 4 0 4 131 20,277 4 0 4 133 T4M 21,679 5 0 5 143 22,594 5 0 5 149 23,034 5 0 5 152 T4LG 19,717 4 0 4 130 20,549 4 0 4 135 20,950 4 0 4 138 TFTM 21,833 5 0 5 144 22,754 5 0 5 150 23,197 5 0 5 153 T5M 22,305 5 0 3 147 23,246 5 0 3 153 23,699 5 0 3 156 T5W 22,667 5 0 3 149 23,623 5 0 4 155 24,084 5 0 4 158 T5LG 22,370 4 0 2 147 23,314 4 0 2 153 23,768 4 0 2 156 BLC3 15,539 4 0 4 102 16,194 4 0 4 107 16,510 4 0 4 109 BLC4 16,048 4 0 4 106 16,725 4 0 4 110 17,051 4 0 4 112 RCCO 15,679 1 0 3 103 16,340 1 0 3 108 16,659 1 0 3 110 LCCO 15,679 1 0 3 103 16,340 1 0 3 108 16,659 1 0 3 110 AFR 22,798 4 0 4 150 23,760 4 0 4 156 24,223 4 0 4 159 P11 203W 90 700 T1S 29,222 4 0 4 144 30,455 4 0 4 150 31,048 4 0 4 153 T2M 27,070 5 0 5 134 28,212 5 0 5 139 28,762 5 0 5 142 T3M 27,380 5 0 5 135 28,535 5 0 5 141 29,091 5 0 5 144 T3LG 24,462 4 0 4 121 25,493 4 0 4 126 25,990 4 0 4 128 T4M 27,788 5 0 5 137 28,960 5 0 5 143 29,525 5 0 5 146 T4LG 25,273 4 0 4 125 26,339 4 0 4 130 26,853 4 0 4 133 TFTM 27,985 5 0 5 138 29,165 5 0 5 144 29,734 5 0 5 147 T5M 28,591 5 0 4 141 29,797 5 0 4 147 30,377 5 0 4 150 T5W 29,054 5 0 4 143 30,280 5 0 4 149 30,870 5 0 4 152 T5LG 28,673 4 0 2 142 29,883 4 0 2 148 30,465 5 0 2 150 BLC3 19,917 4 0 4 98 20,757 4 0 4 102 21,162 4 0 4 104 BLC4 20,570 5 0 5 102 21,437 5 0 5 106 21,855 5 0 5 108 RCCO 20,097 1 0 4 99 20,945 1 0 4 103 21,353 1 0 4 105 LCCO 20,097 1 0 4 99 20,945 1 0 4 103 21,353 1 0 4 105 AFR 29,222 4 0 4 144 30,455 4 0 4 150 31,048 4 0 4 153 P12 248W 90 850 T1S 34,526 5 0 5 139 35,983 5 0 5 145 36,684 5 0 5 148 T2M 31,984 5 0 5 129 33,333 5 0 5 135 33,983 5 0 5 137 T3M 32,350 5 0 5 131 33,715 5 0 5 136 34,372 5 0 5 139 T3LG 28,902 4 0 4 117 30,121 4 0 4 122 30,708 4 0 4 124 T4M 32,832 5 0 5 133 34,217 5 0 5 138 34,884 5 0 5 141 T4LG 29,861 4 0 4 121 31,120 4 0 4 126 31,727 5 0 4 128 TFTM 33,064 5 0 5 134 34,459 5 0 5 139 35,131 5 0 5 142 T5M 33,780 5 0 4 136 35,205 5 0 4 142 35,891 5 0 4 145 T5W 34,327 5 0 4 139 35,776 5 0 4 145 36,473 5 0 4 147 T5LG 33,878 5 0 3 137 35,307 5 0 3 143 35,995 5 0 3 145 BLC3 23,532 5 0 5 95 24,525 5 0 5 99 25,003 5 0 5 101 BLC4 24,303 5 0 5 98 25,328 5 0 5 102 25,822 5 0 5 104 RCCO 23,745 1 0 4 96 24,747 1 0 4 100 25,229 1 0 4 102 LCCO 23,745 1 0 4 96 24,747 1 0 4 100 25,229 1 0 4 102 AFR 34,526 5 0 5 139 35,983 5 0 5 145 36,684 5 0 5 148 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 8 of 10 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Rotated Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P13 354W 90 1200 T1S 45,748 5 0 5 129 47,678 5 0 5 135 48,608 5 0 5 137 T2M 42,380 5 0 5 120 44,168 5 0 5 125 45,029 5 0 5 127 T3M 42,865 5 0 5 121 44,673 5 0 5 126 45,544 5 0 5 129 T3LG 38,296 5 0 5 108 39,911 5 0 5 113 40,689 5 0 5 115 T4M 43,503 5 0 5 123 45,339 5 0 5 128 46,222 5 0 5 131 T4LG 39,566 5 0 5 112 41,235 5 0 5 117 42,039 5 0 5 119 TFTM 43,811 5 0 5 124 45,659 5 0 5 129 46,549 5 0 5 132 T5M 44,760 5 0 5 126 46,648 5 0 5 132 47,557 5 0 5 134 T5W 45,485 5 0 5 129 47,404 5 0 5 134 48,328 5 0 5 137 T5LG 44,889 5 0 3 127 46,783 5 0 3 132 47,695 5 0 3 135 BLC3 31,181 5 0 5 88 32,496 5 0 5 92 33,130 5 0 5 94 BLC4 32,202 5 0 5 91 33,561 5 0 5 95 34,215 5 0 5 97 RCCO 31,463 2 0 5 89 32,790 2 0 5 93 33,429 2 0 5 94 LCCO 31,463 2 0 5 89 32,790 2 0 5 93 33,429 2 0 5 94 AFR 45,748 5 0 5 129 47,678 5 0 5 135 48,608 5 0 5 137 P14 415W 90 1400 T1S 51,272 5 0 5 123 53,435 5 0 5 129 54,476 5 0 5 131 T2M 47,497 5 0 5 114 49,500 5 0 5 119 50,465 5 0 5 121 T3M 48,040 5 0 5 116 50,067 5 0 5 121 51,043 5 0 5 123 T3LG 42,919 5 0 5 103 44,730 5 0 5 108 45,602 5 0 5 110 T4M 48,756 5 0 5 117 50,813 5 0 5 122 51,803 5 0 5 125 T4LG 44,343 5 0 5 107 46,214 5 0 5 111 47,115 5 0 5 113 TFTM 49,101 5 0 5 118 51,172 5 0 5 123 52,169 5 0 5 126 T5M 50,164 5 0 5 121 52,280 5 0 5 126 53,299 5 0 5 128 T5W 50,977 5 0 5 123 53,127 5 0 5 128 54,163 5 0 5 130 T5LG 50,309 5 0 4 121 52,432 5 0 4 126 53,453 5 0 4 129 BLC3 34,945 5 0 5 84 36,420 5 0 5 88 37,130 5 0 5 89 BLC4 36,090 5 0 5 87 37,613 5 0 5 91 38,346 5 0 5 92 RCCO 35,261 2 0 5 85 36,749 2 0 5 88 37,465 2 0 5 90 LCCO 35,261 2 0 5 85 36,749 2 0 5 88 37,465 2 0 5 90 AFR 51,272 5 0 5 123 53,435 5 0 5 129 54,476 5 0 5 131 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 9 of 10 COMMERCIAL OUTDOOR 42.11" 3.96" 16.76" 8.44" 42.41" 3.96" 16.75" 8.90" 46.59" 3.96" 16.76" 8.23" Dimensions DSX2 with RPA, RPA5, SPA5, SPA8N mount Weight: 48 lbs DSX2 with WBA mount Weight: 50 lbs DSX2 with MA mount Weight: 50 lbs 2.41" 3.16" SPA (STANDARD ARM) 2.41"3.16" RPA 2.41" 3.16" SPA8N 4.25" RPA5 4.25" SPA5 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2025 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 01/28/25 Page 10 of 10 COMMERCIAL OUTDOOR FEATURES & SPECIFICATIONS INTENDED USE The sleek design of the D-Series Area Size 2 reflects the embedded high performance LED technology. It is ideal for applications like car dealerships and large parking lots adjacent to malls, transit stations, grocery stores, home centers, and other big-box retailers. CONSTRUCTION Single-piece die-cast aluminum housing has integral heat sink fins to optimize thermal management through conductive and convective cooling. Modular design allows for ease of maintenance and future light engine upgrades. The LED drivers are mounted in direct contact with the casting to promote low operating temperature and long life. Housing driver compartment is completely sealed against moisture and environmental contaminants (IP66). Vibration rated per ANSI C136.31 for 1.5G. 3G vibration rated available for (MA) mast arm mount when specifying option 3G. Low EPA (1.06 ft2) for optimized pole wind loading. FINISH Exterior parts are protected by a zinc-infused Super Durable TGIC thermoset powder coat finish that provides superior resistance to corrosion and weathering. A tightly controlled multi-stage process ensures a minimum 3 mils thickness for a finish that can withstand extreme climate changes without cracking or peeling. Available in both textured and non-textured finishes. Coastal Construction (CCE) Optional corrosion resistant construction is engineered with added corrosion protection in materials and/or pre-treatment of base material under super durable paint. Provides additional corrosion protection for applications near coastal areas. Finish is salt spray tested to over 5,000 hours per ASTM B117 with scribe rating of 10. Additional lead-times may apply. OPTICS Precision-molded proprietary silicone lenses are engineered for superior area lighting distribution, uniformity, and pole spacing. Light engines are available in 3000 K, 4000 K, or 5000 K (70 CRI) configurations. 80CRI configurations are also available. The D-Series Size 2 has zero uplight and qualifies as a Nighttime Friendly™ product, meaning it is consistent with the LEED® and Green Globes™ criteria for eliminating wasteful uplight. ELECTRICAL Light engine configurations consist of high-efficacy LEDs mounted to metal-core circuit boards to maximize heat dissipation and promote long life (up to L82/100,000 hrs at 25°C). Class 1 electronic drivers are designed to have a power factor >90%, THD <20%, and an expected life of 100,000 hours with <1% failure rate. Easily- serviceable 10kV surge protection device meets a minimum Category C Low operation (per ANSI/IEEE C62.41.2). INSTALLATION Integral mounting arm allows for fast mounting using Lithonia standard #8 drilling and accommodates pole drilling’s from 2.41 to 3.12" on center. The standard “SPA” option for square poles and the “RPA” option for round poles use the #8 drilling. For #5 pole drillings, use SPA5 or RPA5. Additional mountings are available including a wall bracket (WBA) and mast arm (MA) option that allows luminaire attachment to a 2 3/8" horizontal mast arm. STANDARD CONTROLS The DSX2 LED area luminaire has a number of control options. DSX Size 2, comes standard with 0-10V dimming drivers. Dusk to dawn controls can be utilized via optional NEMA twist-lock photocell receptacles. Integrated motion sensor with on- board photocells feature field-adjustable programing and are suitable for mounting heights up to 40 feet. Control option BL features a bi-level device that allows a second control circuit to switch all light engines to either 30% or 50% light output. nLIGHT AIR CONTROLS The DSX2 LED area luminaire is also available with nLight® AIR for the ultimate in wireless control. This powerful controls platform provides out-of-the-box basic motion sensing and photocontrol functionality and is suitable for mounting heights up to 40 feet. Once commissioned using a smartphone and the easy-to-use CLAIRITY app, nLight AIR equipped luminaries can be grouped, resulting in motion sensor and photocell group response without the need for additional equipment. Scheduled dimming with motion sensor over-ride can be achieved when used with the nLight Eclypse. Additional information about nLight Air can be found here. LISTINGS UL listed to meet U.S. and Canadian standards. UL Listed for wet locations. Light engines are IP66 rated; luminaire is IP66 rated. Rated for -40°C minimum ambient. DesignLights Consortium® (DLC) Premium qualified product and DLC qualified product. Not all versions of this product may be DLC Premium qualified or DLC qualified. Please check the DLC Qualified Products List at www.designlights.org/ QPL to confirm which versions are qualified. International Dark-Sky Association (IDA) Fixture Seal of Approval (FSA) is available for all products on this page utilizing 3000K color temperature only. GOVERNMENT PROCUREMENT BAA – Buy America(n) Act: Product with the BAA option qualifies as a domestic end product under the Buy American Act as implemented in the FAR and DFARS. Product with the BAA option also qualifies as manufactured in the United States under DOT Buy America regulations. BABA – Build America Buy America: Product with the BAA option also qualifies as produced in the United States under the definitions of the Build America, Buy America Act. Please refer to www.acuitybrands.com/buy-american for additional information. WARRANTY 5-year limited warranty. This is the only warranty provided and no other statements in this specification sheet create any warranty of any kind. All other express and implied warranties are disclaimed. Complete warranty terms located at: www.acuitybrands.com/support/warranty/terms-and-conditions Note: Actual performance may differ as a result of end-user environment and application. All values are design or typical values, measured under laboratory conditions at 25 °C. Specifications subject to change without notice. nLight Control - Sensor Coverage and Settings nLight Sensor Coverage Pattern NLTAIR2 PIRHN Top Side 858.535.9111 | fax 858.535.1989 | www.lovelaceeng.com 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 STRUCTURAL CALCULATIONS DATE: JANUARY 28, 2025 PROJECT: BETTER BUZZ SANTA ANA 1601 N BRISTOL ST SANTA ANA, CA 92706 DESIGNER: AMOR ARCHITECTURAL CORP 9431 HAVEN AVENUE, STE. 212 RANCHO CUCAMONGA, CA 91730 JOB: J24373 1/28/25 JOB J24373 - BETTER BUZZ SANTA ANA SHEET NO.TC-1 CALCULATED BY AL CHECKED BY SCALE OF DATE DATE TOTAL 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 fax 858.535.1989 www. lovelaceeng.com TABLE OF CONTENTS DESIGN CRITERIA 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 fax 858.535.1989 www. lovelaceeng.com JOB J24373 - BETTER BUZZ SANTA ANA SHEET NO.DC-1 CALCULATED BY AL CHECKED BY SCALE OF DATE DATE DESIGN LOADS 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 fax 858.535.1989 www. lovelaceeng.com JOB J24373 - BETTER BUZZ SANTA ANA SHEET NO.DL-1 CALCULATED BY AL CHECKED BY SCALE OF DATE DATE ROOF Member Name Results (Max UTIL %)Current Solution Comments RR-1 Passed (73% R)1 piece(s) 18" TJI® 560D @ 24" OC J24373 - Better Buzz Santa Ana JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 8/3/2024 12:30:28 AM UTC Allen Lactaoen Lovelace Engineering (858) 535-9111 alactaoen@lovelaceeng.com ForteWEB v3.8 File Name: J24373 - Better Buzz Santa Ana Page 1 / 3 V-1 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1277 @ 3 1/2" 1750 (1.75") Passed (73%) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (lbs)1277 @ 3 1/2"3850 Passed (33%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)9714 @ 14' 6"18481 Passed (53%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.394 @ 14' 6"0.947 Passed (L/865) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.938 @ 14' 6"1.421 Passed (L/363) -- 1.0 D + 1.0 Lr (All Spans) Member Length : 28' 5" System : Roof Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Hanger on 18" LVL Ledger 3.50" Hanger¹1.75" / 1.75" ²720 580 1300 See note ¹ 2 - Hanger on 18" LVL Ledger 3.50" Hanger¹1.75" / 1.75" ²720 580 1300 See note ¹ •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 3" o/c Bottom Edge (Lu)28' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger BA3.56X H=17.938 3.00"6-10dx1.5 4-10dx1.5 2-10dx1.5 2 - Top Mount Hanger BA3.56X H=17.938 3.00"6-10dx1.5 4-10dx1.5 2-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Vertical Loads Location Spacing (0.90)(1.25)Comments 1 - Uniform (PSF)0 to 29'24"20.0 20.0 COMMERCIAL FLAT ROOF 2 - Point (lb)12'N/A 140 - MECHANICAL UNIT @ WORST CASE LOCATION 3 - Point (lb)17'N/A 140 - MECHANICAL UNIT @ WORST CASE LOCATION Member Notes (converted from: Floor Joist) Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED ROOF, RR-1 1 piece(s) 18" TJI® 560D @ 24" OC ForteWEB Software Operator Job Notes 8/3/2024 12:30:28 AM UTC Allen Lactaoen Lovelace Engineering (858) 535-9111 alactaoen@lovelaceeng.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: J24373 - Better Buzz Santa Ana Page 2 / 3 V-2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/3/2024 12:30:28 AM UTC Allen Lactaoen Lovelace Engineering (858) 535-9111 alactaoen@lovelaceeng.com ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 File Name: J24373 - Better Buzz Santa Ana Page 3 / 3 V-3 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RR-2 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase llowable 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 nalysis 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 NOT internally calculated and added Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.188: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 28.44 psi= = 1,293.75psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.126 : 1 0.000 ft= = 242.73psi Maximum Deflection 7372 <360 3686 Ratio =0 <240 Max Downward Transient Deflection 0.013 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.026 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.130 0.088 0.90 1.000 1.151.00 1.00 0.32 121.4 931.5 0.16 162.01.00 14.21.00 1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.188 0.126 1.25 1.000 1.151.00 1.00 0.64 242.7 1,293.8 0.32 225.01.00 28.41.00 1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.164 0.111 1.25 1.000 1.151.00 1.00 0.56 212.4 1,293.8 0.28 225.01.00 24.91.00 1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.044 0.030 1.60 1.000 1.151.00 1.00 0.19 72.8 1,656.0 0.10 288.01.00 8.51.00 V-4 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RR-2 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0260 4.029 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 0.320 0.320 Max Upward from Load Combinations 0.320 0.320 Max Upward from Load Cases 0.160 0.160 D Only 0.160 0.160 +D+Lr 0.320 0.320 +D+0.750Lr 0.280 0.280 +0.60D 0.096 0.096 Lr Only 0.160 0.160 V-5 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RR-3 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase llowable 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 nalysis 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 NOT internally calculated and added Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.604: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 58.18 psi= = 1,681.88psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.259 : 1 0.000 ft= = 1,015.54psi Maximum Deflection 861 <360 430 Ratio =0 <240 Max Downward Transient Deflection 0.111 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.223 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.419 0.180 0.90 1.300 1.151.00 1.00 0.32 507.8 1,211.0 0.16 162.01.00 29.11.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.604 0.259 1.25 1.300 1.151.00 1.00 0.64 1,015.5 1,681.9 0.32 225.01.00 58.21.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.528 0.226 1.25 1.300 1.151.00 1.00 0.56 888.6 1,681.9 0.28 225.01.00 50.91.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.142 0.061 1.60 1.300 1.151.00 1.00 0.19 304.7 2,152.8 0.10 288.01.00 17.51.00 V-6 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RR-3 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2229 4.029 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 0.320 0.320 Max Upward from Load Combinations 0.320 0.320 Max Upward from Load Cases 0.160 0.160 D Only 0.160 0.160 +D+Lr 0.320 0.320 +D+0.750Lr 0.280 0.280 +0.60D 0.096 0.096 Lr Only 0.160 0.160 V-7 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RB-1 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 = 0.020, Lr = 0.020 ksf, Tributary Width = 18.50 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.475: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 9.500ft 116.05 psi= = 3,095.11psi 5.25x18.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 362.50 psi== Section used for this span 5.25x18.0 Maximum Shear Stress Ratio 0.320 : 1 19.000 ft= = 1,469.93psi Maximum Deflection 1066 <360 512 Ratio =0 <240 Max Downward Transient Deflection 0.214 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.445 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.95Length = 19.0 ft 1 0.324 0.231 0.90 0.956 1.001.00 1.00 18.03 763.2 2,358.2 3.80 261.01.00 60.31.00 0.95+D+Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.89Length = 19.0 ft 1 0.475 0.320 1.25 0.956 1.001.00 1.00 34.73 1,469.9 3,095.1 7.31 362.51.00 116.01.00 0.89+D+0.750Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.89Length = 19.0 ft 1 0.418 0.282 1.25 0.956 1.001.00 1.00 30.55 1,293.3 3,095.1 6.43 362.51.00 102.11.00 0.89+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.81Length = 19.0 ft 1 0.127 0.078 1.60 0.956 1.001.00 1.00 10.82 457.9 3,605.5 2.28 464.01.00 36.21.00 V-8 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RB-1 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.4448 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 7.311 7.311 Max Upward from Load Combinations 7.311 7.311 Max Upward from Load Cases 3.796 3.796 D Only 3.796 3.796 +D+Lr 7.311 7.311 +D+0.750Lr 6.432 6.432 +0.60D 2.278 2.278 Lr Only 3.515 3.515 V-9 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RH-1 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced llowable Stress Design Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 nalysis 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 = 0.020, Lr = 0.020 ksf, Tributary Width = 15.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.391: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 58.22 psi= = 1,241.44psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.259 : 1 0.000 ft= = 485.99psi Maximum Deflection 4090 <360 1999 Ratio =0 <240 Max Downward Transient Deflection 0.023 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.048 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.277 0.184 0.90 1.000 1.001.00 1.00 2.51 248.4 895.7 1.25 162.01.00 29.81.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 8.0 ft 1 0.391 0.259 1.25 1.000 1.001.00 1.00 4.91 486.0 1,241.4 2.45 225.01.00 58.21.00 0.99+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 8.0 ft 1 0.344 0.227 1.25 1.000 1.001.00 1.00 4.31 426.6 1,241.4 2.15 225.01.00 51.11.00 0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 8.0 ft 1 0.094 0.062 1.60 1.000 1.001.00 1.00 1.51 149.1 1,585.5 0.75 288.01.00 17.91.00 V-10 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RH-1 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0480 4.029 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 2.455 2.455 Max Upward from Load Combinations 2.455 2.455 Max Upward from Load Cases 1.255 1.255 D Only 1.255 1.255 +D+Lr 2.455 2.455 +D+0.750Lr 2.155 2.155 +0.60D 0.753 0.753 Lr Only 1.200 1.200 V-11 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RH-2 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced llowable 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 nalysis 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 = 0.020, Lr = 0.020 ksf, Tributary Width = 15.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.252: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000ft 44.29 psi= = 1,122.69psi 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 225.00 psi== Section used for this span 6x8 Maximum Shear Stress Ratio 0.197 : 1 0.000 ft= = 283.43psi Maximum Deflection 8543 <360 4209 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.011 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.178 0.139 0.90 1.000 1.001.00 1.00 0.62 143.8 808.8 0.62 162.01.00 22.51.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.252 0.197 1.25 1.000 1.001.00 1.00 1.22 283.4 1,122.7 1.22 225.01.00 44.31.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.221 0.173 1.25 1.000 1.001.00 1.00 1.07 248.5 1,122.7 1.07 225.01.00 38.81.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.060 0.047 1.60 1.000 1.001.00 1.00 0.37 86.3 1,436.2 0.37 288.01.00 13.51.00 V-12 Wood Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:RH-2 Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0114 2.015 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 1.218 1.218 Max Upward from Load Combinations 1.218 1.218 Max Upward from Load Cases 0.618 0.618 D Only 0.618 0.618 +D+Lr 1.218 1.218 +D+0.750Lr 1.068 1.068 +0.60D 0.371 0.371 Lr Only 0.600 0.600 V-13 Steel Beam LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:TRASH ENCLOSURE ROOF FRAMING Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: CODE REFERENCE Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Completely Unbraced llowable Strength Design Fy : Steel Yield : 46.0 ksi Beam Bracing :E: Modulus : 29,000.0 Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self wei ht calculated and added to loadin Uniform Load : D = 0.0050, Lr = 0.020 ksf, Tributar Width = 4.50 ft, TRASH ENCLOSURE ROOF Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.306 : 1 Load Combination +D+L Span # where maximum occurs Span # 1 0.7925 k Mn / Omega : Allowable 8.424k-ft Vn/Omega : Allowable HSS4x4x3/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L 20.003 k Section used for this span HSS4x4x3/16 Ma : Applied Maximum Shear Stress Ratio =0.040 : 1 0.000 ft 2.576k-ft Va : Applied 0 <360 357 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.322 in 483Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.437 in Ratio =>=180 Max Upward Total Deflection 0 in Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 13.00 ft 1 0.080 0.010 0.67 0.67 14.07 8.42 1.14 1.00 0.21 33.41 20.00 +D+Lr Dsgn. L = 13.00 ft 1 0.306 0.040 2.58 2.58 14.07 8.42 1.14 1.00 0.79 33.41 20.00 +D+0.750Lr Dsgn. L = 13.00 ft 1 0.249 0.032 2.10 2.10 14.07 8.42 1.14 1.00 0.65 33.41 20.00 +0.60D Dsgn. L = 13.00 ft 1 0.048 0.006 0.40 0.40 14.07 8.42 1.14 1.00 0.12 33.41 20.00 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.4370 6.537 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #Values in KIPS Max Upward from all Load Conditions 0.792 0.792 Max Upward from Load Combinations 0.792 0.792 Max Upward from Load Cases 0.585 0.585 D Only 0.207 0.207 +D+Lr 0.792 0.792 +D+0.750Lr 0.646 0.646 +0.60D 0.124 0.124 Lr Only 0.585 0.585 V-14 ASCE Hazards Report Address: 1601 N Bristol St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.758802 Risk Category:II Longitude:-117.884728 Soil Class:D - Stiff Soil Elevation:107.60937181620321 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Jan 28 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Tue Jan 28 2025 L-1 SS : 1.314 S1 : 0.468 F a : 1 F v : N/A SMS : 1.314 SM1 : N/A SDS : 0.876 SD1 : N/A T L : 8 PGA : 0.556 PGA M : 0.612 F PGA : 1.1 Ie : 1 C v : 1.363 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue Jan 28 2025 Page 2 of 3https://ascehazardtool.org/Tue Jan 28 2025 L-2 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. 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Page 3 of 3https://ascehazardtool.org/Tue Jan 28 2025 L-3 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D, ASCE 7-16 26.7.3)C Importance factor (ASCE 7-16 Table 1.5-2)I =1.00 for all Category V =95 mph, (152.89 kph) Kzt =1 Flat Building height to eave h =13.75 ft, (4.19 m) Building height to ridge h =14.5 ft, (4.42 m) Building length L =57 ft, (17.37 m) Building width, including overhangs B =38 ft, (11.58 m) Overhang sloped width O =0 ft, (0.00 m) A =120 No (11.16 DESIGN SUMMARY Max horizontal force normal to building length, L, face =12.88 kips, (57 kN), SD level (LRFD level), Typ. Max horizontal force normal to building length, B, face =8.59 kips, (38 kN) Max total horizontal torsional load =67.7117 ft-kips, (92 kN-m) Max total upward force =34.66 kips, (154 kN) ANALYSIS =16.69 psf where:q = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)=0.85 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)=0.85 h = mean roof height =14.13 ft Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1) < Min (L, B), [Satisfactory](ASCE 7-16 26.2.2) Design pressures for MWFRS where:p = pressure in appropriate zone. (Eq. 28.3-1, page 311).p =16 psf (ASCE 7-16 28.3.4) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) =0.18 or -0.18 a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.80 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases 2.26 0.00 2.26 (+GCp i )(-GCp i )(+GCp i )(-GCp i )(+GCp i )(-GCp i ) 1 0.40 3.67 9.68 -0.45 -10.52 -4.51 1T 0.40 0.92 2.42 2 -0.69 -14.52 -8.51 -0.69 -14.52 -8.51 2T -0.69 -3.63 -2.13 3 -0.37 -9.18 -3.17 -0.37 -9.18 -3.17 3T -0.37 -2.30 -0.79 4 -0.29 -7.85 -1.84 -0.45 -10.52 -4.51 4T -0.29 -1.96 -0.46 5 0.40 3.67 9.68 1E 0.61 7.18 13.19 -0.48 -11.02 -5.01 (+GCp i )(-GCp i ) 2E -1.07 -20.87 -14.86 -1.07 -20.87 -14.86 5T 0.40 0.92 2.42 3E -0.53 -11.85 -5.84 -0.53 -11.85 -5.84 6T -0.29 -1.96 -0.46 4E -0.43 -10.18 -4.17 -0.48 -11.02 -5.01 5E 0.61 7.18 13.19 6E -0.43 -10.18 -4.17 θ = G Cp fG Cp f Surface Surface θ = θ = G Cp f G Cp f BETTER BUZZ SANTA ANA Basic wind speed (ASCE 7-16 26.5.1 or 2021 IBC) Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) Surface θ = L-4 Basic Load Case A (Transverse Direction)Basic Load Case B (Longitudinal Direction) Area Area (ft2)(+GCp i )(-GCp i )(ft2)(+GCp i )(-GCp i ) 1 679 2.49 6.58 p =-11.68 psf 2 939 -13.64 -8.00 2 939 -13.64 -8.00 (ASCE 7-16 28.3.3)3 939 -8.62 -2.98 3 939 -8.62 -2.98 5 432 1.59 4.18 4 679 -5.33 -1.25 6 432 -3.39 -0.79 1E 105 0.75 1.38 2E 145 -3.02 -2.15 2E 145 -3.02 -2.15 3E 145 -1.71 -0.84 3E 145 -1.71 -0.84 5E 105 0.75 1.39 4E 105 -1.06 -0.44 6E 105 -1.07 -0.44 Horiz.9.39 9.39 Horiz.6.80 6.80 Vert.-26.97 -13.96 Vert.-22.56 -10.02 Min. wind Horiz.12.88 12.88 Min. wind Horiz.8.59 8.59 28.4.4 Vert.-34.66 -34.66 28.4.4 Vert.-34.66 -34.66 Torsional Load Case A (Transverse Direction) Area Area (ft2)(ft2) 1 287 1.06 2.78 13 34 2 939 -13.64 -8.00 -1 -1 2 397 -5.77 -3.38 -3 -2 3 939 -8.62 -2.98 1 0 3 397 -3.65 -1.26 2 1 5 163 0.60 1.58 5 12 4 287 -2.25 -0.53 28 7 6 163 -1.28 -0.30 10 2 1E 105 0.75 1.38 19 34 2E 145 -3.02 -2.15 3 2 2E 145 -3.02 -2.15 -3 -2 3E 145 -1.71 -0.84 -2 -1 3E 145 -1.71 -0.84 2 1 5E 105 0.75 1.39 13 24 4E 105 -1.06 -0.44 26 11 6E 105 -1.07 -0.44 18 7 1T 392 0.36 0.95 -5 -14 5T 268 0.25 0.65 -2 -6 2T 542 -1.97 -1.15 1 1 6T 268 -0.53 -0.12 -5 -1 3T 542 -1.24 -0.43 -1 0 39.1 39.1 4T 392 -0.77 -0.18 -11 -3 68 68 Design pressures for components and cladding where:p = pressure on component. (Eq. 30.3-1, pg 334) p =16.00 psf (ASCE 7-16 30.2.2) see table below. (ASCE 7-16 30.3.2) θ = 2.26 o Effective 120 0.20 -1.26 0.20 -0.86 0.20 -1.73 ------ Effective 120 0.20 -2.06 ----0.73 -0.82 0.73 -0.92 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 16.00 -23.96 16.00 -17.37 16.00 -31.85 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 16.00 -37.34 16.00 -16.67 16.00 -18.31 37.34 psf) Zone 3r Zone 4 Zone 5 Zone 5 Zone 2nZone 2 Zone 2r Torsion (ft-k) ( psf ) Zone 1 Zone 2e Zone 3 Zone 4Comp. Pressure (k) with Pressure (k) with Surface Zone 3r Zone 2 Zone 2n Zone 2r (The Max Pressure Σ SurfaceSurface Σ Torsion (ft-k) Total Horiz. Torsional Load, MT Total Horiz. Torsional Load, MT Surface Zone 1 Zone 1' L-5 BETTER BUZZ SANTA ANA AL AMOR ARCHITECTURE CORP.1/28/2025 J24373 Page: SEISMIC WEIGHT Level 1 ROOF Typical Plate Ht. (ft.)14.5 Diaphragm ROOF 20 1830 36600 Wall EXTERIOR 16 190 44080 Misc./ Concentrated SNOW (3.5PSF * 0.2)1281 1281 L-6 BETTER BUZZ SANTA ANA AL AMOR ARCHITECTURE CORP.1/28/2025 J24373 Page: SEISMIC BASE SHEAR Period Calculation Overall Ht.System Ct x 14.5 All Other Systems 0.02 0.75 Ts = 0.652 s Ta = 0.149 s TL = 8 s per ASCE 7, Fig. 22-14 Base Shear System R Omega Cd I Wood Shear Walls 6.5 2.5 4.5 1.0 Site Class: SDS = 0.876 Cs = 0.135 per ASCE 712.8.1.1 SD1 = 0.572 S1 = 0.468 W = 64.4885 k V = 8.69 k Total Base Shear Vertical Distribution Level ht. (ft.)wx (lbs.)hx k wx*hx^k Cvx Fx 0 1 0 0 0.0 k 0 1 0 0 0.0 k 1 14.5 64488.5 14.5 1 935083.25 1 8.7 k 14.5 ft.935083.25 FROM TABLES AND LINEAR INTERPOLATION 𝑇𝑇𝑎𝑎=𝐶𝐶𝑡𝑡ℎ𝑛𝑛𝑥𝑥=𝑓𝑓𝑓𝑓𝑆𝑆𝑆𝑆1 =𝑆𝑆1 ∗=𝑆𝑆𝑆𝑆1 =�2 3 𝑆𝑆𝑆𝑆1= 𝑇𝑇𝑆𝑆=�1=.𝑇𝑇𝑆𝑆∴𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑒𝑒𝑒𝑒𝑃𝑃𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒2 𝑒𝑒𝑓𝑓𝐴𝐴𝑆𝑆𝐶𝐶𝐴𝐴7 −16 𝑠𝑠𝑃𝑃𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒11.4.8𝑇𝑇𝑎𝑎< 1.5𝑇𝑇𝑆𝑆𝑠𝑠𝑒𝑒𝐶𝐶𝑠𝑠𝑓𝑓𝑃𝑃𝑒𝑒𝑓𝑓𝑃𝑃𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒12.8 −2 𝑒𝑒𝑒𝑒𝑒𝑒𝑏𝑏𝑃𝑃𝑒𝑒𝑠𝑠𝑃𝑃𝑢𝑢𝑒𝑒𝑒𝑒𝑢𝑢𝑢𝑢𝑒𝑒𝑃𝑃𝑠𝑠𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑃𝑃𝑃𝑃𝑢𝑢𝑒𝑒𝑒𝑒𝑏𝑏𝑃𝑃𝑓𝑓𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑒𝑃𝑃𝑃𝑃𝑢𝑢. L-7 BETTER BUZZ SANTA ANA AL AMOR ARCHITECTURE CORP.1/28/2025 Page: Seismic Level Fx (lbs.)Diaphragm Area (sf)ASD Story Load (psf) 0 0 0.7 0.0 0 0 0.7 0.0 1 8691 1830 0.7 3.3 Direction E-W 1 - 6 23.38 psf Parapet Force =8.59 k Pressure =15.59 psf Main Level Ht.length area Trib. Ht.ASD diaph. Load 0 0 0 0 0 0.6 0 plf Ridge/Parapet 0 38 0 0 0.6 0 plf 1 14.5 38 551 7.25 0.6 68 plf 551 sf Direction N-S A - F 23.38 psf Parapet Force =12.88 k Pressure =15.58 psf Main Level Ht.length area Trib. Ht.ASD diaph. Load 0 0 0 0 0 0.6 0 plf Ridge/Parapet 0 57 0 0 0.6 0 plf 1 14.5 57 826.5 7.25 0.6 68 plf 826.5 sf L-8 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line A N-S Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 150 1.0 499 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)0 Length R (ft.)9 4 0 Load L (lbs.)0 Load R (lbs.)610 Total/2 = Seismic Load 249 lbs.Total/2 = Wind Load 305 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 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 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =249 lbs.Total Wind Load =305 lbs. Segment 1 Total Shear Length (ft.) L 15 15 H 10 Load Ratio 1.00 Load E 249 lbs. Adj. Load E lbs.By Ratio Load W 305 lbs. Adj. Load W 218 lbs.CBC 2306.3 Unit Shear E 17 plf Unit Shear W 15 plf 17 PLF USE #1 Shear Wall Capacity = 260 plf 3900 OVERTURNING OTM E 2493 #-ft. OTM W 3052 #-ft. Wall Weight 16 psf Wall UDL 160 plf Unif. DL 60 plf Concen. DL lbs. CDL loc.ft. DL Moment 24750 #-ft. DL Mom. E 11815 #-ft. DL Mom. W 14850 #-ft. Net OT E -9321 #-ft. Net OT W -11798 #-ft. UPLIFT Uplift E -621 lbs. Add. Uplift E lbs. Uplift W -787 lbs. Add. Uplift W lbs. Tot. Uplift E -621 0 0 0 0 0 0 0 lbs. -787 0 0 0 0 0 0 0 lbs. * * - No HD required, by inspection L-9 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line B N-S Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 150 1.0 499 Load Type L Worst Case Load Type R Worst Case 2 1550 1.0 5153 Load (plf)68 Load (plf)68 3 0 Length L (ft.)50 Length R (ft.)9 4 0 Load L (lbs.)3391 Load R (lbs.)610 Total/2 = Seismic Load 2826 lbs.Total/2 = Wind Load 2001 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =2826 lbs.Total Wind Load =2001 lbs. Segment 1 2 Total Shear Length (ft.) L 12 14 26 H 9.5 9.5 H/L Ratio 0.8 0.7 Load Ratio 0.46 0.54 Load E 1304 1522 lbs. Adj. Load E lbs.By Ratio Load W 923 1077 lbs. Adj. Load W 660 769 lbs.CBC 2306.3 Unit Shear E 109 109 plf Unit Shear W 55 55 plf 109 PLF USE #1 Shear Wall Capacity = 260 plf 6760 OVERTURNING OTM E 12390 14455 #-ft. OTM W 8772 10234 #-ft. Wall Weight 16 16 psf Wall UDL 152 152 plf Unif. DL 15 15 plf Concen. DL lbs. CDL loc.ft. DL Moment 12024 16366 #-ft. DL Mom. E 5740 7812 #-ft. DL Mom. W 7214 9820 #-ft. Net OT E 6650 6642 #-ft. Net OT W 1557 414 #-ft. UPLIFT Uplift E 554 474 lbs. Add. Uplift E lbs. Uplift W 130 30 lbs. Add. Uplift W lbs. Tot. Uplift E 554 474 0 0 0 0 0 0 lbs. 130 30 0 0 0 0 0 0 lbs. **** * - No HD required, by inspection L-10 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line B N-S Page: SHEAR Shear E 2826 Net shear to segments, non-adjusted for segment ratio Segment Adj. Shear E 2826 Segment-adjusted shear per NDS 4.3.4 Adjust. Shear E 2826 overall H/L ratio of Force-Transfer Shear Wall Shear W 2001 Net shear to segments, non-adjusted per CBC 2306.3 Adjust. Shear W 1429 Adjusted shear value per CBC 2306.3 Total Perforated Overall 12.0 4.5 14.0 31 26 0.5 H above 5 ft.E W Maximum v 93 47 plf Strap Force 224 lbs. H opening 9.5 ft.Shear 109 plf 192 97 lbs. H below 0 ft.Use CS16 strap v'109 55 plf Use #1 Shear Wall Total Height 14.5 ft. Strap Force 2 224 114 lbs. OVERTURNING UPLIFT OTM E 40974 lb.-ft.Uplift E -455 lbs. OTM W 29008 lb.-ft.Add. Uplift E lbs. Wall Weight 16 psf Uplift W -1309 lbs. Wall UDL 232 plf Add. Uplift W lbs. Uniform DL 15 plf Tot. Uplift E -455 lbs. -1309 lbs. * DL Moment W 68932 lb.-ft.* - No HD required, by inspection Net OT E -13868 lb.-ft.** - See Perforated / Force-Transfer Shearwall calculation Net OT W -39923 lb.-ft. L-11 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line C N-S Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 170 1.0 565 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)20 Length R (ft.)17 4 0 Load L (lbs.)1356 Load R (lbs.)1153 Total/2 = Seismic Load 283 lbs.Total/2 = Wind Load 1255 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =283 lbs.Total Wind Load =1255 lbs. Segment 1 2 Total Shear Length (ft.) L 2.5 2.5 5 H 6 6 H/L Ratio 2.4 2.4 Load Ratio 0.50 0.50 Load E 141 141 lbs. Adj. Load E 170 170 lbs.By Ratio Load W 627 627 lbs. Adj. Load W 448 448 lbs.CBC 2306.3 Unit Shear E 68 68 plf Unit Shear W 179 179 plf 179 PLF USE #1 Shear Wall Capacity = 260 plf 1300 OVERTURNING OTM E 848 848 #-ft. OTM W 3764 3764 #-ft. Wall Weight 16 16 psf Wall UDL 96 96 plf Unif. DL plf Concen. DL lbs. CDL loc.ft. DL Moment 300 300 #-ft. DL Mom. E 143 143 #-ft. DL Mom. W 180 180 #-ft. Net OT E 705 705 #-ft. Net OT W 3584 3584 #-ft. UPLIFT Uplift E 282 282 lbs. Add. Uplift E lbs. Uplift W 1434 1434 lbs. Add. Uplift W lbs. Tot. Uplift E 282 282 0 0 0 0 0 0 lbs. 1434 1434 0 0 0 0 0 0 lbs. **** * - No HD required, by inspection L-12 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line C N-S Page: SHEAR Shear E 283 Net shear to segments, non-adjusted for segment ratio Segment Adj. Shear E 339 Segment-adjusted shear per NDS 4.3.4 Adjust. Shear E 283 overall H/L ratio of Force-Transfer Shear Wall Shear W 1255 Net shear to segments, non-adjusted per CBC 2306.3 Adjust. Shear W 896 Adjusted shear value per CBC 2306.3 Total Perforated Overall 2.5 2.5 2.5 8 5 1.9 H above 5 ft.E W Maximum v 38 119 plf Strap Force 149 lbs. H opening 6 ft.Shear 179 plf 47 149 lbs. H below 3.5 ft.Use CS16 strap v'57 179 plf Use #1 Shear Wall Total Height 14.5 ft. Strap Force 2 47 149 lbs. OVERTURNING UPLIFT OTM E 4097 lb.-ft.Uplift E 131 lbs. OTM W 18192 lb.-ft.Add. Uplift E lbs. Wall Weight 16 psf Uplift W 1904 lbs. Wall UDL 232 plf Add. Uplift W lbs. Uniform DL plf Tot. Uplift E 131 lbs. 1904 lbs. 2 DL Moment W 3915 lb.-ft.* - No HD required, by inspection Net OT E 983 lb.-ft.** - See Perforated / Force-Transfer Shearwall calculation Net OT W 14277 lb.-ft. L-13 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line D N-S Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 170 1.0 565 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)20 Length R (ft.)17 4 0 Load L (lbs.)1356 Load R (lbs.)1153 Total/2 = Seismic Load 283 lbs.Total/2 = Wind Load 1255 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =283 lbs.Total Wind Load =1255 lbs. Segment 1 Total Shear Length (ft.) L 7.5 8 H 14.5 H/L Ratio 1.9 Load Ratio 1.00 Load E 283 lbs. Adj. Load E lbs.By Ratio Load W 1255 lbs. Adj. Load W 896 lbs.CBC 2306.3 Unit Shear E 38 plf Unit Shear W 119 plf 119 PLF USE #1 Shear Wall Capacity = 260 plf 1950 OVERTURNING OTM E 4097 #-ft. OTM W 18192 #-ft. Wall Weight 16 psf Wall UDL 232 plf Unif. DL plf Concen. DL lbs. CDL loc.ft. DL Moment 6525 #-ft. DL Mom. E 3115 #-ft. DL Mom. W 3915 #-ft. Net OT E 983 #-ft. Net OT W 14277 #-ft. UPLIFT Uplift E 131 lbs. Add. Uplift E lbs. Uplift W 1904 lbs. Add. Uplift W lbs. Tot. Uplift E 131 0 0 0 0 0 0 0 lbs. 1904 0 0 0 0 0 0 0 lbs. 2 * - No HD required, by inspection L-14 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line E N-S Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 1540 1.0 5120 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)0 Length R (ft.)50 4 0 Load L (lbs.)0 Load R (lbs.)3391 Total/2 = Seismic Load 2560 lbs.Total/2 = Wind Load 1695 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 0 0 0 0 0.00 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =2560 lbs.Total Wind Load =1695 lbs. Segment 1 2 3 Total Shear Length (ft.) L 3.25 3.75 3 10 H 10 10 10 H/L Ratio 3.1 2.7 3.3 Load Ratio 0.33 0.38 0.30 Load E 832 960 768 lbs. Adj. Load E 1280 1280 1280 lbs.By Ratio Load W 551 636 509 lbs. Adj. Load W 394 454 363 lbs.CBC 2306.3 Unit Shear E 394 341 427 plf Unit Shear W 121 121 121 plf 427 PLF USE #3 Shear Wall Capacity = 490 plf 4900 OVERTURNING OTM E 8319 9599 7679 #-ft. OTM W 5510 6358 5086 #-ft. Wall Weight 16 16 16 psf Wall UDL 160 160 160 plf Unif. DL plf Concen. DL lbs. CDL loc.ft. DL Moment 845 1125 720 #-ft. DL Mom. E 403 537 344 #-ft. DL Mom. W 507 675 432 #-ft. Net OT E 7916 9062 7336 #-ft. Net OT W 5003 5683 4654 #-ft. UPLIFT Uplift E 2436 2417 2445 lbs. Add. Uplift E lbs. Uplift W 1539 1515 1551 lbs. Add. Uplift W lbs. Tot. Uplift E 2436 2417 2445 0 0 0 0 0 lbs. 1539 1515 1551 0 0 0 0 0 lbs. ****** * - No HD required, by inspection L-15 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line E N-S Page: SHEAR Shear E 1792 Net shear to segments, non-adjusted for segment ratio Segment Adj. Shear E 2560 Segment-adjusted shear per NDS 4.3.4 Adjust. Shear E 1792 overall H/L ratio of Force-Transfer Shear Wall Shear W 1187 Net shear to segments, non-adjusted per CBC 2306.3 Adjust. Shear W 848 Adjusted shear value per CBC 2306.3 Total Perforated Overall 3.3 7.5 3.8 15 7 1.0 H above 4.5 ft.E W Maximum v 124 58 plf Strap Force 497 lbs. H opening 10 ft.Shear 256 plf 430 204 lbs. H below 0 ft.Use CS16 strap v'256 121 plf Use #1 Shear Wall Total Height 14.5 ft. Strap Force 2 497 235 lbs. OVERTURNING UPLIFT OTM E 25982 lb.-ft.Uplift E 989 lbs. OTM W 17208 lb.-ft.Add. Uplift E 1644 lbs. Wall Weight 16 psf Uplift W 178 lbs. Wall UDL 232 plf Add. Uplift W 1286 lbs. Uniform DL plf Tot. Uplift E 2633 lbs. 1464 lbs. ** DL Moment W 14633 lb.-ft.* - No HD required, by inspection Net OT E 14340 lb.-ft.** - See Perforated / Force-Transfer Shearwall calculation Net OT W 2575 lb.-ft. L-16 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line E N-S Page: SHEAR Shear E 2560 Net shear to segments, non-adjusted for segment ratio Segment Adj. Shear E 3840 Segment-adjusted shear per NDS 4.3.4 Adjust. Shear E 2560 overall H/L ratio of Force-Transfer Shear Wall Shear W 1695 Net shear to segments, non-adjusted per CBC 2306.3 Adjust. Shear W 1211 Adjusted shear value per CBC 2306.3 Total Perforated Overall 14.5 12.0 3.0 30 18 0.5 H above 4.5 ft.E W Maximum v 87 41 plf Strap Force 863 lbs. H opening 10 ft.Shear 146 plf 863 408 lbs. H below 0 ft.Use CS16 strap v'146 69 plf Use #1 Shear Wall Total Height 14.5 ft. Strap Force 2 179 84 lbs. OVERTURNING UPLIFT OTM E 37117 lb.-ft.Uplift E -375 lbs. OTM W 24583 lb.-ft.Add. Uplift E 1644 lbs. Wall Weight 16 psf Uplift W -1220 lbs. Wall UDL 232 plf Add. Uplift W 1286 lbs. Uniform DL plf Tot. Uplift E 1269 lbs. 66 lbs. 2 DL Moment W 60569 lb.-ft.* - No HD required, by inspection Net OT E -11072 lb.-ft.** - See Perforated / Force-Transfer Shearwall calculation Net OT W -35986 lb.-ft. L-17 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line 1 E-W Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 230 1.0 765 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)0 Length R (ft.)8 4 0 Load L (lbs.)0 Load R (lbs.)509 Total/2 = Seismic Load 382 lbs.Total/2 = Wind Load 254 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 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 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =382 lbs.Total Wind Load =254 lbs. Segment 1 Total Shear Length (ft.) L 14 14 H 14.5 Load Ratio 1.00 Load E 382 lbs. Adj. Load E lbs.By Ratio Load W 254 lbs. Adj. Load W 182 lbs.CBC 2306.3 Unit Shear E 27 plf Unit Shear W 13 plf 27 PLF USE #1 Shear Wall Capacity = 260 plf 3640 OVERTURNING OTM E 5544 #-ft. OTM W 3687 #-ft. Wall Weight 16 psf Wall UDL 232 plf Unif. DL 45 plf Concen. DL lbs. CDL loc.ft. DL Moment 27146 #-ft. DL Mom. E 12958 #-ft. DL Mom. W 16288 #-ft. Net OT E -7415 #-ft. Net OT W -12600 #-ft. UPLIFT Uplift E -530 lbs. Add. Uplift E lbs. Uplift W -900 lbs. Add. Uplift W lbs. Tot. Uplift E -530 0 0 0 0 0 0 0 lbs. -900 0 0 0 0 0 0 0 lbs. * * - No HD required, by inspection L-18 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line 2 E-W Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 160 1.0 532 Load Type L Worst Case Load Type R Worst Case 2 1540 1.0 5120 Load (plf)68 Load (plf)68 3 150 1.0 499 Length L (ft.)8 Length R (ft.)32 4 0 Load L (lbs.)509 Load R (lbs.)2136 Total/2 = Seismic Load 3075 lbs.Total/2 = Wind Load 1322 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =3075 lbs.Total Wind Load =1322 lbs. Segment 1 Total Shear Length (ft.) L 16 16 H 14.5 H/L Ratio 0.9 Load Ratio 1.00 Load E 3075 lbs. Adj. Load E lbs.By Ratio Load W 1322 lbs. Adj. Load W 945 lbs.CBC 2306.3 Unit Shear E 192 plf Unit Shear W 59 plf 192 PLF USE #1 Shear Wall Capacity = 260 plf 4160 OVERTURNING OTM E 44589 #-ft. OTM W 19175 #-ft. Wall Weight 16 psf Wall UDL 232 plf Unif. DL 210 plf Concen. DL lbs. CDL loc.ft. DL Moment 56576 #-ft. DL Mom. E 27007 #-ft. DL Mom. W 33946 #-ft. Net OT E 17582 #-ft. Net OT W -14771 #-ft. UPLIFT Uplift E 1099 lbs. Add. Uplift E lbs. Uplift W -923 lbs. Add. Uplift W lbs. Tot. Uplift E 1099 0 0 0 0 0 0 0 lbs. -923 0 0 0 0 0 0 0 lbs. 1 * - No HD required, by inspection L-19 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line 3 E-W Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf Area SF Factor Load (lbs)WIND LOAD 1 150 2.0 997 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)7 Length R (ft.)16 4 0 Load L (lbs.)475 Load R (lbs.)1085 Total/2 = Seismic Load 499 lbs.Total/2 = Wind Load 780 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =499 lbs.Total Wind Load =780 lbs. Segment 1 Total Shear Length (ft.) L 8 8 H 10 H/L Ratio 1.3 Load Ratio 1.00 Load E 499 lbs. Adj. Load E lbs.By Ratio Load W 780 lbs. Adj. Load W 557 lbs.CBC 2306.3 Unit Shear E 62 plf Unit Shear W 70 plf 70 PLF USE #1 Shear Wall Capacity = 260 plf 2080 OVERTURNING OTM E 4987 #-ft. OTM W 7799 #-ft. Wall Weight 16 psf Wall UDL 160 plf Unif. DL plf Concen. DL lbs. CDL loc.ft. DL Moment 5120 #-ft. DL Mom. E 2444 #-ft. DL Mom. W 3072 #-ft. Net OT E 2543 #-ft. Net OT W 4727 #-ft. UPLIFT Uplift E 318 lbs. Add. Uplift E lbs. Uplift W 591 lbs. Add. Uplift W lbs. Tot. Uplift E 318 0 0 0 0 0 0 0 lbs. 591 0 0 0 0 0 0 0 lbs. 1 * - No HD required, by inspection L-20 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line 5 E-W Page: SEISMIC LOAD ρ =1.0 Story Load 3.3 psf WIND LOAD 1 1540 1.0 5120 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf)68 Load (plf)68 3 0 Length L (ft.)0 Length R (ft.)32 4 0 Load L (lbs.)0 Load R (lbs.)2136 Total/2 = Seismic Load 2560 lbs.Total/2 = Wind Load 1068 lbs. Line Load (lbs.)Offset Factor Adjust. Load Line Load (lbs.)Offset Factor Adjust. Load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Add. Load 0 Total Add. Load 0 Total Seismic Load =2560 lbs.Total Wind Load =1068 lbs. Segment 1 2 Total Shear Length (ft.) L 9 17 26 H 10 10 H/L Ratio 1.1 0.6 Load Ratio 0.35 0.65 Load E 886 1674 lbs. Adj. Load E lbs.By Ratio Load W 370 698 lbs. Adj. Load W 264 499 lbs.CBC 2306.3 Unit Shear E 98 98 plf Unit Shear W 29 29 plf 98 PLF USE #1 Shear Wall Capacity = 260 plf 6760 OVERTURNING OTM E 8861 16737 #-ft. OTM W 3697 6984 #-ft. Wall Weight 16 16 psf Wall UDL 160 160 plf Unif. DL 210 210 plf Concen. DL lbs. CDL loc.ft. DL Moment 14985 53465 #-ft. DL Mom. E 7153 25522 #-ft. DL Mom. W 8991 32079 #-ft. Net OT E 1708 -8785 #-ft. Net OT W -5294 -25095 #-ft. UPLIFT Uplift E 190 -517 lbs. Add. Uplift E lbs. Uplift W -588 -1476 lbs. Add. Uplift W lbs. Tot. Uplift E 190 -517 0 0 0 0 0 0 lbs. -588 -1476 0 0 0 0 0 0 lbs. **** * - No HD required, by inspection L-21 BETTER BUZZ SANTA ANA Level Name ROOF AL AMOR ARCHITECTURE CORP.Level #1 Direction 1/28/2025 J24373 Lateral Line 5 E-W Page: SHEAR Shear E 2560 Net shear to segments, non-adjusted for segment ratio Segment Adj. Shear E 2560 Segment-adjusted shear per NDS 4.3.4 Adjust. Shear E 2560 overall H/L ratio of Force-Transfer Shear Wall Shear W 1068 Net shear to segments, non-adjusted per CBC 2306.3 Adjust. Shear W 763 Adjusted shear value per CBC 2306.3 Total Perforated Overall 9.0 6.0 17.0 32 26 0.5 H above 4.5 ft.E W Maximum v 80 24 plf Strap Force 314 lbs. H opening 10 ft.Shear 98 plf 166 50 lbs. H below 0 ft.Use CS16 strap v'98 29 plf Use #1 Shear Wall Total Height 14.5 ft. Strap Force 2 314 94 lbs. OVERTURNING UPLIFT OTM E 37117 lb.-ft.Uplift E -2216 lbs. OTM W 15487 lb.-ft.Add. Uplift E lbs. Wall Weight 16 psf Uplift W -3759 lbs. Wall UDL 232 plf Add. Uplift W lbs. Uniform DL 210 plf Tot. Uplift E -2216 lbs. -3759 lbs. * DL Moment W 135782 lb.-ft.* - No HD required, by inspection Net OT E -70911 lb.-ft.** - See Perforated / Force-Transfer Shearwall calculation Net OT W -120295 lb.-ft. L-22 AL J24373 TYP PARAPET BRACING SK-1 J24373 - TYP PARAPET BR… L-23 Company Designer Job Number Model Name : : : : AL J24373 TYP PARAPET BRACING Checked By : __________ RISA-3D Version 21 [ J24373 - TYP PARAPET BRACE.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 0 13.75 0 3 N3 0 19.75 0 4 N4 0 17.75 0 5 N5 3 13.75 0 Node Boundary Conditions Node Label X [lb/in]Y [lb/in]Z [lb/in] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction 3 N3 Fixed 4 N5 Reaction Reaction Reaction Wood Properties Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] 1 STUD Solid Sawn Visually Graded Douglas Fir-Larch No.2 1 0.3 0.3 0.035 Wood Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 PARAPET 2X6 Column Rectangular STUD Typical 8.25 1.547 20.797 5.125 2 BRACE 2X6 HBrace Rectangular STUD Typical 8.25 1.547 20.797 5.125 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N3 PARAPET Column Rectangular STUD Typical 2 M2 N4 N5 BRACE HBrace Rectangular STUD Typical Wood Design Parameters Label Shape Length [ft] le2 [ft] le-bend top [ft]Cr y sway z sway 1 M1 PARAPET 19.75 0 Lbyy 2 M2 BRACE 5 Lbyy Member Distributed Loads (BLC 4 : WIND) Member LabelDirection Start Magnitude [lb/ft, F, ksf, lb-ft/ft] End Magnitude [lb/ft, F, ksf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 X 21.333 21.333 0 %100 2 M1 X 43.373 43.373 13.75 %100 Basic Load Cases BLC Description Category Distributed 1 DEAD DL 2 ROOF LIVE RLL 3 CEILING LOAD DL 4 WIND WL 2 5 SEISMIC EL L-24 Company Designer Job Number Model Name : : : : AL J24373 TYP PARAPET BRACING Checked By : __________ RISA-3D Version 21 [ J24373 - TYP PARAPET BRACE.r3d ]Page 2 Load Combinations Description Solve BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE ASD 5 (a)Yes DL 1 WL 0.6 2 ASCE ASD 6 (a)Yes DL 1 WL 0.45 LL 0.75 LLS 0.75 RLL 0.75 3 ASCE ASD 6 (b)Yes DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 4 ASCE ASD 6 (c)Yes DL 1 WL 0.45 LL 0.75 LLS 0.75 RL 0.75 5 ASCE ASD 7 Yes DL 0.6 WL 0.6 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 0 N1 max -52.553 4 -113.074 4 0 5 LOCKED 0 5 LOCKED 1 min -70.07 1 -150.765 1 0 1 LOCKED 0 1 LOCKED 2 N2 max -169.35 4 0 5 0 5 0 5 0 5 0 5 3 min -225.8 1 0 1 0 1 0 1 0 1 0 1 4 N5 max -84.806 4 150.765 5 0 5 0 5 LOCKED LOCKED 5 min -113.074 1 113.074 2 0 1 0 1 LOCKED LOCKED 6 N3 max NC NC NC NC LOCKED NC LOCKED 7 min NC NC NC NC LOCKED NC LOCKED 8 N4 max NC NC NC NC LOCKED NC 9 min NC NC NC NC LOCKED NC 10 Totals:max -306.708 4 0 4 0 5 11 min -408.944 1 0 1 0 1 Envelope Node Displacements Node Label X [in] LC Y [in] LC Z [in] LC X Rotation [rad] LC Y Rotation [rad] LC Z Rotation [rad] LC 0 N1 max 0 5 0 5 0 5 0 5 0 5 0 5 1 min 0 2 0 2 0 1 0 1 0 1 0 1 2 N2 max 0 5 0.002 5 0 5 0 5 0 5 1.111e-3 5 3 min 0 2 0.001 2 0 1 0 1 0 1 8.332e-4 2 4 N3 max 0.028 5 0.002 5 0 5 0 5 0 5 0 5 5 min 0.021 2 0.002 2 0 1 0 1 0 1 0 1 6 N4 max 0.005 5 0.002 5 0 5 0 5 0 5 -5.991e-4 4 7 min 0.004 2 0.002 2 0 1 0 1 0 1 -7.988e-4 1 8 N5 max 0 5 0 4 0 5 0 5 0 5 0 5 9 min 0 2 0 1 0 1 0 1 0 1 0 1 Envelope Member Section Forces MemberSec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 0 M1 1 max -113.074 4 70.07 5 0 5 0 5 0 5 0 5 1 min -150.765 1 52.553 2 0 1 0 1 0 1 0 1 2 2 max -113.074 4 -42.247 4 0 5 0 5 0 5 -50.86 4 3 min -150.765 1 -56.33 1 0 1 0 1 0 1 -67.813 1 4 3 max 0 5 0 5 0 5 0 5 0 5 0 5 5 min 0 1 0 1 0 1 0 1 0 1 0 1 6 M2 1 max 188.457 5 0 5 0 5 0 5 0 5 0 5 7 min 141.343 2 0 1 0 1 0 1 0 1 0 1 8 2 max 188.457 5 0 5 0 5 0 5 0 5 0 5 9 min 141.343 2 0 1 0 1 0 1 0 1 0 1 10 3 max 188.457 5 0 5 0 5 0 5 0 5 0 5 11 min 141.343 2 0 1 0 1 0 1 0 1 0 1 L-25 Company Designer Job Number Model Name : : : : AL J24373 TYP PARAPET BRACING Checked By : __________ RISA-3D Version 21 [ J24373 - TYP PARAPET BRACE.r3d ]Page 3 Envelope AWC NDS-12: ASD Member Wood Code Checks MemberShape Code Check Loc[ft]LC Shear CheckLoc[ft]Dir LC Fc' [psi] Ft' [psi] Fb1' [psi]Fb2' [psi] Fv' [psi] RB CL CP Eqn 0 M1 2X6 0.341 13.704 5 0.072 13.906 y 5 252.734 1196 1125.772 1872 288 24.0690.6010.1063.9-3 1 M2 2X6 0.078 5 5 0 5 z 5 292.095 1196 1816.379 1872 288 12.111 0.97 0.123 3.6.3 L-26 AL J24373 TOWER PARAPET BRACING SK-1 J24373 - TOWER PARAPET … L-27 Company Designer Job Number Model Name : : : : AL J24373 TOWER PARAPET BRACING Checked By : __________ RISA-3D Version 21 [ J24373 - TOWER PARAPET BRACE.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 0 14 0 3 N3 0 21.5 0 4 N4 0 18 0 5 N5 3 14 0 Node Boundary Conditions Node Label X [lb/in]Y [lb/in]Z [lb/in] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction 3 N3 Fixed 4 N5 Reaction Reaction Reaction Wood Properties Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] 1 STUD Solid Sawn Visually Graded Douglas Fir-Larch No.2 1 0.3 0.3 0.035 Wood Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 PARAPET 2X6 Column Rectangular STUD Typical 8.25 1.547 20.797 5.125 2 BRACE 2X6 HBrace Rectangular STUD Typical 8.25 1.547 20.797 5.125 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N3 PARAPET Column Rectangular STUD Typical 2 M2 N4 N5 BRACE HBrace Rectangular STUD Typical Wood Design Parameters Label Shape Length [ft] le2 [ft] le-bend top [ft]Cr y sway z sway 1 M1 PARAPET 21.5 0 Lbyy 2 M2 BRACE 5 Lbyy Member Distributed Loads (BLC 4 : WIND) Member LabelDirection Start Magnitude [lb/ft, F, ksf, lb-ft/ft] End Magnitude [lb/ft, F, ksf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 X 21.333 21.333 0 %100 2 M1 X 43.373 43.373 14 %100 Basic Load Cases BLC Description Category Distributed 1 DEAD DL 2 ROOF LIVE RLL 3 CEILING LOAD DL 4 WIND WL 2 5 SEISMIC EL L-28 Company Designer Job Number Model Name : : : : AL J24373 TOWER PARAPET BRACING Checked By : __________ RISA-3D Version 21 [ J24373 - TOWER PARAPET BRACE.r3d ]Page 2 Load Combinations Description Solve BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE ASD 5 (a)Yes DL 1 WL 0.6 2 ASCE ASD 6 (a)Yes DL 1 WL 0.45 LL 0.75 LLS 0.75 RLL 0.75 3 ASCE ASD 6 (b)Yes DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 4 ASCE ASD 6 (c)Yes DL 1 WL 0.45 LL 0.75 LLS 0.75 RL 0.75 5 ASCE ASD 7 Yes DL 0.6 WL 0.6 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 0 N1 max -54.241 4 -212.508 4 0 5 LOCKED 0 5 LOCKED 1 min -72.322 1 -283.344 1 0 1 LOCKED 0 1 LOCKED 2 N2 max -139.163 4 0 5 0 5 0 5 0 5 0 5 3 min -185.55 1 0 1 0 1 0 1 0 1 0 1 4 N5 max -159.381 4 283.344 5 0 5 0 5 LOCKED LOCKED 5 min -212.508 1 212.508 2 0 1 0 1 LOCKED LOCKED 6 N3 max NC NC NC NC LOCKED NC LOCKED 7 min NC NC NC NC LOCKED NC LOCKED 8 N4 max NC NC NC NC LOCKED NC 9 min NC NC NC NC LOCKED NC 10 Totals:max -352.785 4 0 5 0 5 11 min -470.38 1 0 2 0 1 Envelope Node Displacements Node Label X [in] LC Y [in] LC Z [in] LC X Rotation [rad] LC Y Rotation [rad] LC Z Rotation [rad] LC 0 N1 max 0 5 0 5 0 5 0 5 0 5 0 5 1 min 0 2 0 2 0 1 0 1 0 1 0 1 2 N2 max 0 5 0.004 5 0 5 0 5 0 5 1.449e-3 5 3 min 0 2 0.003 2 0 1 0 1 0 1 1.087e-3 2 4 N3 max 0.123 5 0.005 5 0 5 0 5 0 5 0 5 5 min 0.092 2 0.003 2 0 1 0 1 0 1 0 1 6 N4 max 0.009 5 0.005 5 0 5 0 5 0 5 -1.355e-3 4 7 min 0.007 2 0.003 2 0 1 0 1 0 1 -1.806e-3 1 8 N5 max 0 5 0 4 0 5 0 5 0 5 0 5 9 min 0 2 0 1 0 1 0 1 0 1 0 1 Envelope Member Section Forces MemberSec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 0 M1 1 max -212.508 4 72.322 5 0 5 0 5 0 5 0 5 1 min -283.344 1 54.241 2 0 1 0 1 0 1 0 1 2 2 max -212.508 4 -48.959 4 0 5 0 5 0 5 -28.377 4 3 min -283.344 1 -65.278 1 0 1 0 1 0 1 -37.836 1 4 3 max 0 5 0 5 0 5 0 5 0 5 0 5 5 min 0 1 0 1 0 1 0 1 0 1 0 1 6 M2 1 max 354.18 5 0 5 0 5 0 5 0 5 0 5 7 min 265.635 2 0 1 0 1 0 1 0 1 0 1 8 2 max 354.18 5 0 5 0 5 0 5 0 5 0 5 9 min 265.635 2 0 1 0 1 0 1 0 1 0 1 10 3 max 354.18 5 0 5 0 5 0 5 0 5 0 5 11 min 265.635 2 0 1 0 1 0 1 0 1 0 1 L-29 Company Designer Job Number Model Name : : : : AL J24373 TOWER PARAPET BRACING Checked By : __________ RISA-3D Version 21 [ J24373 - TOWER PARAPET BRACE.r3d ]Page 3 Envelope AWC NDS-12: ASD Member Wood Code Checks MemberShape Code Check Loc[ft]LC Shear CheckLoc[ft] Dir LC Fc' [psi] Ft' [psi] Fb1' [psi]Fb2' [psi] Fv' [psi] RB CL CP Eqn 0 M1 2X6 0.362 14.041 5 0.081 18.209 y 5 214.102 1196 1045.93 1872 288 25.1130.559 0.09 3.9-3 1 M2 2X6 0.147 5 5 0 5 z 5 292.095 1196 1816.379 1872 288 12.111 0.97 0.123 3.6.3 L-30 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT W =1.76 kips CM HEIGHT H =4.00 ft, 2/3 total height LAG SCREW DIAMETER φ =1/4 in, NDS APP. L LAG SCREW LENGTH Long =3 1/2 in, NDS APP. L ANCHORAGE LENGTH L =7 ft L EDGE NL =3 per line LAG SCREW SPACING ANCHORAGE WIDTH B =5 ft B EDGE NB =3 per line LAG SCREW SPACING [THE ANCHORAGE, USING 1/4" x 3.5" LAG SCREWS, IS ADEQUATE.] ALLOWABLE TENSION & SHEAR VALUES Z ' = CD C C Z =503 lbs where C = p / (8D) =1.628 p = S + (T-E) - (Diaphragm Thk) - t = 3.256 in Diaphragm Thk = 0.298 in (0.298 for 15/32, 0.319 for 19/32, UBC Table 23-2-H, page 3-420) t = 0.134 in (10 gage, NDS Tab 12K) C =0.92 (NDS 10.3.6) Z =210 lbs (NDS Tab 12K) Z ' = CD C C Z 335 lbs Z =140 lbs (NDS Tab 12K) where W =378 lbs / in (NDS Tab 12.2A) DESIGN LOADS FH = F =(KH) MAX{ 0.3SD I W , MIN[ 0.4CARSDSI (1+2.5z/h)/R W , 1.6SDSI W ] }, (ASCE 7-22, Sec. 13.3.1) =1 MAX{ 0.39W , MIN[ 1.05W , 2.10W ]} where =1.23 W , (SD)I =1.5 (ASCE Sec. 13.1.3) =0.88 W , (ASD) =1.54 kips R =1.5 (ASCE Tab. 13.6-1) FV = KV W =0.13 W , (ASD) =0.22 kips, up & down z =14.5 ft MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE <MOT ,therefore design tension anchors. <MOT ,therefore design tension anchors. TENSION LOAD AT CORNER LAG SCREW T = (FV -0.9 W) / A + MOT y / I =123 lbs / bolt T = (FV -0.9 W) / A + MOT y / I =241 lbs / bolt where A = 2(NL + NB) -4 =8 (total bolts)where I = ΣY 2 =5400 I = ΣX 2 =10584 y = 0.5 B =30 in y = 0.5 L =42 in SHEAR LOAD AT EACH LAG SCREW CHECK CORNER SCREW CAPACITY AT COMBINED LATERAL AND WITHDRAWAL LOADS Za ' = Z '(W ' p) / (Z 'sin α + W'p cos α)(NDS 12.4-1) =613 lbs / bolt > [TL2 + V2 ]0.5 =229 lbs / bolt [SATISFACTORY] where α = tan-1 α + W'p cos2α)(NDS 12.4-1) =615 lbs / bolt > [TB2 + V2 ]0.5 =308 lbs / bolt [SATISFACTORY] where θ = tan-1 Equipment Anchorage to Wood Roof Based on NDS 2018 / 2021 IBC / 2022 CBC L-31 BETTER BUZZ SANTA ANA AL AMOR ARCHITECTURE CORP 1/28/2025 J24373 Page: 45 DEGREES TO RAFTER ABOVE (CAPACITY = 209#/WIRE) 1.0 𝐹𝐹𝑃𝑃=0.4 ∗ 𝑎𝑎𝑃𝑃∗ 𝑆𝑆𝐷𝐷𝐷𝐷∗ 𝑊𝑊𝑃𝑃∗(1 + 2 �𝑧𝑧ℎ)�𝑅𝑅𝑃𝑃𝐼𝐼 ===�=𝑊𝑊𝑃𝑃𝑆𝑆𝐷𝐷𝐷𝐷 L-32 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)=C Importance factor, 1.0 only, (Table 1.5-2)I =1.00 mph, (152.89 kph) Height of top h =3 ft, (0.91 m) Vertical dimension (for wall, s = h)s =1.5 ft, (0.46 m) Horizontal dimension B =2 ft, (0.61 m) Dimension of return corner L =0.5 ft, (0.15 m) DESIGN SUMMARY Max horizontal wind pressure p =25 psf, (1178 Max total horizontal force at centroid of base F =0.07 kips, (0 kN) Max bending moment at centroid of base M =0.17 ft-kips, (0 kN-m) Max torsion at centroid of base T =0.03 ft-kips, (0 kN-m) ANALYSIS =16.69 psf where:K =1.00 , (Tab. 26.9-1 page 275) K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)=0.85 Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 h = height of top =3.00 ft (Sec. 29.3.1) =25 psf =0.07 kips M = F (h - 0.5s) for sign, F (0.55h) for wall =0.17 ft-kips T ==0.00 ft-kips where:=0.85 C = net force coefficient. (Fig. 29.3-1, page 301)1.73 A = B s =3.0 ft2 (Sec. 29.3.1) =25 psf =0.07 kips =0.17 ft-kips =0.03 ft-kips (Sec. 29.4.1) Σ p As Σ [ F (h - 0.5s) for sign, F (0.55h) for wall ] Σ Ts s Distance 0 (ft)(Fig. 29.3-1) 2.25 1 1.5 2.250 32 2.25 0.07 0.16 0.02 1.50 2 1.50 3 1.50 4 1.50 5 1.50 10 1.50 B 2.0 1.500 21 0.75 0.02 0.04 -0.01 Σ 0.09 0.20 0.01 <== Case C may not be considered, footnote 3 of Fig. 6-20 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 L-33 Pole Footing Embedded in Soil LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:SIGN FOOTING Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) General Information Circula 12.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . in llow Passive . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +0.60WGoverning Load Combinatio Lateral Load 0.0340 Moment 0.1020 k-ft Minimum Required Depth 1.750 ft k NO Ground Surface Restraint Pressures at 1/3 Depth ctual 138.712 psf llowable 140.505 psf Controlling Values ft^2Footing Base Area 0.7854 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.05667 3.0 k k k k k k k ft Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 0.13 1.0000.0 138.70.034 0.102+0.60W 1.75 1.000140.5 125.20.026 0.077+0.450W 1.63 1.000125.8 L-34 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)=C Importance factor, 1.0 only, (Table 1.5-2)I =1.00 mph, (152.89 kph) Height of top h =10 ft, (3.05 m) Vertical dimension (for wall, s = h)s =10 ft, (3.05 m) Horizontal dimension B =7.5 ft, (2.29 m) Dimension of return corner L =1 ft, (0.30 m) DESIGN SUMMARY Max horizontal wind pressure p =21 psf, (1019 Max total horizontal force at centroid of base F =1.60 kips, (7 kN) Max bending moment at centroid of base M =8.78 ft-kips, (12 kN-m) Max torsion at centroid of base T =2.39 ft-kips, (3 kN-m) ANALYSIS =16.69 psf where:K =1.00 , (Tab. 26.9-1 page 275) K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)=0.85 Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 h = height of top =10.00 ft (Sec. 29.3.1) =21 psf =1.60 kips M = F (h - 0.5s) for sign, F (0.55h) for wall =8.78 ft-kips T ==0.00 ft-kips where:=0.85 C = net force coefficient. (Fig. 29.3-1, page 301)1.50 A = B s =75.0 ft2 (Sec. 29.3.1) =21 psf =1.60 kips =8.78 ft-kips =2.39 ft-kips (Sec. 29.4.1) Σ p As Σ [ F (h - 0.5s) for sign, F (0.55h) for wall ] Σ Ts s Distance 0 (ft)(Fig. 29.3-1) 2.25 1 7.5 1.800 26 75 1.92 10.54 0.00 1.50 2 1.50 3 1.50 4 1.50 5 1.50 10 1.50 B 7.5 1.200 17 0 0.00 0.00 0.00 Σ 1.92 10.54 0.00 <== Case C may not be considered, footnote 3 of Fig. 6-20 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 L-35 Pole Footing Embedded in Soil LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:MENU FOOTING Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) General Information Circula 30.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . in llow Passive . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +0.60WGoverning Load Combinatio Lateral Load 0.5268 Moment 5.268 k-ft Minimum Required Depth 4.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth ctual 373.581 psf llowable 375.826 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.8780 10.0 k k k k k k k ft Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 0.13 1.0000.0 373.60.527 5.268+0.60W 4.63 1.000375.8 336.20.395 3.951+0.450W 4.13 1.000338.0 L-36 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)=C Importance factor, 1.0 only, (Table 1.5-2)I =1.00 mph, (152.89 kph) Height of top h =9.5 ft, (2.90 m) Vertical dimension (for wall, s = h)s =0.5 ft, (0.15 m) Horizontal dimension B =8 ft, (2.44 m) Dimension of return corner L =0.5 ft, (0.15 m) DESIGN SUMMARY Max horizontal wind pressure p =43 psf, (2052 Max total horizontal force at centroid of base F =0.11 kips, (0 kN) Max bending moment at centroid of base M =0.99 ft-kips, (1 kN-m) Max torsion at centroid of base T =0.17 ft-kips, (0 kN-m) ANALYSIS =16.69 psf where:K =1.00 , (Tab. 26.9-1 page 275) K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)=0.85 Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 h = height of top =9.50 ft (Sec. 29.3.1) =27 psf =0.11 kips M = F (h - 0.5s) for sign, F (0.55h) for wall =0.99 ft-kips T ==0.00 ft-kips where:=0.85 C = net force coefficient. (Fig. 29.3-1, page 301)1.88 A = B s =4.0 ft2 (Sec. 29.3.1) =27 psf =0.11 kips =0.99 ft-kips =0.17 ft-kips (Sec. 29.4.1) Σ p As Σ [ F (h - 0.5s) for sign, F (0.55h) for wall ] Σ Ts s Distance 0 (ft)(Fig. 29.3-1) 3.02 1 0.5 3.021 43 0.25 0.01 0.10 0.04 2.60 2 1.0 2.595 37 0.25 0.01 0.09 0.03 2.00 3 1.5 1.995 28 0.25 0.01 0.07 0.02 1.53 4 2.0 1.533 22 0.25 0.01 0.05 0.01 1.40 5 2.5 1.397 20 0.25 0.00 0.05 0.01 0.92 10 5.0 0.919 13 0.25 0.00 0.03 0.00 0.55 B 8.0 0.550 8 1.5 0.01 0.11 -0.03 Σ 0.05 0.48 0.08 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 L-37 Pole Footing Embedded in Soil LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CLEARANCE BAR FOOTING Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) General Information Circula 24.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . in llow Passive . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +0.60WGoverning Load Combinatio Lateral Load 0.06252 Moment 0.5939 k-ft Minimum Required Depth 2.250 ft k NO Ground Surface Restraint Pressures at 1/3 Depth ctual 184.451 psf llowable 186.201 psf Controlling Values ft^2Footing Base Area 3.142 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.1042 9.50 k k k k k k k ft Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 0.13 1.0000.0 184.50.063 0.594+0.60W 2.25 1.000186.2 167.40.047 0.445+0.450W 2.13 1.000167.8 L-38 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)=C Importance factor, 1.0 only, (Table 1.5-2)I =1.00 mph, (152.89 kph) Height of top h =27.5 ft, (8.38 m) Vertical dimension (for wall, s = h)s =2 ft, (0.61 m) Horizontal dimension B =6 ft, (1.83 m) Dimension of return corner L =2 ft, (0.61 m) DESIGN SUMMARY Max horizontal wind pressure p =42 psf, (1995 Max total horizontal force at centroid of base F =0.35 kips, (2 kN) Max bending moment at centroid of base M =9.30 ft-kips, (13 kN-m) Max torsion at centroid of base T =0.42 ft-kips, (1 kN-m) ANALYSIS =18.85 psf where:K =1.00 , (Tab. 26.9-1 page 275) K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)=0.96 Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 h = height of top =27.50 ft (Sec. 29.3.1) =29 psf =0.35 kips M = F (h - 0.5s) for sign, F (0.55h) for wall =9.30 ft-kips T ==0.00 ft-kips where:=0.85 C = net force coefficient. (Fig. 29.3-1, page 301)1.83 A = B s =12.0 ft2 (Sec. 29.3.1) =29 psf =0.35 kips =9.30 ft-kips =0.42 ft-kips (Sec. 29.4.1) Σ p As Σ [ F (h - 0.5s) for sign, F (0.55h) for wall ] Σ Ts s Distance 0 (ft)(Fig. 29.3-1) 2.60 1 2.0 2.600 42 4 0.17 4.42 0.33 1.70 2 4.0 1.700 27 4 0.11 2.89 0.00 1.15 3 6.0 1.150 18 4 0.07 1.95 -0.15 1.15 4 1.15 5 1.15 10 1.15 B 6.0 1.150 18 0 0.00 0.00 0.00 Σ 0.35 9.26 0.19 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 L-39 Pole Footing Embedded in Soil LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:LIGHT POLE FOOTING Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) General Information Circula 24.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . in llow Passive . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +0.60WGoverning Load Combinatio Lateral Load 0.2029 Moment 5.580 k-ft Minimum Required Depth 4.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth ctual 384.709 psf llowable 385.051 psf Controlling Values ft^2Footing Base Area 3.142 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.3382 27.50 k k k k k k k ft Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface 0.0 0.0 0.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 0.13 1.0000.0 384.70.203 5.580+0.60W 4.63 1.000385.1 347.80.152 4.185+0.450W 4.25 1.000348.5 L-40 FOUNDATION DESIGN 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 fax 858.535.1989 www. lovelaceeng.com JOB J24373 - BETTER BUZZ SANTA ANA SHEET NO.F-1 CALCULATED BY AL CHECKED BY SCALE OF DATE DATE F-1 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 fax 858.535.1989 www. lovelaceeng.com FOUNDATION DESIGN JOB J24373 - BETTER BUZZ SANTA ANA SHEET NO.F-2 CALCULATED BY AL CHECKED BY SCALE OF DATE DATE F-2 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA & DESIGN SUMMARY SPECIAL INSPECTION ( 0=NO, 1=YES )1 Yes TYPE OF MASONRY ( 1=CMU, 2=BRICK )1 CMU CONCRETE STRENGTH Causion, 2021 IBC 1808.8.1 PASSIVE SOIL PRESSURE ALLOW SOIL PRESSURE a FRICTION COEFFICIENT µ=0.35 SOIL SPECIFIC WEIGHT γs =110 pcf SOIL OVER p WALL LATERAL FORCE, ASD HEIGHT OF STEM H =6.66667 ft THICKNESS OF WALL t =8 in FOOTING WIDTH L =2.5 ft FOOTING THICKNESS f [THE WALL DESIGN IS ADEQUATE.] ANALYSIS SERVICE LOADS HLat Lat p p p f wγ m γc =0.56 kips / ft Ws = hp (L - t) γs 0.13 kips / ft FACTORED LOADS γHLat Lat γHp p γW w w γW f f γW s s OVERTURNING MOMENT H γH y H y Lat 4.8333333 Σ 0.14 0.22 0.68 RESISTING MOMENT W x W x γW x s OVERTURNING FACTOR OF SAFETY f w >1.5 Σ 1.27 1.59 1.91 [Satisfactory] CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) =0.53 ft <L / 3 <Q a [Satisfactory] Free Standing Masonry Wall Design Based on TMS 402-16/13 & ACI 318-19 γH y γW 0.16 WxSFHy Σ= =Σ 2 L Wx HyeW Σ −Σ= −Σ 61 ,6 2 ,3 (0.5 ) 6 MAX eW LLfor eqBL W Lfor eB L e  Σ +  ≤=Σ >− F-3 (cont'd) CHECK FLEXURE CAPACITY, AS,1, FOR STEM (TMS 402 8.3.3) where <== Based on effective section area. d =3.82 in , <== Based on TMS 402 6.1.3.5 ρ =0.005 andM allowable =1.17 ft-kips ,>M [Satisfactory] (TMS 402 8.3.6) =0.14 kips / ft =1.99 kips / ft >V (ACI 318-19 13, 21, & 22) =0.013 =0.001 =0.15 ft-kips =1.06E-05 where d S <A S, 3 =0.23 in2 / ft [Satisfactory] CHECK FLEXURE CAPACITY, AS,2, FOR FOOTING (ACI 318-19 13, 21, & 22) where d ',3 '20.85 1 1 0.383 u c c y Mfb fd fρ  − −   = 0.0018 2 f MIN h dρ= ( )( )() ( )( ) 2 ,3 , ,3 2 ,3 20.5 ,24 2 6 6 0.5 ,4 2 6 6 u u heel s f u u u s f u bq qL t L t LL t forW W eLMbqL t L t S LforW W eL γ γ γ γ +− − −  + −≤    =− − + − >   ( )()1 2 1t n nA A ρ= + − =().a tP half col weightfA+==T wM V hM=+ =( )22 1 2t n s anI I A  = + − =  m a bf f f= + = ',2 '20.85 1 1 0.383 u c c y Mfb fd fρ  − −   = 4 0.0018,3 2 f MIN hMINdρρ =   ( )2 2 ,4 , ,2 2 2 26 2 u u toe f u bq q L t L tWML γ+− −   =−       ' 10.85 MAX f c u f u ty β ερε ε=+ ' 10.85 MAX f c u f u ty β ερε ε=+ 2 2 Latw HM=wPW= 1 ,2 3 2 3 2 3 e e allowable b s sw kd kd kdt tMIN kd d P d d PbMFAF        =− −− − + −                 LatVH= '1.125allowable w mdfV b= F-4 (cont'd) <A S, 2 =0.47 in2 / ft [Satisfactory] CHECK SLIDING CAPACITY (2021 IBC 1807.2.3) Lat <Hpµ Σ W =1.03 kips / ft [Satisfactory] 0.01 F-5 858.535.9111 | fax 858.535.1989 | www.lovelaceeng.com 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 STRUCTURAL CALCULATIONS (LIGHT POLE FOOTING CALCULATION) DATE: SEPTEMBER 6, 2024 PROJECT: BETTER BUZZ SANTA ANA 1601 N BRISTOL ST SANTA ANA, CA 92706 DESIGNER: AMOR ARCHITECTURAL CORP 9431 HAVEN AVENUE, STE. 212 RANCHO CUCAMONGA, CA 91730 JOB: J24373 9/6/24 ASCE Hazards Report Address: 1601 N Bristol St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.758813 Risk Category:II Longitude:-117.884733 Soil Class:D - Default (see Section 11.4.3) Elevation:107.74059590504804 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Fri Aug 02 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Fri Aug 02 2024 SS : 1.314 S1 : 0.468 F a : 1.2 F v : N/A SMS : 1.577 SM1 : N/A SDS : 1.052 SD1 : N/A T L : 8 PGA : 0.556 PGA M : 0.667 F PGA : 1.2 Ie : 1 C v : 1.363 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Fri Aug 02 2024 Page 2 of 3https://ascehazardtool.org/Fri Aug 02 2024 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. 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Page 3 of 3https://ascehazardtool.org/Fri Aug 02 2024 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)=C Importance factor, 1.0 only, (Table 1.5-2)I =1.00 mph, (152.89 kph) Height of top h =27.5 ft, (8.38 m) Vertical dimension (for wall, s = h)s =2 ft, (0.61 m) Horizontal dimension B =6 ft, (1.83 m) Dimension of return corner L =2 ft, (0.61 m) DESIGN SUMMARY Max horizontal wind pressure p =42 psf, (1995 Max total horizontal force at centroid of base F =0.35 kips, (2 kN) Max bending moment at centroid of base M =9.30 ft-kips, (13 kN-m) Max torsion at centroid of base T =0.42 ft-kips, (1 kN-m) ANALYSIS =18.85 psf where:K =1.00 , (Tab. 26.9-1 page 275) K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)=0.96 Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 h = height of top =27.50 ft (Sec. 29.3.1) =29 psf =0.35 kips M = F (h - 0.5s) for sign, F (0.55h) for wall =9.30 ft-kips T ==0.00 ft-kips where:=0.85 C = net force coefficient. (Fig. 29.3-1, page 301)1.83 A = B s =12.0 ft2 (Sec. 29.3.1) =29 psf =0.35 kips =9.30 ft-kips =0.42 ft-kips (Sec. 29.4.1) Σ p As Σ [ F (h - 0.5s) for sign, F (0.55h) for wall ] Σ Ts s Distance 0 (ft)(Fig. 29.3-1) 2.60 1 2.0 2.600 42 4 0.17 4.42 0.33 1.70 2 4.0 1.700 27 4 0.11 2.89 0.00 1.15 3 6.0 1.150 18 4 0.07 1.95 -0.15 1.15 4 1.15 5 1.15 10 1.15 B 6.0 1.150 18 0 0.00 0.00 0.00 Σ 0.35 9.26 0.19 AMOR ARCHITECTURAL CORP AL J24373 Pole Footing Embedded in Soil LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION:LIGHT POLE FOOTING Lovelace Engineering, Inc. 10509 Vista Sorrento Pkwy, Ste. 102 San Diego, CA 92121 Project File: J24373 - VERTICAL.ec6 Project Title:BETTER BUZZ SANTA ANA Engineer:L Pro ect ID:J24373 Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) General Information Circula 24.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . in llow Passive . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . psf Calculate Min. Depth for Allowable Pressures +0.60WGoverning Load Combinatio Lateral Load 0.2029 Moment 5.580 k-ft Minimum Required Depth 4.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth ctual 384.709 psf llowable 385.051 psf Controlling Values ft^2Footing Base Area 3.142 Maximum Soil Pressure 0.0 ksf k k k k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.3382 27.50 k k k k k k k ft Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface 0.0 0.0 0.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 0.13 1.0000.0 384.70.203 5.580+0.60W 4.63 1.000385.1 347.80.152 4.185+0.450W 4.25 1.000348.5 A.G.LGEOTECHNICA CITY OF SANTA ANA Planning and Building Agency may, lS. Approved IFIQR . ERMIT ISSUANCE 16555 Sherman Way, Suite A - Van Nuys, CA 91406 - Office: (818) 785-5244 - Facsimile: (818) 785-6251 August 29, 2022 Mr. Amir Houriani 714 S. Plymouth Blvd. Los Angeles, CA 90005 Master ID: Date: Prol ct No. 32-6235-00 Subject: GEOTECHNICAL INVESTIGATION AND PERCOLATION TESTING RESULTS Proposed 1-Story Drive-Thru Restaurant Building On -Grade 1601 - 1607 N. Bristol Street Santa Ana, California Dear Mr. Houriani: This report presents the results of the soils investigation and percolation testing results for the proposed 1-story drive-thru restaurant building. The purpose of this investigation was to assess the geotechnical conditions of the site and provide design recommendations for the proposed development. The investigation consisted of field exploration, laboratory testing, percolation testing, engineering analyses of field and laboratory data, and preparation of this report. The scope of geotechnical services provided did not include an environmental site assessment for the presence of hazardous/toxic materials in the on -site soils and is beyond the scope of this investigation. We appreciate the opportunity to be of service. If you should have any questions regarding this report, please contact this office. Respectfully submitte A.G.I. OT NI INC. Br e Smith, R.G.E. 2673 Senior Engineer INN 11�11.-7 Distribution: (3) Mr. Amir Houriani �OQ?,OFESS/ON�I gR U C,6�3�/F` 2 m No.2673 y * Exp.06-30-24 \s'Tc�OTECHN��P��P TF0 CAUW Enclosures: Location Map (Figure 1) Site Plan (Figure 2) Plot Plan (Figure 3) Boring Logs Laboratory Test Results U.S. Seismic Design Map USGS Deaggregations Liquefaction Analysis Shrinkage/Bulking Determination Bearing Capacity Analysis Percolation Test Reports Slot Cut Stability Analysis Quadrangle Location Map Groundwater Map Engineering Geology - Soil Engineering CITY OF SANTA ANA Planning and Building Agency TABLE OF CONTENTS INTRODUCTION...................................................................................... SITECONDITIONS........................................................................................ Approved FOR PERMIT ISSUANCE Master ID: Date: ......................1 PROPOSEDDEVELOPMENT................................................................................................1 FIELDEXPLORATION............................................................................................................1 SUBSURFACE CONDITIONS.................................................................................................2 SoilProfile............................................................................................................................2 Groundwater........................................................................................................................2 SEISMICHAZARDS................................................................................................................2 SurfaceRupture...................................................................................................................2 Liquefaction.......................................................................................................................... 3 Landslides............................................................................................................................3 SEISMIC DESIGN CRITERIA..................................................................................................3 LiquefactionPotential...........................................................................................................3 California Building Code Seismic Parameters.......................................................................4 LABORATORY TESTING...............................................................................................5 CLASSIFICATION...................................................................................................................6 LOAD CONSOLIDATION TEST (ASTM:D-2435).....................................................................6 DIRECT SHEAR TESTS (ASTM:D-3080)................................................................................6 GRAIN SIZE DISTRIBUTION (ASTM:D-422)...........................................................................6 ATTERBERG LIMITS (ASTM:D-4318).....................................................................................6 MAXIMUM DENSITY/OPTIMUM MOISTURE (ASTM:D-1557)................................................7 EXPANSION TEST (ASTM:D-4829)........................................................................................7 CONCLUSIONS AND RECOMMENDATIONS...............................................................7 GENERAL...............................................................................................................................7 SITEPREPARATION / GRADING...........................................................................................7 FILLPLACEMENT...................................................................................................................8 FOUNDATIONDESIGN..........................................................................................................9 Typeof Foundation..............................................................................................................9 SoilBearing Pressure...........................................................................................................9 Settlement............................................................................................................................9 SLABS -ON -GRADE ................................................................................................................. 9 LATERAL RESISTANCE.......................................................................................................10 RETAININGWALLS..............................................................................................................10 PAVEMENT SECTIONS........................................................................................................11 ON -SITE INFILTRATION FACILITIES...................................................................................12 CONSTRUCTIONCUTS.......................................................................................................13 EXCAVATION OBSERVATIONS...........................................................................................13 DRAINAGE............................................................................................................................13 REVIEW................................................................................................................................14 REGULATORY AGENCY REVIEW AND ADDITIONAL CONSULTING ................................14 COMMENTS..................................................................................................................14 A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Lz1 Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 INTRODUCTION SITE CONDITIONS CITY OF SANTA ANA Planning and Building Agency ,fir �s-v PageApproved FOR PERMIT ISSUANCE Master ID: Date: The subject site is located at 1601 - 1607 North Bristol Street in the city of Santa Ana, California. The site encompasses an approximate area of 18,300 square feet and is currently an undeveloped vacant lot. The site is bound by North Bristol Street to the west, by commercial/residential properties to the east and south, and by a vacant parking lot to the north. The topography at and in the vicinity of the site is relatively level with minor ground surface elevation changes. Drainage at the site primarily occurs by infiltration into the existing surface. The surrounding developments consist primarily of residential and commercial structures. The location of the site is shown on the enclosed Location Map, (Figure 1). PROPOSED DEVELOPMENT The proposed development consists of a 1-story drive-thru restaurant building on -grade with adjacent parking areas and driveways. Structural loads are estimated to range from three to five kips per linear foot for continuous footings and 20 to 50 kips for isolated footings. Miscellaneous improvements including paved walkways, a new driveway, landscaped areas, and a perimeter block are anticipated to be incorporated into the development. The layout of the proposed development is shown on the enclosed Site Plan, (Figure 2). FIELD EXPLORATION Subsurface conditions were explored by drilling two exploratory borings at the locations shown on enclosed the Plot Plan, (Figure 3). The borings were advanced to a maximum depth of 51.5 feet below the existing grade using a truck mounted drill rig equipped with 8-inch diameter hollow stem augers. The drilling of the borings was supervised by our field geologist who classified and logged the in -situ materials. Undisturbed and bulk samples were collected at regular intervals appropriate to the investigation. The undisturbed samples were sealed immediately in watertight containers for shipment to our laboratory. Soil samplers used for the field exploration included a 2.50-inch inside diameter (I.D.) split barrel sampler lined with 1-inch brass rings (Modified California Sampler, MC) and a 1.5-inch I.D. Standard Penetration Test (SPT) split spoon sampler. Samplers used in the exploratory borings were driven by a 140-pound hammer falling from a height of 30 inches. The number of blows to drive the samplers 18 inches in three six-inch increments is reported on the enclosed Boring Logs. A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 L Office: (818)785-5244 • Facsimile: (818)785-6251 CITY OF SANTA ANA Planning and Building Agency Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 SUBSURFACE CONDITIONS Soil Profile PageApproved FOR PERMIT ISSUANCE Master ID: Date: The in -situ materials encountered during field exploration consisted of native alluvial soils. The alluvium comprises firm to very stiff lean clays with varying amounts of sands and loose to dense clayey sands. The moisture condition of the soils ranged from slightly moist to wet. No artificial fill was encountered in the borings. More detailed descriptions of the soils encountered may be obtained from the individual log of the exploratory borings enclosed in this report. Groundwater Perched water was encountered in exploratory Boring B-1 at a depth of about 50 feet below existing grade. According to the Seismic Hazard Zone Report of the Anaheim 7.5-Minute Quadrangle (CDMG, 1997), the historically highest groundwater level is approximately 40 feet below the ground surface. Groundwater conditions below any given site fluctuate due to various factors including seasonal precipitation, local irrigation, stormwater recharge, and pumping. SEISMIC HAZARDS The subject site is situated in a seismically active region. The primary seismic hazard is moderate to strong ground shaking caused by an earthquake on local or regional faults. The potential for other seismic -induced hazards have been evaluated and are discussed below. Surface Rupture The Alquist-Priolo Earthquake Fault Zoning Act requires the California Geological Survey (CGS) to zone "active faults" within the State of California. "Active" faults, as defined by CGS, have exhibited surface displacement within the last 11,000 years. It is this recent fault movement that the CGS considers a characteristic for faults that have a relatively high potential for ground rupture in the future. CGS policy is to delineate a boundary from 200 to 500 feet wide on each side of the known fault trace based on the location precision, the complexity, or the regional significance of the fault. If a site lies within an Earthquake Fault Zone, a geologic fault rupture investigation must be performed that demonstrates that the proposed building site is not threatened by surface displacement from the fault before development permits may be issued. Review of the Earthquake Zones of Required Investigation for the Anaheim Quadrangle indicates that the subject site is not located within an Alquist-Priolo Earthquake Fault Zone. Based on this data, the potential for surface rupture resulting from the movement of nearby faults is low. n �u A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 L ;� Office: (818)785-5244 • Facsimile: (818)785-6251 CITY OF SANTA ANA Planning and Building Agency Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 Liquefaction PageApproved FOR PERMIT ISSUANCE Master ID: Date: Liquefaction is the sudden decrease in the strength and stiffness of unconsolidated, saturated cohesionless soils typically resulting from seismic ground shaking. For soils to liquefy, the intensity and duration of the seismically induced cyclic loading must be enough to increase the excess pore water pressures to such an extent that the effective stresses on the soil particles reduces to zero. If liquefaction is initiated, the saturated soils behave temporarily as a viscous fluid and consequently lose their capacity to support the structures founded on them. The potential for liquefaction decreases with increasing clay and gravel content. Liquefaction potential has been found to be the greatest where the groundwater level and loose cohesionless soils occur within 50 feet of the ground surface. According to the Seismic Hazards Zone Map for the Anaheim Quadrangle, the site is located in a liquefiable area. This determination is based on groundwater depth records, soil type, and distance to a fault capable of producing a substantial earthquake. Based on these conditions, site -specific liquefaction analyses were performed to determine the presence of liquefiable materials at the subject site and its potential effects. Landslides Seismically induced slope instability, mainly in the form of landslides, are common occurrences during or soon after earthquakes. Review of the Seismic Hazard Zones Map of the Anaheim Quadrangle indicates that the site is not located within a designated earthquake -induced landslide zone. In the absence of significant ground slopes near the subject site, the potential for seismically induced landslides to affect the proposed development site is low. SEISMIC DESIGN CRITERIA Liauefaction Potenti To assess the potential for liquefaction, a site -specific liquefaction analysis was performed in accordance with the provisions of Special Publication 117A Guidelines for Evaluating and Mitigating Seismic Hazards in California (CGS, 2008). The analysis was conducted based on empirical correlations with Standard Penetration Test (SPT) data obtained from Boring B-1 along with laboratory testing of collected soil samples. The laboratory tests focused on determining the fines content defined as the percentage passing the Number 200 sieve of the in -situ soils. Results of these laboratory tests are presented on the enclosed Boring Log B-1, Section 11.8.3 of ASCE 7-16 indicates that the potential for liquefaction shall be evaluated using a site -modified peak ground acceleration (PGAm) corresponding to the Maximum Considered Earthquake (MCEG). The OSHPD Seismic Design Maps Tool yielded a site modified peak ground acceleration (PGAm) of 0.612g. The USGS Probabilistic Seismic Hazard Analysis Deaggregation program (USGS, 2014) was used to determine the magnitude of the Maximum Considered Earthquake (MCEc). The predominant earthquake magnitude correlated to a seismic event of 10% probability of exceedance in 50 years (475-year return period). A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 L Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607 N. Bristol Street August 29, 2022 The Deaggregation program yielded a mean magnitude (MW) of 6.61 for the liquefaction potential evaluation was performed using a magnitude 6.61 earf ground acceleration of 0.612g. CITY OF SANTA ANA Planning and Building Agency Y " S. PageA►pproved FOR PERMIT ISSUANCE Master ID: , the Based on criteria set forth in CGS Special Publication SP117A, a factor of safety against the occurrence of liquefaction greater than about 1.3 can be considered an acceptable level of risk where high -quality, site -specific penetration resistance and geotechnical laboratory data is collected. Seismic settlement calculations are included in this report. Results of the liquefaction analysis are summarized below: Return Period Peak Ground Acceleration (g)(') Moment Mean M �Mw�ude Factor of Safety Total Liquefaction Settlement in 475 ears 0.612 6.61 1.3 0.50" NOTES: 1) From U.S. Seismic Design Maps website: https:Hseismicmaps.org 2) From USGS Deaggregation website: https:Hearthguake.usgsgov/hazards/interactive//hazards/interactive/ The seismically induced settlement was calculated to be 0.50 inches. Because one boring was used to evaluate the potential for liquefaction, the estimated seismic -induced differential settlement was taken as two-thirds of the total seismic settlement, yielding approximately 0.33 inches. California Building Code Seismic Parameters For determination of the seismic ground motion parameters, site classification is required. In accordance with Section 20.3.1 of ASCE 7-16, the site would fall under Site Class F due to the presence of soils susceptible to liquefaction. A site response analysis in accordance with Section 21.1 of ASCE 7-16 would be required; however, Section 20.3.1 provides the following exception: "For structures that have a fundamental period of vibration equal to or less than 0.5 sec, a site response analysis is not required to determine the spectral accelerations for liquefiable soils. Rather, a site class is permitted to be determined in accordance with Section 20.3." The fundamental period of vibration for the proposed building has not been provided to our firm by the structural engineer; however, based on our experience with similar projects, structures of four stories or less typically exhibit periods less than 0.5 seconds. Site classification was determined based on the criteria set forth in Section 20.3 of ASCE 7-16 and in accordance with the 2019 California Building Code (2019 CBC). The average field standard penetration resistance was calculated to be approximately 19 blows/ft. In accordance with Table 20.3.1 of ASCE 7-16, an average standard penetration resistance of 15 to 50 blows/ft corresponds to Site Class D; therefore, the classification of the project site corresponds to Site Class D. n �u A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 11 Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 The spectral response acceleration parameters presented in the following the U.S. Seismic Design Map Website (https://seismicmaps.org), may be use 2019 CBC Seismic Desian Parameters (Site Class CITY OF SANTA ANA Planning and Building Agency PageApproved FOR PERMIT ISSUANCE Master ID: ined from Site Location (Latitude, Longitude): (33.7588 N, 118.8847 W) Spectral Period, T MCER Ground Site -Modified Seismic Design (Seconds) Motion (g) Spectral Acceleration (g) Acceleration (g) 0.2 Ss = 1.314 Fa = 1.0 SMs = 1.314 Sos = 0.876 1.0 S1 = 0.468 *Fv = 1.832 SMi = 0.857 Sol = 0.572 Site Modified Peak Ground Acceleration PGAm = 0.612g *Per Section 11.4.8 of ASCE 7-16, a Long Period Site Coefficient (Fv) of 1.7 may be utilized for structures on Site Class D provided the Seismic Response Coefficient Cs is determined by Eq. (12.8-2) for values of T <_ 1.5 Ts, and taken as 1.5 times the value computed in accordance with Eq. (12.8-3) for TL >_ T > 1.5 Ts, or as 1.5 times the value computed in accordance with Eq. 37.5 (12.8-4) for T > TL where: T = the fundamental period of the building Ts = Soi/SDS TL = long -period transition period Present building codes and construction practices, and the recommendations presented in this report, are intended to minimize structural damage to buildings and prevent loss of life as a result of a moderate or a major earthquake; they are not intended to totally prevent damage to structures, graded slopes and natural hillsides. While it may be possible to design structures and graded slopes to withstand strong ground motion, the construction costs associated with such designs are usually prohibitive, and the design restrictions may be severely limiting. Earthquake insurance is often the only economically feasible form of protection for your property against major earthquake damage. Damage to sidewalks, steps, decks, patios and similar exterior improvements can be expected as these are not normally controlled by the Building Code. LABORATORY TESTING Laboratory tests were conducted on representative soil samples for the purpose of classification and evaluation of pertinent engineering properties. The quantity and selection of tests were based on the geotechnical requirements of the project. —��0— A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607 N. Bristol Street August 29, 2022 CLASSIFICATION CITY OF SANTA ANA Planning and Building Agency n ,lS. PageApproved FOR PERMIT ISSUANCE Master ID: Date: Soils were classified visually according to the Unified Soil Classification System. Unit weight and moisture determinations were performed for each undisturbed sample. Results of density and moisture determinations, together with classifications, are shown on the enclosed Boring Logs. LOAD CONSOLIDATION TEST (ASTM:D-2435) To investigate the vertical displacement response (settlement) of the on -site soils to the anticipated applied pressure from the proposed foundations, consolidation testing was performed on a representative undisturbed sample. Axial stresses were conservatively carried to a maximum of 9,400psf which far exceed the degree of stress that the soils will likely be subjected to from the structural loads of the proposed development. To expedite consolidation, assess collapse potential, and simulate possible adverse field conditions, water was added at an applied stress of 2,350psf. Compressibility of the soils within the zone of significant stress was investigated and the result considered in our engineering analyses. A graphic plot of the load consolidation curve has been enclosed in this report. DIRECT SHEAR TESTS (ASTM:D-3080) In order to determine the shear strength of the soils, direct shear tests were performed on remolded and undisturbed samples of the on -site soils. The remolded sample was tested at 90% of the maximum dry density. To simulate possible adverse field conditions, the samples were saturated prior to shearing. Graphic summaries of the test results, including moisture content at the time of shearing, are included in this report. GRAIN SIZE DISTRIBUTION (ASTM:D-422) To aid in classification, a sieve analysis and a hydrometer test were performed on a representative sample of the surficial soils. The results of the tests, along with fine percentages, are shown on the enclosed Grain Size Distribution Chart and Boring Logs. ATTERBERG LIMITS (ASTM:D-4318) To characterize the fine-grained fractions of the on -site soils, the liquid limits, plastic limits, and plasticity indexes, known as the Atterberg Limits, was determined. These values are utilized to correlate with various engineering properties of fine-grained soils, including liquefaction susceptibility. Results from Atterberg Limits testing are shown on the enclosed Boring Logs. n �Q A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 L�1 Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 MAXIMUM DENSITY/OPTIMUM MOISTURE (ASTM:D-1557) CITY OF SANTA ANA Planning and Building Agency PageApproved FOR PERMIT ISSUANCE Master ID: Date: The maximum density/optimum moisture content relationship was determined for a typical sample of the upper soils. The test was conducted in accordance with the ASTM:D-1557 standard. A graphic summary of the test result is included in this report. EXPANSION TEST (ASTM:D-4829) An expansion test was performed on a representative sample of the on -site soils in accordance with ASTM:D-4829 to evaluate its volume change with increasing moisture conditions. The surficial materials exhibited medium expansion potential. The result is provided in the table below: Location Depth (ft.) Soil Expansion Index Expansion Potential Description B-1 0-5 Sandy Lean 52 Medium CLAY (CL) CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of subsurface exploration, laboratory testing, and engineering analyses, the proposed development is considered feasible from a geotechnical engineering standpoint, provided the conclusions and recommendations contained in this report are implemented during design and construction. The subsurface materials underlying the site consist of native alluvial soils. The alluvium comprises firm to very stiff lean clays with varying amounts of sands and loose to dense clayey sands. The moisture condition of the soils ranged from slightly moist to wet. No fill materials were identified in the borings. Perched water was encountered during exploration in Boring B-1 at a depth of about 50 feet below existing grade. The surficial on -site soils were measured to have medium expansion potential. SITE PREPARATION / GRADING Prior to the start of construction, areas which will be supporting new structures or improvements shall have all existing fill materials, vegetation, and soils disturbed during demolition removed until firm, competent native soils have been exposed. The on -site materials should be excavatable with conventional earth moving equipment. Site preparation for the proposed development will require removal of certain existing structures. Deleterious materials, organics, and all debris generated during preparation should be exported from the site. n �n_ A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Lz1 Office: (818)785-5244 • Facsimile: (818)785-6251 CITY OF SANTA ANA Planning and Building Agency n r ,:Ns Mr. Amir Houriani PageApproved Project No. 32-6235-00 FOR PERMIT ISSUANCE 1601-1607 N. Bristol Street August 29, 2022 Master ID: All excavations resulting from removal of existing obstructions (e.g., foundations, tre DAW) should be backfilled with soil compacted to at least 90% of the maximum dry density as deter - 1557. If any cesspools or seepage pits are encountered during grading, these underground structures should be backfilled with vibrated gravel, or a slurry mix to five feet below finish grade. The upper five feet should be backfilled with compacted soil. It is recommended that the proposed building be supported on conventional foundations bearing on newly compacted fill. For placement of the fill, all materials within the footprint of the building shall be removed and recompacted to a minimum depth of two feet below the bottom of the foundations. The newly compacted fill shall also extend horizontally a minimum of two feet beyond the edge of the foundations. All conventional foundations for the structure should bear in the same material. FILL PLACEMENT The on -site soils may be re -used for placement of newly compacted fill. Fill soils should be cleared of debris, organic materials, and oversized particles (larger than six inches) before placing as compacted fill. Fill should be placed in horizontal lifts of six to eight inches, moisture conditioned to about 3% above optimum moisture content, and compacted to at least 90% of the maximum dry density as determined by ASTM: D-1557. A shrinkage value of less than about 5% is estimated for the on -site soils as a result of compaction. Any imported fill that will be used to support structures should be tested and approved by the geotechnical engineer or his/her representative. The imported fill should have an expansion index (EI) less than 20. All exposed excavated bottoms should be observed by the geotechnical engineer or his/her representative prior to placement of fill to ensure the subgrade is uniform and non -yielding. Following observation of the excavated bottoms, the exposed surfaces should be scarified to a depth of at least eight inches, moisture -conditioned to about 3% above optimum moisture, and recompacted to a minimum of 90% of the maximum dry density as determined by ASTM:D-1557. If soft or loose soil conditions are encountered at any excavation bottom, deeper excavations shall be performed until a firm bottom is reached. The placement of compacted fill is to be performed under the observation and testing of a representative of our firm to confirm that the required degree of compaction has been obtained. Where compaction is less than that specified, additional compaction effort should be made with adjustment of the moisture content as necessary, until the specified compaction is obtained. n r�= A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Cl1 Office: (818)785-5244 - Facsimile: (818)785-6251 CITY OF SANTA ANA Planning and Building Agency Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 FOUNDATION DESIGN Type of Foundation PageApproved FOR PERMIT ISSUANCE Master ID: Date: The proposed building may be supported on conventional foundations bearing on newly compacted fill. It is recommended that all continuous and isolated footings be embedded at least 24 inches below lowest adjacent grade. Continuous and isolated footings should be designed with a minimum width of 18 inches and 24 inches, respectively. The minimum reinforcement in continuous footings should consist of four No. 4 bars: two placed about four inches from the top and two placed about four inches from the bottom. Reinforcement for isolated footings should be designed by the project structural engineer. Soil Bearing Pressure Conventional foundations founded on compacted fill may be designed for an allowable soil bearing pressure of 3,500 pounds per square foot (psf). The allowable bearing pressure may be increased by 200psf and 500psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable bearing pressure of 5,000psf. A factor of safety of 3 was utilized in determining the allowable bearing pressures. The bearing pressures indicated are for the total of dead and frequently applied live loads and may be increased by one third for short duration loading, which includes the effects of wind or seismic forces. Settlement The settlement of a structure will depend on the actual footing dimensions and the imposed vertical loads. Based on the allowable soil bearing pressures presented above, the total static settlement of the recommended conventional foundations bearing in newly compacted fill is not expected to exceed 0.50 inch. Differential settlement is not expected to exceed 0.25 inch in a 30- foot span. The total and differential seismically induced settlements for the 475-year design event were calculated to be 0.50 and 0.33 inches, respectively. The cumulative effects of static and seismic loading may yield a total settlement of 1.0 inches and differential settlement of 0.6 inches. As a result, the overall anticipated settlements are considered acceptable for the recommended conventional foundations. SLABS -ON -GRADE Concrete floor slabs -on -grade thickness and reinforcement should reflect the anticipated use of the slabs and should be designed by the structural engineer. Concrete floor slabs -on -grade should be a minimum of four inches (full) thick with minimum reinforcement consisting of No. 4 deformed bars spaced a maximum of 16 inches each way. Concrete slabs -on -grade should be underlain by four inches of % inch or larger clean aggregate base. In areas where floor coverings or equipment that are sensitive to moisture are contemplated a 10-mil moisture barrier membrane (e.g. Visqueen) should be placed on the granular base in direct contact with the concrete slab. n �� A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Z-" Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607 N. Bristol Street August 29, 2022 Cracking of reinforced concrete is a relatively common occurrence. Some concrete, including slabs, can be anticipated. Irregularities in new slabs are also slabs cannot be tolerated, heavily reinforced structural slabs are an option. CITY OF SANTA ANA Planning and Building Agency Page Approved FOR PERMIT ISSUANCE Master ID: Nt(bf reinforced The recommendations presented above are intended to reduce the potential for random cracking to which concrete flatwork is often prone. Judicious spacing of crack control joints has proven effective in further reducing random cracking. A structural engineer may recommend the desirable spacing. Usually crack control joints are placed 12 to 15 feet apart in each direction. Factors influencing cracking of concrete flatwork, (other than expansion, settlement, and creep of soils), and which should be avoided, include: poor -quality concrete, excessive time passing between the mixing and placement of the concrete (concrete should be rejected if this time interval exceeds two hours), temperature, and wind conditions at the time of placement, curing, and workmanship. Concrete should be maintained in a moist condition (curing) for at least the first seven days after placement. During hot weather, proper attention should be given to the ingredients, production methods, handling, placement, protection, and curing to prevent excessive concrete temperature or water evaporation. In hot weather and windy conditions, water evaporates more rapidly from the surface of the concrete flatwork. This requires more frequent moistening of the concrete during the curing period or the use of a protective chemical film to prevent evaporation. LATERAL RESISTANCE Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.3 may be assumed with normal dead load forces. An allowable passive earth pressure of 250psf per foot of depth up to a maximum of 2,500psf may be used for footings poured against properly compacted fill. The values of coefficient of friction and allowable passive earth pressure include a factor of safety of 1.5. The allowable passive earth pressure may be increased by one-third for transient lateral loading due to wind or seismic forces. RETAINING WALLS The proposed building and other miscellaneous structures will be constructed on -grade. For any retaining walls which may be incorporated as part of the project, cantilevered and restrained retaining walls shall be designed to account for active and at -rest earth pressures, respectively. The following design pressures are provided for walls supporting a level backslope not exceeding six feet in height. LATERAL EARTH PRESSURES for RETAINING WALL DESIGN Cantilevered Wail Restrained Wall Wall Height (Feet) Active Equivalent Fluid Pressure At -Rest Equivalent Fluid Pressure (Pcf) (Pcf) Up to 6 45 60 (Triangular Pressure Distribution) (Triangular Pressure Distribution) n �H A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 L Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607 N. Bristol Street August 29, 2022 CITY OF SANTA ANA Planning and Building Agency Ar ',v Page Approved FOR PERMIT ISSUANCE Master ID: The recommended lateral pressures above assume that the walls will be fully draine i},ea permanent drainage system to prevent build-up of hydrostatic pressures. Additional lateral pre walls subject to potential surcharge loads from sloping retained earth, traffic loading, or adjacent structures should be incorporated into the design. All retaining walls shall be provided with a drainage system in order to minimize the potential for future hydrostatic pressure buildup behind the walls. The drainage system may consist of a perforated pipe surrounded by a minimum one foot of free draining, uniformly graded, aggregate material, and wrapped in a filter fabric such as Mirafi 140N or equivalent. The filter fabric should overlap approximately 12 inches or more at the joints. The subdrain pipe should consist of a perforated, four -inch diameter, rigid Schedule 40 PVC or ABS (SDR-35) or equivalent with perforations placed down. The excavated bottom and subdrain pipe behind any retaining wall should be observed by the geotechnical engineer or his/her representative prior to the placement of aggregate or compacted backfill. Subdrain pipes at the base of the retaining wall should outlet to an acceptable location. As an alternative, the use of gravel pockets and weepholes is an acceptable drainage method. Weepholes shall be a minimum of two inches in diameter, placed eight feet on center along the base of the wall. Gravel pockets shall be a minimum of one cubic foot in dimension and may consist of three- quarter inch to one -inch crushed rocks wrapped in filter fabric. Where retaining walls are to be constructed adjacent to property lines, there may be inadequate space for placement of a standard perforated pipe and aggregate drainage system. Under these circumstances, a prefabricated drainage composite system such as a Miradrain or equivalent may be used. The composite drainage material may be connected at the bottom of the wall to gravel pockets a minimum of one cubic foot in dimension (12"L x 12"W x 127) placed eight feet on center along the base of the wall. A collector is placed in the gravel pockets which directs collected waters through the wall by way of a subdrain pipe to a sump pump underneath the slab. PAVEMENT SECTIONS New pavement sections will be constructed as part of the proposed development. Based on review of the design plans, the pavement will consist of permeable sections which may comprise pervious concrete or porous asphalt at the surface layer. Due to the liquefiable nature of the on -site soils, the use of permeable sections, which allows for stormwater infiltration, is not recommended. As an alternative, the pavement may comprise flexible (asphalt) or rigid (Portland Cement Concrete) sections. For areas where new paving is to be placed, the subgrade should be scarified to a depth of 12 inches, moistened as required to about 3% above optimum moisture content, and recompacted to 90% of the maximum dry density as determined by ASTM:D-1557. The client should be aware that removal of all existing fill in the area of new paving is not required; however, pavement constructed in this manner will most likely have a shorter design life and increased maintenance costs. The following pavement design sections are based on an assumed "R" Value of 30. Once site grading has begun, an "R" Value should be obtained by laboratory testing to confirm the properties of the subgrade soils prior to placing pavement. Traffic loading is anticipated to be primarily light vehicles. The Traffic Indices used for the pavement design sections provided below are estimates and should be verified by the project civil engineer. n �Q A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Office: (818)785-5244 • Facsimile: (818)785-6251 CITY OF SANTA ANA Planning and Building Agency Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 Page approved FOR PERMIT ISSUANCE Master ID: PAVEMENT DESIGN SECTIONS a e: Vehicular Service Asphalt Concrete Thickness Base Course Thickness Estimated Traffic Index (TI) (Inches) (Inches) Parking Lot, Driveways 3 4 (TI = 4) Where rigid concrete paving will be implemented, it is recommended that the concrete be at least four inches thick underlain by a minimum of four inches of compacted base material. This rigid concrete pavement section is based on a minimum 28-day Modulus of Rupture of 550psi and a compressive strength of 3,000psi. The third point method of testing beams should be used to evaluate Modulus of Rupture. The modulus of subgrade reaction may be set at 125 pounds per square inch per inch. Transverse expansion/contraction joints should not be spaced more than ten feet and should be cut to a depth of one -quarter the thickness of the slab. Base materials which underlie flexible or rigid pavements should be compacted to a minimum of 95% of the maximum dry density as determined by ASTM:D-1557. Base materials shall conform to requirements for Crushed Miscellaneous Base (CMB) or equivalent and should be placed in accordance with the requirements of the Standard Specifications for Public Works Construction (SSPWC, latest edition). Asphaltic materials should conform to Section 203-1, "Paving Asphalt," of the SSPWC and should be placed in accordance with Section 302-5, "Asphalt Concrete Pavement," of the SSPWC. The performance of pavement is highly dependent upon providing positive surface drainage away from the edges. Ponding of water on or adjacent to pavement can result in saturation of the subgrade materials and subsequent pavement distress. If planter islands are planned, the perimeter curb should extend a minimum of 12 inches below the bottom of the base course. ITE INFILTRATION FACILITIES Various municipalities and jurisdictions have leaned towards the increased implementation of Low Impact Development (LID) requirements to infiltrate stormwater into the on -site soils of a proposed development to reduce surface runoff draining into public storm drains. It is critical that the infiltration of stormwater does not undermine the integrity of underlying materials or any existing structures. The percolation testing was performed at the two locations shown on the enclosed Plot Plan, (Figure 3). Two test pits were hand dug to a depth of four feet. A one cubic foot hole (V x 1, x V) was excavated at the bottom of each of the test pits. The percolation testing was performed at a depth of four to five feet. The 1ft3 excavations were pre-soaked, refilled and a percolation test was performed. Recorded water drop rates are shown on the enclosed Percolation Test Results. The percolation test results show that the measured infiltration rate is 0.4 in/hr and 0.3 in/hr for TP-1 and TP-2, respectively. To arrive at the stabilized infiltration rate, we used the lowest six inches of the water column that percolated in the bottom of the pit and applied a factor of safety of 2.0. Even though the percolation tests yielded an acceptable value for infiltration rates, the implementation of on -site stormwater infiltration facilities is not n�n= A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Lit Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607 N. Bristol Street August 29, 2022 recommended for the proposed development due to the potentially liquefiable natu soils. CONSTRUCTION CUTS CITY OF SANTA ANA Planning and Building Agency Ar ',v Page Approved FOR PERMIT ISSUANCE Master ID: 90186 underlying Construction cuts up to five feet high may be excavated vertically for their entire length and height provided they do not undermine adjacent buildings or property line walls; otherwise, the construction cuts will need to be excavated using the 'A, B, C' slot -cutting method. If the slot -cutting method is used, the cut should be opened at a gradient of 1:1 first, then each slot opened, and the removed soils replaced as engineered compacted fill before the subsequent slot is opened. The slots should not exceed 8 feet in width and 12 feet in height. If the construction cuts are to remain open for more than two weeks or if rain is expected while they are open, they should be covered by a plastic membrane kept in place by holding blocks or driven re -bars at the top and bottom of the membrane. No equipment or personnel should stand closer than ten feet from the top of the temporary cut. A representative of this office should examine the construction cuts periodically to verify performance. All construction cuts should comply with the State of California Construction Safety Orders (CAL/OSHA). EXCAVATION OBSERVATIONS Bottoms of excavations are to be examined and approved by the geotechnical engineer or his/her representative before any fill is placed. All footing excavations should be observed by a representative of our firm and the City Inspector prior to placement of any steel or concrete to confirm the bearing materials meet the requirements set by this report. Footing excavations should be kept moist and concrete should be placed as soon as possible after excavations are completed, observed and approved by our firm and the City inspector. DRAINAGE Adequate drainage is essential to the performance of the project. Saturation of soils can cause a reduction in shear strength and increase in compressibility, resulting in a change in the designed engineering properties of the soils. Proper site drainage should be continuously maintained and conducted away from any structures to prevent ponding and to reduce infiltration of water into the bearing soils. All pad and roof drainage should be collected and transferred to an adjacent street/alleyway or an approved area in non -erosive drainage devices. Drainage should not be allowed to descend upon any slope in a concentrated manner. The installation of roof gutters and downspouts which deposit water into a buried drain system should be installed instead of discharging surface water into planter areas adjacent to structures. It is recommended that all drainage adjacent to footings be conducted away from structures by a minimum 3-foot-wide apron measured perpendicular to the face of the wall and sloped at a minimum 2% gradient into an approved non -erosive device. Alternatively, we recommend a minimum 5% slope away from the face of a building wall for a minimum horizontal distance of ten feet (where space permits). n rSn_ A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 Zl Office: (818)785-5244 • Facsimile: (818)785-6251 Mr. Amir Houriani Project No. 32-6235-00 1601-1607N. Bristol Street August 29, 2022 CITY OF SANTA ANA Planning and Building Agency Page Approved FOR PERMIT ISSUANCE LM;aster ID: Any proposed planters or landscaped areas immediately adjacent to structures shooped ata minimum gradient of 5% away from the structure. Additionally, where new planters o ped areas will be placed adjacent to the structure, provisions for drainage should also include bottom impermeable liners, catch basins, or area drains to minimize infiltration into the subgrade soils. REVIEW The geotechnical engineer shall review and sign all necessary plans and specifications to ensure the recommendations contained in this report are adhered to. REGULATORY AGENCY REVIEW AND ADDITIONAL CONSULTING All geotechnical and/or engineering geologic aspects of the proposed development are subject to review and approval by the government reviewing agency. The government reviewing agency may approve or deny any portion of the proposed development which may require additional geotechnical services by this office. Additional geotechnical services may include review responses, supplemental letters, plan reviews, construction/site observations, meetings, etc. The fees for generating additional reports, letters, exploration, analyses, etc. will be billed on a time and material basis. COMMENTS The conclusions and recommendations presented in this report are based on research, site observations and limited subsurface information. The conclusions and recommendations presented are based on the supposition that subsurface conditions do not vary significantly from those indicated. Although no significant variations in subsurface conditions are anticipated, the possibility of significant variations cannot be ruled out. If such conditions are encountered, this consultant should be contacted immediately to consider the need for modification of this project. This report was prepared for the exclusive use of Mr. Amir Houriani and his design consultants for the specific project outlined herein. This report may not be suitable for use by other parties or other uses. This report is subject to review by regulatory agencies and these agencies may require their approval before the project can proceed. No guarantee that the regulatory public agency or agencies will approve the project is intended, expressed or implied. One of the purposes of this report is to provide the client with advice regarding geotechnical conditions at the site. It is important to recognize that other consultants could arrive at different conclusions and recommendations. No warranties of future site performance are intended, expressed or implied. n �� A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 /1 Office: (818)785-5244 • Facsimile: (818)785-6251 and Build pp ro PERMIT I nAgen - " Ili ¢ o =atipig MacArt61vd-- o o El Y� \� < N c� moo` J o cd ��` oaQ• � n.0 a /U G (U:3 cn o U \" Z X. m 9 S z IIIII CITY OF SANTA ANA icy Approved FOR PERMIT ISSUANCE W.17TH STREET Mast -Bat m z a 02 K' .I ; O i m 1 ; 44, 90 �: � � I l ,%• g Z ial fia� . 4 m { Vfl Il " I� cn F I; .. a Il o o z 33 �ll l 3 z G) 9,og o o i !l iI o 1 1 O s r 1) 4 j f •.;:�.�: _ ' sl Vat 8 ___ .. . .. . �', y 2 r7i C 9'.'.'I8� / 0� o u (v1 9 U O OO NK z, oz o _ �_Z . " m c °v rr10. o Illl ��j Scale 1" = 30' FIGURE 2 =Q�� PROJECT NO. 32-6235-00 A.G.I. GEOTECHNICAL, INC. SITE PLAN DATE 08-2022 Engineering Geology • Geotechnical Engineerng PREPARED BY WFB 16555 Sherman Way, Ste. A - Van Nuys, CA 91406 1601-1607 N. Bristol Street, Santa Ana APPROVED BY MBS (818) 785-5244 • Fax (818) 785-6251 CITY OF SANTA ANA Planninq and Rijilriinn An ncy BORING A.G.I. GEOTECHNICAL, INC. NUMBERBF PAGE 1 2 Approved 78MN PERMIT ISSUANCE Building On -Grade A.G.I. Geotechnical, Inc. 16555 Sherman Way, Unit Van Nuys, California 91406 Telephone: (818) 785-5244 Fax: (818) CLIENT: Mr. Amir Houriani PROJECT NAME: Proposed 1-StoryDrive-Thru Restaurant PROJECT NUMBER: 32-6235-00 PROJECT LOCATION: 1601-1607 N. Bristol Street San a Ana DATE STARTED: 08/03/2022 COMPLETED: 08/03/2022 GROUND ELEVATION: N/A 3 4drD4�&ETER: 8" EXCAVATION METHOD: 8" Hollow Stem Auger GROUND WATER LEVELS: Perchec YAW 50' DRILLING CONTRACTOR: Choice Drilling SAMPLING METHOD: Autohamme' " LOGGED BY: CWL CHECKED BY: WFB Ex W Q 0 Wa W Q z 0w Q OZ mom- Q� Y -j m w o W OZ 5O U W= >- p fl a� 3 w o O W �Z HO U ATTERBERG LIMITS MATERIAL DESCRIPTION N v (� o C> p =� � J h :� CL U w U)� g— a 8/13/21 V 15.4 114 131 17.7 31 17 14 Alluvium Sandy Lean CLAY (Brown, moist,very stiff) 67 CL 5 _ — 7/4/5 10.6 Clayey SAND (Brown, slightly moist, loose) SC _X 10 15 10/12/16 4/4/4 7/9/15 4/5/6 10/16/16 14.1 16.0 23.8 17.3 12.8 111 99 106 127 123 119 19.2 25.8 22.0 Sandy Lean CLAY (Brown to light brown, moist, very stiff to stiff) CL _ — _ — 20 2s 30 _ — 3/3/3 12/20/27 6/8/11 8/11/16 2/2/3 22.4 21.0 10.7 26.2 19.6 106 98 129 123 21.6 26.9 31 36 19 18 12 18 Lean CLAY with Sand to Sandy Lean CLAY (Brown to light brown, moist, firm to very stiff) Clayey Medium SAND @ 25' 80 67 CL SC _ — _ — CITY OF SANTA ANA ' ' — BO NG IN MBER PAGE 2 OF2 A.G.I. GEOTECHNICAL, INC. Approved 856 FERbVII� ISdSUAN A.G.I. Geotechnical, Inc. 16555 Sherman Way, Unit Van Nuys, California 91406 Telephone: (818) 785-5244 Fax: (818) CLIENT: Mr. Amir Houriani PROJECT NAME: Proposed I-Stor Drive-Thru Restau ant utldm n- ra e a Ana PROJECT NUMBER: 32-6235-00 PROJECT LOCATION: 1601-1607 N. Bristol Street San DATE STARTED: 08/03/2022 COMPLETED: 08/03/2022 GROUND ELEVATION: N/A WRtkDIUAETER: 8' _ EXCAVATION METHOD: 8" Hollow Stem Auger GROUND WATER LEVELS: Perche AiAter 50' DRILLING CONTRACTOR: Choice Drilling SAMPLING METHOD: Autohamme1h'iQLDjnn LOGGED BY: CWL CHECKED BY: WFB a w � ATTERBERG LIMITS o w w aJ. Q z U H Hv Q w z p w o i— U MATERIAL DESCRIPTION N V Q w Q j z Oz z g- o7Z y D 20 p QO �J aJ g— U 35 Q m n — 3/8/10 19.0 Sandy Lean CLAY to Clayey SAND CL (Light brown, moist to wet, very stiff or medium dense) 40 _ — 6/6/9 12.4 28 17 11 52 45 _ — 5/7/9 18.1 48 SC WATER 50 - - 7/12/18 16.2 Total Depth: 51.5' Perched Water Encountered @ 50' 5s 60 65 ncyI CITY OF SANTA ANA BORING NUMBER1 B PAGE 2 A.G.I. GEOTECHNICAL, INC. Approved 78P PERMIT I S S UA N A.G.I. Geotechnical, Inc. 16555 Sherman Way, Unit A Van Nuys, California 91406 Telephone: (818) 785-5244 Fax: (818) CLIENT: Mr. Amir Houriani PROJECT NAME: Proposed I -Story Drive-Thru Restau -ant Building On -Grade Ana PROJECT NUMBER: 32-6235-00 PROJECT LOCATION: 1601-1607 N. Bristol Street Santa DATE STARTED: 08/03/2022 COMPLETED: 08/03/2022 GROUND ELEVATION: N/A CJMAb b1kAETER: 8" EXCAVATION METHOD: 8" Hollow Stem Auger GROUND WATER LEVELS: Not En Qfit@ied DRILLING CONTRACTOR: Choice Drilling SAMPLING METHOD: Autoharnmet, 140" LOGGED BY: CWL CHECKED BY: WFB a z J o ' o ATTERBERG LIMITS o Dw U Q w ?wZw UO v L MATERIAL DESCRIPTION w W OZ co z > z 0� g� CaP, Q� my _ �o 000 o Qo g- 0 Ca m Alluvium CL/ Sandy Lean CLAY to Clayey SAND SC (Light brown, moist to slightly moist, very stiff 8/12/21 16.4 113 132 18.1 or medium dense to dense) 5 13/ 16/20 15.3 115 133 17.1 10 10/22/27 12.3 121 136 14.5 15 _X 16/17/20 5.2 118 124 16.0 Clayey Medium SAND SC (Light brown, slightly moist, medium dense) Sandy Lean CLAY CL 20 8/11/12 26.9 102 130 26.9 (Light brown, moist, very stiff) Total Depth: 21.5' Groundwater Not Encountered 2s 30 CITY OF SANTA ANA Planning and Building Agency 100 0.0 +- -1.0 -2.0 -3.0 z O i= Q 0 J -4.0 O U) z O U -5.0 z w U w a -6.0 -7.0 :e] -9 0 -O- FIELD MOISTURE --41- WATER ADDED -�- REBOUND -10.0 -1.51 -4.31 NORMAL LOAD (psf) 1,000 -1.96 FOR PERMIT ISSU NCE 10,000 -3.85 -5.74 PROJECT NO. 32-6235-00 BORING NO. B-1 DEPTH (FT) 7.5 REPRESENTATIVE FOR Alluvium SOIL TYPE AND DESCRIPTION Sandy Lean CLAY (CL) HYDROCONSOLIDATION (%) 0.12 CITY OF SANTA ANA Planning and Building Agency REMOLDED SATURATED DIRECT SHEAR TEST (ASTM: -FOROroved PERp T ISS JANCE Boring: B-1 Specimen Load s Water % D Wet c Depth (ft): 0-5 1 1,000 20.2 106.4 127.9 Geology: Alluvium 2 2,000 20.5 106.7 Mastl(M: Classification: Sandy Lean CLAY (CL) 3 4,000 19.9 107.8 Date129.3 3,000 I I I i i 2,000 a N 0 r0 c 1,000 N 0 - I-- - I _I _ t.— I __---..J 0.00 0.05 0.10 0.15 0.20 0.25 0.30 Horizontal Displacement (in) 4,000 3,000 w a N 2,000 v a+ m v s 1,000 0 0 Normal Stress (psf) 1,000 2,000 4,000 1,000 2,000 3,000 4,000 5,000 6,000 Normal Stress (psf) Peak Shear Stress (psf) Residual Shear Stress (psf) Peak Cohesion (psf) Peak Friction (deg) 1,114 1,079 665 24.8 1,604 1,563 Residual Cohesion (psf) Residual Friction (deg) 2,504 2,477 623 24.9 Q� AGI GEOTECHNICAL, INC. 16555 Sherman Way, Van Nuys, California, Ph (818) 785-5244, Fax (818) 785-6251 Proj. No.: 32-6235-00 1 Date: August 2022 Project: 1601-1607 N. Bristol Street, Santa Ana Calc. Bv: WFB CITY OF SANTA ANA Planning and Building Agency d UNDISTURBED SATURATED DIRECT SHEAR TEST (AST :D-308#pprov FOR PERMIT ISS ANCE Boring: B-1 Specimen Load(psf) Water % D c Wet c Depth (ft): 2.5 1 1,000 17.6 113.4 133.3 Geology: Alluvium 2 2,000 17.2 113.1 MasMF-Fa Classification: Sandy Lean CLAY (CL) 3 4,000 17.5 114.2 Date1.34.2 3,000 i 1 1 1 2,000 C a v V) m s 1,000 h M v t N 0 F - --—._____- 0.00 0.05 0.10 OAS 0.20 0.25 0.30 Horizontal Displacement (in) 4,000 3,000 1,000 n 0 Normal Stress (psf) 1,000 2,000 4,000 1,000 2,000 3,000 4,000 5,000 6,000 Normal Stress (psf) Peak Shear Stress (psf) Residual Shear Stress (psf) Peak Cohesion (psf) Peak Friction (deg) 1,323 1,239 829 25.3 1,741 1,698 Residual Cohesion (psf) Residual Friction (deg) 2,729 2,624 776 24.8 Q� AGI GEOTECHNICAL, INC. 16555 Sherman Way, Van Nuys, California, Ph (818) 785-5244, Fax (818) 785-6251 Proj. No.: 32-6235-00 I Date: August 2022 Project: 1601-1607 N. Bristol Street, Santa Ana Calc. By: WFB CITY OF SANTA ANA Planning and Building Agency MAXIMUM DRY DENSITY CURVE 130 125 119.5 pcf @ 12.5 % LL 120 110 Approved FOR PERMIT ISSU NCE ZERO AIR VOI�D'S`C`tiRVE FOR SPECIFIC G AVITY = 2.70 105 0 5 10 15 20 MOISTURE CONTENT (% OF DRY WEIGHT) PROJECT NO. 32-6235-00 BORING NO. B-1 DEPTH (FT) 0-5 REPRESENTATIVE FOR Alluvium SOIL TYPE AND DESCRIPTION Sandy Lean CLAY (CL); E1=52, Medium MAXIMUM DRY DENSITY (LBS/CU FT) 119.5 OPTIMUM MOISTURE CONTENT (% OF DRY WEIGHT) 12.5 METHOD OF COMPACTION ASTM:D-1557 A.G.I. GEOTECHNICAL, INC. 8/8/22, 9:46 AM U.S. Seismic Design Maps CITY OF SANTA ANA Planning and Building Agency 1601 -1607 N. Bristol Street, Santa Ana; 32-6235-00 Latitude, Longitude: 33.7588,-117.8847 W 17th St Santa Ana College Go gle Campus Dr Date Design Code Reference Document Risk Category Site Class Type SS Si SMS SMi SDS SDI Type SDC Fa Fv PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd PGAUH CRS CR1 Cv Value 1.314 0.468 1.314 null -See Section 11.4.8 0.876 null -See Section 11.4.8 Q15wLQ FOR PERMIT ISSUANCE Master ID: Date: W 17th St z z ;a W 17th St 77 Newsong Church 10ten o o o -n D m McDoiiald's ro � � W 15th St 8/8/2022, 9:45:49 AM ASCE7-16 11 D - Stiff Soil Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Value Description null -See Section 11.4.8 Seismic design category 1 Site amplification factor at 0.2 second null -See Section 11.4.8 Site amplification factor at 1.0 second 0.556 MCEG peak ground acceleration 1.1 Site amplification factor at PGA 0.612 Site modified peak ground acceleration 8 Long -period transition period in seconds 1.314 Probabilistic risk -targeted ground motion. (0.2 second) 1.417 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration 1.63 Factored deterministic acceleration value. (0.2 second) 0.468 Probabilistic risk -targeted ground motion. (1.0 second) 0.506 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. 0.6 Factored deterministic acceleration value. (1.0 second) 0.673 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.556 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 0.928 Mapped value of the risk coefficient at short periods 0.924 Mapped value of the risk coefficient at a period of 1 s 1.363 Vertical coefficient Map data 02022 https://www.seismicmaps.org 1/2 8/8122, 9:47 AM U.S. Geological Survey - Earthquake Hazards Program Unified Hazard Tool Unified Hazard Tool Please do not use this tool to obtain ground motion parameter values for the design documents covered by the U.S. Seismic Design Maps web tools (e.g., the Internation CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Master "gtiLpferek al Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. ^ Input Edition Spectral Period Dynamic: Conterminous U.S. 2014 (update... Peak Ground Acceleration Latitude Decimal degrees Time Horizon Return period in years 33.7588 475 Longitude Decimal degrees, negative values for western longitudes -117.8847 Site Class 259 m/s (Site class D) https://earthquake.usgs.gov/hazards/interactive/ 115 CITY OF SANTA ANA 8/8/22, 9:47 AM Unified Hazard Tool Planning and Building Agency ^ Hazard Curve Approved fOR PERMIT ISSUANCE Hazard Curves Uniform Hazard Resp k;lgr l D: Date: w le-2 c ar le-3 v v 1e-0 V u� le-5 a le-6 — Time Horizon 475 years C le-7 --0- Peak Ground Acceleration le-8 O.lO Second Spectral Acceleration —0.20Second Spectral Acceleration tyle-9 —�0.305ecand Spectral Acceleration To le-10 - 0.50 Second Spectral Accelerztion 0.755econd Spectral Acceleration 1e-11 —r 1A05eCo'd Spectral Acceleration 1e-12 2.00 Second 5pectrzl Acceleration 3.00 Second Spectral Acceleration 1e-13 4.00 Second Spectral Acceleration 1e-14 +' 5.00 Second Spectral Accelertlon le-2 LAI le-1 le+o Ground Motion (g) Component Curves for Peak Ground Acceleration le-2 le-1 le+0 Ground Motion (g) View Raw Data nn 1.6 C 0 1.4 1.2 v c 1.0 yo c7 0.6 0.4 0.2 [Ground pectral Period (s): PGA 0.0 Motion (g): 0.3867 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Spectral Period (s) https://earthquake.usgs.gov/hazards/interactive/ 2/5 CITY OF SANTA ANA 8/8/22, 9:47 AM Unified Hazard Tool Planning and Building Agency ^ Deaggregation Approved FOR PERMIT ISSUANCE Component Master ID: D Total ate: E _ (-- .. -2.5) E _ [-2.5.. -2) Ln a E _ [-2 .. -1.5) cu m E]E _ [-1 .. -0.5) oo �>S Oh/ E]E=[-0.5..0) o 2S E]E _ [0 .. 0.5) �� A S C� �SPS� ❑ E _ [0.5 .. 1) O/S�anc ❑ E _ [1 .. 1.5) i o o �® ' . • 6s 8S r,Q4 ❑ E _ [1.5.. 2) E _ [2.. 2.5) [2.5..+�) �S • � • � 14S • �� 1,S4 8 " S cP, 5 � - . rR4p �km S ae` 6 5• https://earthquake.usgs.gov/hazards/interactive/ 315 8/8/22, 9:47 AM Unified Hazard Tool Summary statistics for, Deaggregation: Total Deaggregation targets Recovered targets Return period: 475 yrs Return period: 513.10476 yrs Exceedance rate: 0.0021052632 yr' Exceedance rate: 0.0019489198 yr' PGA ground motion: 0.38669185 g Totals Mean (over all sources) Binned: 100 % m: 6.61 Residual: 0 % r: 20.69 km Trace: 0.14 % Eo: 1.04 0 CITY OF SANTA ANA Planning and Building Agency may, lS Approved FOR PERMIT ISSUANCE Master ID: Date: Mode (largest m-r bin) Mode (largest m-r-so bin) m: 6.11 m: 7.71 r: 11.65 km r: 14.24 km Eo: 0.81 o Eo: 0.25 6 Contribution: 7.38 % Contribution: 3.41 % Discretization Epsilon keys r: min = 0.0, max=1000.0, A = 20.0 km E0: [-- .. -2.5) m: min = 4.4, max = 9.4, A = 0.2 El: [-2.5..-2.0) E: min =-3.0,max =3.0,A=0.5a E2: [-2.0..-1.5) E3: [-1.5 .. -1.0) E4: [-1.0 .. -0.5) E5: [-0.5 .. 0.0) E6: [0.0.. 0.5) E7: [0.5 .. 1.0) E8: [1.0 .. 1.5) E9: [1.5.. 2.0) E10: [2.0.. 2.5) Ell: [2.5.. +-] https://earthquake.usgs.gov/hazards/interactive/ 4/5 8/8/22, 9:47 AM Deaggregation Contributors Source Set y Source UC33brAvg_FM32 San Joaquin Hills [0] Elsinore (Glen Ivy) rev [0] Compton 101 Newport -Inglewood alt 2 [1] Whittier alt 2 t3] Richfield [1] Puente Hills (Coyote Hills) [0] Palos Verdes [7] San Andreas (San Bernardino N) [o] Anaheim [0] Chino alt 2 t2] Peratta Hills [1] San Jacinto (San Bernardino) (3] UC33brAvg_FM31 Whittier alt 1 [3] Elsinore (Glen Ivy) rev [0] Newport -Inglewood alt 1(1] Compton [01 San Joaquin Hills [0] Palos Verdes [7) San Andreas (San Bernardino N) [01 Peralta Hills [1] Anaheim [0] Chino alt 1 [3] San Jacinto (San Bernardino) [3] UC33brAvg_FM32(opt) PointSourceFinite:-117.885, 33,799 PointSourceFinite:-117.885, 33.799 PointSourceFinite:-117.885, 33.817 PointSourceFinite:-117.885, 33,817 UC33brAvg_FM31(opt) PointSourceFinite:-117,885, 33.799 PointSourceFinite:-117.885, 33.799 PointSourceFinite:-117.885, 33.817 PointSourceFinite:-117.885, 33.817 Type System System Grid Grid Unified Hazard Tool r ro Eo [on CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Waster IDaZ °f Date: 29.75 10.18 7.16 0.20 117.895'W 33.672'N 185.42 2.51 28.36 6.52 1.92 117,590'W 33.829'N 73.95 2.46 13.51 7.25 -0.10 118.043'W 33.702'N 246.90 2,30 13.68 7.47 0.36 117.993'W 33.676'N 227.50 1.98 19.01 7.57 0.67 117.801'W 33.914'N 24.17 1.86 14.21 6.38 1.05 117.870'W 33.882'N 5.64 1.74 15.85 7.29 0.57 117.922'W 33.893'N 346.95 1.60 30.96 7.44 1.32 118.162'W 33.603'N 236,00 1,53 69.21 8.01 1.83 117.521'W 34.303'N 28.86 1.52 7.60 6.64 0.02 117.943'W 33.780'N 293.92 1.47 24.77 6.98 1.29 117.658'W 33.908'N 51.56 1.17 10.16 7.30 0.19 117.855'W 33.845°N 16.07 1.16 64.20 8.10 1.65 117.322'W 34.099'N 53.77 1.12 29.41 19.08 7.46 0.74 117.805°W 33.917'N 22.81 2.83 28.36 6.54 1.91 117.590°W 33.829'N 73.95 2.42 13.81 7.43 0.37 117.989°W 33.671'N 224.41 2.20 13.51 7.20 -0.08 118.043'W 33.702'N 246.90 2.19 10.18 7.53 0.01 117,895°W 33.672'N 185.42 1.87 30.96 7.28 1.44 118.162'W 33.603'N 236.00 1.51 69.21 8.01 1.83 117.521'W 34.303'N 28.86 1.49 10.16 6.90 0.45 117.855'W 33.845'N 16.07 1.48 7.60 6.62 0.02 117,943°W 33.780'N 293.92 1.48 21.78 6.73 1.35 117.669'W 33.917'N 48.52 1.40 64.20 8.10 1.65 117.322'W 34.099'N 53.77 1.14 20.47 6.73 5.66 0.54 117.885'W 33.799'N 0.00 2.17 6.73 5.66 0.54 117.885'W 33.799'N 0.00 2.17 8.17 5.63 0.77 117.885'W 33.817°N 0.00 1.58 8.17 5.63 0.77 117.885'W 33.817'N 0.00 1.58 20.37 6.72 5.66 0.53 117.885'W 33.799'N 0.00 2.23 6.72 5.66 0,53 117.885°W 33.799'N 0.00 2.23 8.14 5.64 0.76 117.885'W 33.817'N 0.00 1.64 8.14 5.64 0.76 117.885'W 33.817'N 0,00 1,64 https:Hearthquake.usgs.gov/hazards/interactive/ 5/5 CITY OF SANTA ANA Planning and Building Agency SPT Li uefaction & Seismic Settlement Evaluation ///��� q - ACC� Project: 1601-1607 N. Bristol Street Earthquake Magnitude, M : 6.81 L-A Job : 32-6235-00 Design PGA: 0.408FOR Boring: B-1 Magnitude Scaling Factor, rm : 0.866 866 Factor, ECA / 6C,N-15: 0.788 Return SPT N-Value Correction Factors Ratio, CE 1.30 Boring Water Level (Below Orig), ft : 50.0 Borehole Diameter, Cs 1.15 Design Water Level (Below Orig), ft : 40.0 Rod Length, CN Removal Depth (Below Orig), ft : 4.0 LIQUE Sampler Type, Cs 1.20 Surcharge Fill Height (Above Orig), It: 0.0 D Overall Correction, CEss 1.79 Surcharge Fill Unit Weighty, pcf : 125 TOTAL SEI A.G.I. GEOTECHNICAL, INC. 16555 Sherman Way /� Al VdVM,, PERMIT I S S U A N PeriodE047,52years Let: 335588 GAr,1gLong:Energy F.O.S Mast r I D: ACnI�TI''ON SE 7LIE ENT (in) : 0.00 YD61WETTLEMENT (in) : 0.50 I 3MIC SETTLEMENT (ff1y:-�50 Layer Layer Base, z (ft) Total Unit Weight y (Pat) SPT NS,Id Fines (%) Incl? (Y/N) Layer Thickness t (ff) Layer Midheight z" (ft) Design Total Stress a" (Pat) Design Effective Stress ap (Psf) Boring Effective Stress op (Psf) Overburden Correction CN Rod Length Corr. Ca SPT Fines Corr 6(Nt)60 SPT (Nt)eo Dry Seft (Nt)socs rd CSR= lave / ao 1 3.5 131 9 67 Y 3.50 1.75 229 229 229 1.60 0.750 4.8 19.4 24.2 0.996 0.229 5 2 8.5 131 9 0 Y 5.00 6.00 786 786 786 1.60 0.750 0.0 19.3 19.3 0.988 0.227 0 3 13.5 127 8 0 Y 5.00 11.00 1,431 1,431 1.431 1.18 0.850 0.0 14.4 14.4 0.977 0.224 5 4 18,5 123 11 0 Y 5.00 16.00 2,056 2,056 2,056 0.99 0.850 0.0 16.5 16.5 0.964 0.221 0 5 23.5 119. 6 80 Y 5.00 21.00 2,661 2,661 2.661 0.87 0.950 5.3 0.9 14.2 0.949 0.218 5 6 28.5 129 19 0 Y 5.00 26.00 3,281 3,281 3,281 0.78 0.950 0.0 25.3 25.3 0.930 0.214 D 7 33.5 123 5 67 N 5.00 31.00 3,911 3,911 3,911 0.72 1.000 4.8 6.4 11.2 0.908 0.208 5 8 38.5 123 18 0 Y 5.00 36.00 4,526 4,526 4,526 0.66 1.000 0.0 21.5 21.4 0.881 0.202 0 9 43.5 123 15 52 Y 5.00 41.00 5,141 5,079 5.141 0.62 1.000 4.0 16.8 20.8 0.850 0.198 5 10 48.5 123 16 48 Y 5.00 46.00 5,756 5.382 5,756 0.60 1.000 3.8 17.2 21.0 0.815 0.200 7 11 51.5 123 30 0 Y 3.00 50.00 6,248 5,624 6.248 0.60 1.000 0.0 32.3 32.3 0.785 0,200 ! Liq FS SPT (Nl)60c" KQ CRRN LIq FS Vol Strain N(in) Liq Sett As Sum Liq Sett As (in) Mean Stress am (Pat) Gmax (ksf) yefi(Geff/Gmax) Yert (%) EC,M=7.5 N Dry Sett As (in) Sum Dry Sett As (in) Sum Total Sett (in) 1 5.00 1.20 28.3 1.000 9.999 9.999 0.00 Above WL 0.00 153 715 0.000085 0.0134 0.0117 Removed 0.50 0.50 .00 ! 0 1.00 19.3 1.000 9.999 9.999 0.00 Above WL 0.00 524 1,228 0.000168 0.0441 0.0512 0.05 0.50 0.50 1 0.00 1.00 14.4 1.000 9.999 9.999 0.00 Above WL 0.00 954 1,503 0.000247 0.0681 0.1160 0.11 0.45 0.45 1 0.00 1.00 16.5 1.000 9.999 9.999 0.00 Above WL 0.00 1,371 1,886 0.000279 0.0700 0.0990 0.09 0.34 0.34 i SAO 1.20 15.6 1.000 9.999 9.999 0.00 Above WL 0.00 1,774 2,038 0.000329 0.0847 0.1465 0.14 0.25 0.25 i 0.00 1.00 25.3 0.986 9.999 9.999 0.00 Above WL 0.00 2.187 2,744 0.000295 0.0590 0.0476 0.05 0.11 0.11 ' 6.00 1.20 12.7 0.958 9.999 9.999 0.00 Excluded 0.00 2.607 2,285 0.000412 0.1090 0.2488 Excluded 0.06 0.06 1 0.00 1.00 21.5 0.931 9.999 9.999 0.00 Above WL 0.00 3,017 3,052 0.000346 0.0677 0.0679 0.06 0.06 0.06 1 5.00 1.20 25.1 0.908 0.259 1.310 0.00 0.00 0.00 3,427 3,220 0.000360 0.0679 0.0708 Below WL 0.00 0.00 1 5.00 1.20 25.7 0.896 0.263 1.316 0.00 0.00 0.00 3,837 3,418 0.000364 0.0651 0.0671 Below WL 0.00 0.00 0.00 1.00 32.3 0.887 9.999 9.999 0.00 0.00 0.00 4,165 4,109 0.000317 0.0473 0.0259 Below WL 0.00 0.00 References: 1) Tokimatsu, K., and Seed, H. (1987). "Evaluation of Settlements in Sands Due to Earthquake Shaking." (1997). "Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils". Technical Report Journal of Geotechnicai Engineedng, ASCE,113(8), 861-878. 2) Youd, T.L., and Iddss, I.M. NCEER-97-0022, FHWA. 0 10 20 w 30 L Q dl 40 50 60 0 SPT N-Value 50 (bp9 100 0 Fines 50 Content ("%) 100 1.3 Liquefaction Factor of Safety 1.5 0 I Seismic Setboment (In) 1 2 3 4 0 10 20 t ti 30 m 0 40 50 60 ( 1 I I \ - Total - - - ugverae5an ---Dry sand -- - Boring Y7 - 0-Ign wL - - - (NIW NOW CITY OF SANTA ANA Planning and Building Agency V1=1 Vs SHRINKAGE (-) / BULKING (+) DETERMINATION Vv1 INITIAL (1) ;;- FOR PERMIT ISSUA[ICE Master ID: F I NA eD T: AV ----------------- Vv2 VOIDS i v2= . Ws Vs i''; SO.LIDS' %, Ws Yd1=Ws=Ws=Ws 7d2=Ws V1 1 V2 V2 = Ws = Yd 1 AV= V2-V1 =7d1 1 7d2 7d2 Yd2 Yd1 -1 AV% = V2 - V1 = 100 X 7d2 = 100 X (7d1 V1 1 Yd2 1) 7d1 , INITIAL DRY DENSITY (pcf) 2) M , FINAL DRY DENSITY (pcf) AV, VOLUME CHANGE (ft3) AV% , VOLUME CHANGE (%) Reference: NAVFAC DM-7.01, Chapter 3, Section 2, Table 6, September 1, 1986 L—A @� — AGI GEATECHNICAL, INC. 3555 Sherman Way, Van Nuys, California, Ph (818) 785-5244, Fax (818) 785-6251 114 (IN -SITU) 111 (COMPACTED OR EXCAVATED) 0.0213 (Yd1 / 7d2 - 1) 2.1 BULKING Proj. No.:132-6235-00 _ I Date: August 202 Project: 1601-1607 N. Bristol Street, Santa Ana Calc. BV: IWFB 6235 Shrinkage Shrinkage linage 1 of 1 CITY OF SANTA ANA Planning and Building Agency 100 M BEARING CAPACITY OF CONTINUOUS FOOTING FOUNDATI SUPPORTED ON COMPACTED FILL N Nq /Ny 0 5 10 15 20 25 30 35 40 45 ANGLE OF INTERNAL FRICTION, 0, DEGREES SOIL PROPERTIES: UNIT WEIGHT, y (pcf) 131 COHESION, c, (psf) 623 FRICTION ANGLE, � (deg) 25 FOUNDATION PROPERTIES: WIDTH, B (feet) 2 DEPTH, D (feet) 2 FACTOR OF SAFETY, FOS 3 BEARING CAPACITY FACTORS: Nq 12.58 Nc 24.95 Ny 9.04 Appro4ed FOR PERMIT I SUANCE Master ID: Date: ULTIMATE BEARING CAPACITY = quit quit = cNc + y DNq + 0.5 y BNy ALLOWABLE BEARING PRESSURE = gallow = quit/FOS BEARING CAPACITY FACTORS e 21r(0.75-�/360)tan� Nq 2cos2 (45+IfI/2) Nq-1 Nc = tangy 2(Nq+1)tan� Ny = 1+0.4sin4� SOI ULTIMATE BEARING CAPACITY, gt,It : 20,024 psf ALLOWABLE BEARING PRESSURE, gallaw : 6,675 psf RECOMMENDED BEARING PRESSURE, q : 3,500 psf References: 1. Coduto, Donald (2001), Foundation Design, Prentice -Hall, ISBN 0-13-589706-8 2. Das, Braja (2007), Principles of Foundation Engineering (6th ed.), Stamford, CT: Cengage Publisher 3. Das, Braja (1999), Bearing Capacity and Settlement, Boca Raton, FL: CRC Press LLC Q((� � AGI GEOTECHNICAL INC. 16555 Sherman Way, Van Nuys, California, Ph (818) 785-5244, Fax (818) 785-6251 . No.132-6235-00 1 Date: August 20 ect: 1601-1607 N. Bristol St., Santa Ana :. By WFB - - 1--.. 6235 Bearing CapacitySINGLE (2)8/30/202210:32 AM O N 'a m Q a) a) tC L .0 L � � O a C O= U CLQ Q L A� U) LW r O O Q f.. `i O O ice-' Cn ai (Z Z In 0 t2 ^_ ^_ LL a. 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W ti � •� O O O to N Lo Lo M M M Co (n O N Lo M M 00 M M M 00 O_ •,_, N N M M (U W o .c L L O O M 00 f-- (O O Lo M M— h O O M O 1-- (4 O Lo co M— I- O O Q(D 0 0 r N CO 'q- Lo Lo (p I.- 00 O O Qv 0 0 0 0 0 0 0 0 (D 0 0 0 r O N d' r- N 0) O �- LO N .-- Lo O (0 O E O O O N co N Lo M c- co d' N �, �t M M d• f� ~ O c- N M LL•) c- M O O Lo 'ct M N 00 00 00 00 00 0) 0) N m d• N N N N N N N N N N N N N N N N N N N N N N N N N N C) 'mot V• V V• d• �f (D 0 (D 0 (D 0 0 0 C) 0 C) 0 0 C) 0 0 0 0 0 0o co ao co 00 00 00 co eo ao eo co 00 (D 0 0 C) 0 0 0 0 0 0 0 0 0 CITY OF SANTA ANA Planning and Building Agency Approved �NN AN O CE Master ID: (N" Dad: o m U) V- CO O 'T O C � cm)E � M N E N I— Cl) Tmula-; O ' W CITY OF SANTA ANA Planning and Building Agency SLOT CUT STABILITY ANALYSIS Description Value Unit Weight, 7 (pcf) 130 Friction, � (deg) 24.8 Cohesion, c (psf) 776 Cut Height, H (ft) 12.0 Failure Radius, r (ft) 4.0 Failure Width, B = 2r (ft) 8.0 Volume, V = nr2H / 4 (ft) 151 Weight, W = V7 (lb) 19,680 Surcharge, Q (lb) 10,000 Weight+Surcharge, W + Q, (lb) 29,680 Surface Area, A = 0.5236r ((r +41-12)312 - r3) (ft2) 104 Driving Force, Fp = WH / (r2+H2) 2 (lb) 28,157 Normal Force, FN = Wr / (r2+H2) 2 (lb) 9,386 Frictional Resistance, RF = FN tangy (lb) 4,337 Cohesive Resistance, Rc = A c (lb) 80,704 Total Resistance, R = RF + Rc (lb) 85,041 Factor of Safety, FS = R / Fp 3.02 Approve FOR PERMIT ISSU NCE IVIa-tPr if)- e: Proj. No.: 32-6235-00 1 Date: 08-2022 Project: 1601-1607 N. Bristol Street A.G.I. GEOTECHNICAL, INC. lCa1c. Bv: WFB CITY OF SANTA ANA Cy ,1s•oo• Open -File Report 97-0B 33. 64'3W' ` --- • • • R PERMI0 I SUAN 20 • r • •, • !• fVla 30r: r (I Date: rIt -_i---.t_. . V 1 7 , it ', �� • � �; - t,�i � F�j�( • , • • �a ,-+- _+ � • � t= � gyp 711. t - fir_ �` 11.. 1 ,•.. - • 1' , .1111 JL \?T �1•I r — \• � d �1 'CTI r- • • i � � !1 \I T i%.�; 1 �'1_ - \� 00 �•rT • • y r� • I• c9�+ � �T � f _ rt n • �-t_. � I_ J , T EEM�II 0�l�1#rI�- • - r-_ `('" • 'tnrljh'lr, t • � • �Irl_�lli�':• • �_ • 3 SO4 1. 40 M • 1I 1 r i �' _ • Ifi � 1i �tl�ij ;tl • 1?0 p 3 ate- , a3 ,, � • , � ! ?0 • • •4 �`�� ~ z a • 40 10 • • • • • . t �- ' " �- SITE ii.., 1iiI !- j .1 • �-{�� - tg 33• 45' Base map enlarged from U.S.G.S. 90 x 60-minute series 117• 52'30- f • Borehole Site 30 . i Depth to ground water In feet ONE MILE i SCALE Plate 1.2 Historically Highest Ground Water Contours and Borehole Log Data Locations, Anaheim 7.5--minute Quadrangle. PROJECT NO, 32-6235-00 =QUO= A.G.I. GEOTECHNICAL, INC. GROUNDWATER MAP DATE 06-2022 Engineering Geology • GeotechnicalEngineering 1601 - 1607 N. Bristol Street Santa Ana PREPARED BY WFB 16555 Sherman Way, Ste. A • Van Nuys, CA 91406 1 (818)785-5244 - Fax (818) 785-6251 APPROVED BY MBS A. G. I. G E O T E C H N I C A L, I N C. ___ 16555 Sherman Way, Suite A - Van Nuys, CA 91406 - Office: (818) 785-5244 - Facsimile: (818) 785-6251 Engineering Geology - Soil Engineering February 16, 2024 Project No. 32-6235-03 Mr. Amir Houriani 714 S. Plymouth Blvd. Los Angeles, CA 90005 Subject: ADDENDUM REPORT – ON-SITE INFILTRATION Proposed On-Site Storm Water Infiltration System for a Proposed 1-Story Drive-Thru Restaurant Building On-Grade 1601 - 1607 N. Bristol Street Santa Ana, California DOCUMENT REPORT NO. DATE PREPARED BY Dear Mr. Houriani: The site soils consist of firm to very stiff lean clays and loose to dense clayey sands. These soils are potentially collapsible or expansive when wetted and are considered unsuitable for infiltration of stormwater. We recommend that either sealed bioinfiltration planters or capture and reuse be used for stormwater management on this project. If you have any questions regarding the information presented in this report, please contact this office. Respectfully submitted, A.G.I. GEOTECHNICAL, INC. Bruce Smith, R.G.E. 2673 Senior Engineer MBS:mbs Distribution: (3) Mr. Amir Houriani CITY OF SANTA ANA Planning and Building Agency WuTlnGEoR Approved A. G. I. G E O T E C H N I C A L, UMVERMIT ISSUANCE 16555 Sherman Way, Suite A - Van Nuys, CA 91406 - Office: (818) 785-5244 - Facsi ile: (818) 785-6251 Master ID: Date: October 2, 2023 Proj ct No. 32-6235-02 Mr. Amir Houriani 714 S. Plymouth Blvd. Los Angeles, CA 90005 Subject: PERCOLATION TESTING RESULTS Proposed On -Site Storm Water Infiltration System for a Proposed 1-Story Drive-Thru Restaurant Building On -Grade 1601 - 1607 N. Bristol Street Santa Ana, California Reference: GEOTECHNICAL INVESTIGATION AND PERCOLATION TESTING RESULTS Proposed 1-Story Drive-Thru Restaurant Building On -Grade 1601 - 1607 N. Bristol Street Santa Ana, California Prepared by A.G.I. Geotechnical, Inc., Project No. 32-6325-00 dated August 29, 2022 Dear Mr. Houriani: This report has been prepared to present the results of the percolation tests for the proposed on -site stormwater infiltration system, The site is located at 1601 -1607 North Bristol Street in the city of Santa Ana, California and is currently vacant. The location of the site is shown on the Location Map, (Figure 1). The site is bound by North Bristol Street to the west, a vacant parking lot to the north, and by residential and commercial properties to the east and south. Based on review of the Seismic Hazard Zones Map of the Anaheim Quadrangle, the site is located within an area designated as liquefiable. Percolation testing was conducted in two additional test pits. The test locations are shown on the enclosed Plot Plan, (Figure 2). Two test pits were hand dug to a depth of four feet below the ground surface (bgs). A one cubic foot hole (1' x 1' x 1') was excavated at the bottom of each of the test pits. The percolation testing was performed at a depth of four to five feet. The 1 ft3 excavations were pre-soaked, refilled and percolation tests were performed. Recorded water drop rates are shown on the enclosed Percolation Test Reports. The percolation test results show that the measured infiltration rate is 1.0 in/hr and 0.9 in/hr for TP-3 and TP-4, respectively. To arrive at the stabilized infiltration rate, we used the lowest six inches of the water column that percolated in the bottom of the pit. No factor of safety was applied. The upper on -site soils consist of light brown clayey sands in a moist and medium dense condition which are not susceptible to hydroconsolidation. No groundwater was encountered in the test pit to the depth explored of five feet below existing ground surface; however, perched waterwas encountered in our initial investigation conducted on August 3, 2022, at a depth of about 50 feet bgs (See Referenced Report). According to the "Seismic Hazard Evaluation of the Anaheim 7.5-Minute Quadrangle, Los Angeles County, California" dated 1997 by the Department of Conservation - Division of Mines and Geology, historically highest groundwater level has been about 40 feet from the ground surface. The upper on -site soils are sufficiently permeable to allow for the construction of a properly functioning infiltration facility. Engineering Geology - Soil Engineering CITY OF SANTA ANA Planning and Building Agency Mr. Amir Houriani Project No. 32-6235-02 1601-1607 N. Bristol Street October 2, 2023 Liquefaction settlements were determined using a design water level at the historically 1 40 feet below grade and the seismic settlement did not exceed the limits for a conventio when using a design water level at the proposed infiltration level of five feet bgs, the liq was calculated to be about 6.9 inches. Page pproved FOR PERMIT ISSUANCE IaWr level of g; however, We recommend that the horizontal distance of the infiltration system be a minimum of 50 feet away from the proposed building foundations. Based on this condition, we do not expect the soils near the proposed building to become saturated nor increase the risk of additional building settlements due to the proposed infiltration system. Based on the soils present at the site to the depths explored, it is our opinion that the infiltrated stormwater will move in a vertical direction with no potential for creating perched water conditions. The infiltration facilities shall be a minimum of ten feet in any direction from any foundations and ten feet horizontally from private property lines. Infiltration in compacted fill is not allowed. Provided that the infiltration facilities are located a minimum of ten feet from any foundations, the infiltration would not result in distress to the existing or adjacent structures due to expansive soils. When prepared, this office shall review the infiltration plans and specifications. If you have any questions regarding the information presented in this report, please contact this office. Respectfully submitte , A. I.AEOECH I AL, INC B ce,R.G.E. 2673 Senior Engineer MBS:wb v gRUCFs �F2� No.2673 a Fxp:06-30-24 �sT�l��OrECHN��P��P \F OF CA1F��� Distribution: (3) Mr. Amir Houriani Enclosures: Location Map, (Figure 1) Site Plan, (Figure 2) Percolation Test Reports Seismic Settlement Analysis Quadrangle Location Map Groundwater Map A.G.I. Geotechnical, Inc. • 16555 Sherman Way, Suite A • Van Nuys, CA 91406 /� �1 Office: (818)785-5244 • Facsimile: (818)785-6251 Pla ISA a18s1 as aiao;dip S-lusana_N - - I o g and Buildi r, o g S n ❑ FO RAtpMTI bW m } o �LIV —en sse - o a a w R 0 6 ea uaaa J Dat ui ; �(asuaeEx: p r : o D: I - - aannol�N ;S aannolg N �I -- —} !IO-I�1 }� - -evil-O�b ry - -NBC --uI8Mo i.U,Iee�� I tD S O Mo. � own r-St u �'---eny_ en =poonn;sOM oo sap p n� — bi J8 S-N --_,-� a _ E �^ esZ S—IS-. 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N N M M M co M M m M M co M co m M N N N N N N N N N N N N N � Q N \ N \ N \ N \ N \ N \ N \ N \ N \ N \ N \ N \ N \ rnrnrnrnrnrnrnrnrna)rnrna) 0 0 0 0 0 0 0 0 0 0 0 0 0 N LO LO O (jy/ul) � 'a}e�j u01}ejalgu1 CITY OF SANTA ANA Planning and Building Agency f , • Approved M N O N pMaster ID: o 17H 1` ) m U) LL. m O O co N C O LO M U o I- N N O N Cl) En .. m w O Z O m U m !a o a U Q 0 O Q a � m47 Q U fC � •C �rr m �0U = m Q E Q Q q G �+ m N a) R1 Q ti L6 W M O m M- - - - N W W W W W W W W W W W W Z (n (0 O I'- N I- d• O U M N d d d V M 'cI' LO (0 I` �— (6 Q In M M M M M r- I- O O In CO v Z 0 0 0 0 0 0 0 0 0 C) c- c- w L Q (6 zc- O r- O N c- N -- N N i- - - M - (n M O OD r- O r- LO ILD I-- CO IN r- LO i' C Q (0 (0 00 00 00 00 r-- 0) O M 'ct' O Z 0 (D 0 0 0 0 0 0 0 C) 0 0 0 0 0 0 - 0 c- 0 a- 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 0 0 0 0 0 0 0 0 0 C Q O O CO O (� M Or- M O ti M C) r- 6 CDM O (0 M CD(O CO O (0 M C)(O N C:) 00 '0 .-- Co � �- 00 U) - 00 In �- y=, QL c � �i• V' "t Co M M N N N — — r C > O - O CO M CO M M CO M M M M M M w O N N N N N N N N N N N N L �E O 0 (0 C) (0 C) O 0 M 0 (O 0 M 0 (O 0 (O 0 M 0 M 0 (0 C) (0 0 O C > C > E� O (DWW M M M oo M M WWCD000 M M M M M W M W M W O O O O O O o 0 0 0 0 0 0 o" o 0 0 0 0 0 0 0 0 0 0 0 0 C > a) •C c) IN a) r- LO (0 ti ti M O N N 0) V)ILD (0 N N (0 N ti 40 N (0 00 M N CO mot' M ti N O_. •�- .-- .-- N N N M M M w 0 -r- L L Q S O O O M 00 O r-- (0 O LO N co M M r-• .- d O O Lo M 00 (n ti M (0 O (n r--w co M- r- O O O CDQ v 7 0 0 0 0 C) 0 0 0 0 0 0 0 O 00 to (0 O (0 N N LO O LID ti M Q) O r to M It LO LO M M d' I= LID C)(O - 00 (0 O (n � M C) C)d- ' T N N r` �A N LP N (n - IT 0 0 N CV Cl) M M M M M M M M M M M M M M N N N N N N N N N N N N N rn rn rn rn rn rn rn rn rn rn rn rn rn Q N rn N rn N rn N rn N rn N rn N rn N rn N rn N rn N rn N rn N rn O O O O O O O O O O O O O CITY OF SA -TA ANA Planning and Building Agency Approved :z��:a��:lWltl�i►1���I Cl) N O Master ID: 0 pI3�: _• pfflo LL Co O � 2i C)IT N � O O M M N N M E N � M > 0 N O Z m m w O V !Z IL U Q O O CITY OF SANTA ANA Planning and Building Agency _/ SPT Liquefaction & Seismic Settlement Evaluation A \ Project: 1601-1607 N. Bristol Street Earthquake Magnitude, M : B.Bt Job No: 32.8235-02 Design PGA: 0.408 Boring: B-1 Magnitude Scaling Factor, rm : 0.866 Factor, EC,N f EC,11=15: 0.788 Return SPT N-Value Correction Factors Energy Ratio, CE 1.30 Boring Water Level (Below Orig), it : 60.0 Borehole Diameter, Ca 1.15 Design Water Level (Below Orig), ft : 5.0 Rod Length, CR Removal Depth (Below Orig), it: 4.0 LIQUE Sampler Type, Cs 1.20 Surcharge Fill Height (Above Ong), ft : 0.0 D Overall Correction, CEas 1.79 Surcharge Fill Unit Weight y, pcf : 125 TOTAL SEI A.G.I. GEOTECHNICAL, INC. 16555 Sherman Way Van N�uy� GA 91 06 A1Q71[- v"i6 t51 FOR PERMIT ISSUAN Period F- 475 years Lat : 33. 5588 GA,, 0.612 g Long : -117.8847 F.O.S 1.3 MM }}pprr I� ACt�TI��,$ET7LEMENT (in) : 6.90 YUa o(DeTTLEMENT (in) : 0.00 5MIC SETTLEMENT (in)., &W Layer Layer Base, z (it) Total Unit Weighty (Pcf) SPT Nrein Fines (%) Incl7 (YIN) Layer Thickness t (tt) Layer Mldhelght ze (ff) Design Total Stress a, (Psf) Design Effective Stress as (Pan Boring Effective Stress ae (psf) Overburden Correction CN Rod Length Corr. CR 5(N1)80 SPT Fines Corr SPT N ( 1)60 Dry Sett N ( i)BOcs rd CSR= Tavef ao 1 3.5 131 9 67 Y 3.50 1.75 229 229 229 1.60 0.750 4.8 19.4 24.2 0.998 0.229 5 2 8.5 131 9 0 Y 5.00 6.00 786 724 786 1.60 0.750 0.0 19.3 19.3 0.988 0.246 o 3 13.5 127 8 0 Y 5.00 11.00 1,431 1,057 1,431 1.18 0.850 0.0 14.4 14.4 0.977 0.304 5 4 18.5 123 11 0 Y 5.00 16.00 2,056 1.370 2,056 0.99 0.850 0.0 16.5 16.5 0.964 0.332 0 5 23.5 119 6 80 Y 5.00 21.00 2,661 1,663 2,661 0.87 0.950 5.3 8.9 14.2 0.949 0.349 5 6 28.5 129 19 0 Y 5.00 26.00 3,281 1,971 3,281 0.78 0.950 0.0 26.3 25.3 0.930 0.356 0 7 33.5 123 5 67 N 5.00 31.00 3,911 2,289 3,911 0.72 1.000 4.8 6.4 11.2 0.908 0.356 5 8 38.5 123 18 0 Y 5.00 36.00 4,526 2,592 4,526 0.66 1.000 0.0 21.5 21.4 0.881 0.353 0 9 43.5 123 15 52 Y 5.00 41.00 5,141 2,895 5,141 0.62 1.000 4.0 16.8 20.8 0.850 0.347 5 10 48.5 123 16 48 Y 5.00 46.00 5,756 3,198 5,756 0.60 1.000 3.8 17.2 21.0 0.8'15 0.337 0 11 61.5 123 30 0 Y 3.00 50.00 6,248 3,440 6,248 0.60 1.000 0.0 32.3 32.3 0.785 0.327 a t a Liq FS SPT (N7)60cs Ka CRRM Liq FS Vol Strain M Liq Sett As (in) Sum Liq Sett As (in) Mean Stress am I (psf) Gmax (ksf) Ter1(Geff1Gmax) x Teti M EC,M=7.5 (% Dry Sett As in Sum Dry Sell As Sum Total Sett 1 5.00 1.20 28.3 1.000 9.999 9.999 0.00 Above WL 6.90 153 715 0.000085 0.0134 0.0441 0.0681 0.0700 0.0847 0.0590 0.1090 0.0677 0.0679 0.0651 0.0473 0.0117 Removed 0.00 6.90 ! 0.00 1 1.00 19.3 1.000 0.209 1 0.847 1.07 0.64 6.90 524 1,228 0.000168 0.0512 Below WL 0.00 6.90 1 0.00 1.00 14A 1.000 0.156 0.514 1.96 1.18 6.26 954 1,503 0.000247 0.1160 Below WE 0.00 6.26 1 0.00 1.00 16.5 1.000 0.179 0.538 1.75 1.05 5.08 1,371 1,886 0.000279 0.0990 Below WL 0.00 5.08 i 5.00 1.20 15.6 1.000 0.169 0.485 2.06 1.24 4.04 1.774 2,038 0.000329 0.1465 Below WL 0.00 4.04 i 0.00 1.00 25.3 1.000 0.287 0.808 0.87 0.52 2.80 2,187 2,744 0.000295 0.0476 Below WL 0.00 2.80 ' 5.00 1.20 12.7 1.000 0.137 0.386 0.00 Excluded 2.28 2,607 2,285 0.000412 0.2488 Excluded 0.00 2.28 1 0.00 1.00 21.5 1.000 0.233 0.661 1.24 0.75 2.28 3,017 3,052 0.000346 M0679 Below WL 0.00 2.28 1 5.00 1.20 25.1 1.000 0.285 0.822 1.30 0.78 1.53 3,427 3,220 0.000360 0.0708 Below WL 0.00 1.53 I 5.00 1.20 25.7 0.992 0.292 0.865 1.25 0.75 0.7 1 83 3,7 41 3,8 0.000364 0.0671 Below WL 0.00 0.75 0.00 1.00 32.3 0.980 9.999 9.999 0.00 0.00 0.00 4'.4,109 0.000317 0.0259 Below WL 0.00 0.00 References: 1) Tokimatsu, K., and Seed, H. (1987). "Evaluation of Settlements in Sands Due to Earthquake Shaking." (1997). "Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils'. Technical Report NCEER-87-0022, Journal of Geotechnical Engineering, ASCE, 113(8). 861-878. 2) Youd, T.L., and Iddss, I.M. FHWA. 0 10 20 -- 30 0 40 50 60 0 SPT N-Value 50 (bpo 100 0 Fines 50 Content (%) 100 0.0 Liquefaction 0.5 Factor 1.0 of Safety 1.5 Seismic Settlement (in) 0 1 2 3 4 5 6 7 8 0 10 20 a 30 w ❑ 40 50 60 I ( �\ 01 \ I I \ I - Twee - - - uquefedlan - - - anDry Sd - - - Boring WL -Deegn WL - _--(N1)60 NfieW 01