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Home My WebLink About2130 N Grand Ave - PlanVIETNAMESE ALLIANCE CHURCH OF ORANGE 58.85kW PHOTOVOLTAIC 2130 N GRAND AVE, SANTA ANA, CA 92705. REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: CS-1.0PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SYSTEM SUMMARY: QTY NAME DESCRIPTION 107 MODULES ZNSHINE SOLAR ZXM7-SHLD144-550W 1 INVERTER CHINT CPS SCA50KTL-DO/US-480 56 MLPE AP SMART RSD-D-20 SHEET CATALOG INDEX NO.DESCRIPTION CS-1.0 COVER SHEET GN-1.0 GENERAL NOTES T-1.0 SITE PLAN T-1.1 ENLARGED SITE PLAN R-1.0 RACKING DETAILS - 1 R-1.1 RACKING DETAILS - 2 E-1.0 ELECTRICAL STRINGING LAYOUT E-1.1 ELECTRICAL ELEVATION DETAIL E-1.2 ELECTRICAL MOUNTING DETAIL E-1.3 GROUNDING DETAIL E-1.4 ELECTRICAL DIAGRAM E-1.5 ELECTRICAL CALCULATION E-1.6 ELECTRICAL PHOTOS PL-1.0 ELECTRICAL PLACARD- 1 PL-1.1 ELECTRICAL PLACARD- 2 SS-1.0 SPEC SHEETS SS-1.1 SPEC SHEETS RP-1.0 PANELCLAW REPORT RP-1.1 PANELCLAW REPORT RP-1.2 PANELCLAW REPORT UTILITY (ELECTRICAL) UTILITY: SCE METER NO:25900-079158 AHJ CITY OF SANTA ANA DESIGN PARAMETERS DC (STC) SYSTEM SIZE: 58.85kW DC (PTC) VALUE: 55.16 kW AC (NAMEPLATE) SYSTEM SIZE: 50.00kW AC (CEC) VALUE: 54.34 kW EXPOSURE CATEGORY: B RISK CATEGORY: II WIND SPEED (ASCE 7-16): 95 MPH SNOW LOAD (ASCE 7-16): 0 PS SOLAR ARRAY LOCATIONS Know what's below. CALL before you dig. CALL AT LEAST TWO WORKING DAYS BEFORE YOU DIG USA Nor th DIG ALERT CONTRACTOR SHALL VERIFY ALL PLANS & EXISTING LOCATIONS, CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME GENERAL CONDUCTOR INSULATION KEY DC CONDUCTORS POSITIVE(UNGROUNDED)RED NEGATIVE(UNGROUNDED)BLACK 120/208V (OR) 240V AC CONDUCTORS PHASE A BLACK PHASE B RED PHASE C BLUE 480/277V AC CONDUCTORS PHASE A BROWN PHASE B ORANGE PHASE C YELLOW NEUTRAL WHITE OR GREY GROUND GREEN OR BARE Cu SITE LOCATION SCALE: NTS VICINITY MAP AERIAL VIEW ENGINEERING SCOPE OF WORK: 1. GENOM'S PERMIT DRAWINGS ARE INTENDED TO BE PRELIMINARY DRAFT FOR A LICENSED PROFESSIONAL ENGINEER TO REVIEW AND APPROVE. 2. REGARDLESS OF JURISDICTIONAL REQUIREMENT, IT IS HIGHLY RECOMMENDED THAT A LICENSED DESIGN PROFESSIONAL REVIEWS AND APPROVES THE FINAL DESIGN OF ALL THE COMPONENTS OF THEIR RESPECTIVE DISCIPLINE SHOWN ON THESE PERMIT DRAWINGS. APPLICABLE CODES: THE INSTALLATION OF SOLAR ARRAYS AND PHOTOVOLTAIC POWER SYSTEMS SHALL COMPLY WITH THE FOLLOWING CODES: 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA FIRE CODE ADDITIONALLY, CONFORM TO ALL LOCAL ORDINANCES AND REQUIREMENTS COVER SHEET Bldg#: 101119452 Elec#: 20182937 Approvals: Plng: F. Arias Bldg: T. Le Elec: M. Smith 2130 N Grand Ave 10/1/2024 GENERAL NOTES REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: GN-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SCALE: NTS GENERAL NOTES: GENERAL NOTES: 1. CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY AND LIABILITY FOR COMPLIANCE WITH REGULATIONS PER FEDERAL OSHA, CAL/ OSHA AND LOCAL REGULATIONS PERTAINING TO WORK PRACTICES, PROTECTION OF WORKERS AND VISITORS TO THE SITE. 2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT SITE PRIOR TO COMMENCING WORK. 3. WORK REQUIRED UNDER THIS CONTRACT INCLUDES ALL LABOR AND MATERIALS, EQUIPMENT ETC. NECESSARY AND REASONABLY INCIDENTAL TO COMPLETE THE PROJECT. ALL MATERIALS SHALL BE IN NEW AND UNUSED CONDITION AND OF HIGH QUALITY IN EVERY RESPECT. 4. MANUFACTURER'S MATERIAL, EQUIPMENT, ETC. SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND INSTRUCTIONS. 5. THE CONTRACTOR SHALL BECOME FAMILIAR WITH ALL UTILITY AS-BUILT PLANS AND THE LOCATIONS OF ALL EXISTING UTILITIES AND STRUCTURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTILITIES, STRUCTURES, PAVEMENT OR IMPROVEMENTS. 6. ALL WORK SHALL BE INSTALLED IN CONFORMANCE WITH ALL APPLICABLE LOCAL CODES AND ORDINANCES BY EXPERIENCED WORKERS AND A LICENSED CONTRACTOR WHO SHALL OBTAIN ALL NECESSARY PERMITS AND PAY ALL REQUIRED FEES. 7. GOOD HOUSEKEEPING IS EXPECTED. TRASH SHALL BE REMOVED AS FREQUENTLY AS NEEDED TO ENSURE A TIDY AND SAFE WORK ENVIRONMENT. 8. ALL WORK SHALL BE INSTALLED IN CONFORMANCE WITH CONSTRUCTION SPECIFICATIONS. 9. ALL PV SYSTEM COMPONENTS SHALL BE LISTED BY A RECOGNIZED TESTING AGENCY. 10. PV MODULES AND ASSOCIATED EQUIPMENT AND WIRING MATERIALS SHALL BE PROTECTED FROM ANY PHYSICAL DAMAGE DURING CONSTRUCTION ELECTRICAL NOTES FOR NEW PHOTOVOLTAIC SYSTEM: 1. ALL ELECTRICAL EQUIPMENT SHALL BE LABELED , LISTED, OR CERTIFIED BY A NATIONALLY RECOGNIZED TESTING LABORATORY ACCREDITED BY THE UNITED STATES OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION. 2. ALL INVERTERS, MOTOR GENERATORS, PV MODULES, PV PANELS, AC PV MODULES, SOURCE CIRCUIT COMBINERS, AND CHARGE CONTROLLERS INTENDED FOR USE IN A PV POWER SYSTEM SHALL BE IDENTIFIED AND LISTED FOR THE APPLICATION PER 690.4(D) 3. THIS SYSTEM IS TO CONNECT TO THE CLIENT'S EXISTING ELECTRICAL SYSTEM, THE POINT OF INTERCONNECTION (POI). 4. ALL PV SOURCE AND INVERTER INPUT CIRCUITS SHALL HAVE INDIVIDUAL CIRCUIT PROTECTION FOR TESTING AND ISOLATION. A DISCONNECT IS LOCATED AT THE INVERTER FOR EACH INVERTER INPUT CIRCUIT FROM PV ARRAY COMBINER BOXES. 5. ALL DISCONNECTS, PULL/SPLICE BOXES, ENCLOSURES, AND COMBINERS SHALL BE SECURED FROM UNAUTHORIZED PERSONNEL BY LOCK OR LOCATION. WIRING AND WIRING METHODS: 1. EXPOSED PV SOLAR MODULE WIRING AND PV SOURCE CIRCUITS TO BE UV RESISTANT 1,000V PV WIRE, 90° C, AND RATED FOR WET CONDITIONS. 2. ALL EXPOSED CABLES, SUCH AS MODULE LEADS SHALL BE SECURED IN A NEAT WORKMAN LIKE MANNER TO PREVENT CHAFFING, SWINGING, AND EXCEEDING MINIMUM BEND RADIUS WITH PROPER MECHANICAL SUNLIGHT RESISTANT MEANS AND ROUTED TO AVOID DIRECT EXPOSURE TO SUNLIGHT AT ALL TIMES. 3. ALL FIELD WIRING THAT IS NOT COLOR CODED SHALL BE TAGGED AT BOTH ENDS WITH PERMANENT WIRE MARKERS TO IDENTIFY POLARITY AND GROUND. 4. FLEXIBLE METAL CONDUIT IS SUITABLE FOR INSTALLATION IN DRY LOCATIONS. SHOULD IT BE EMPLOYED, SUPPORTS WILL BE NO MORE THAN 12 INCHES FROM BOXES (JUNCTION BOX, CABINETS OR CONDUIT FITTING) AND NO MORE THAN 48 INCHES APART. 5. LIQUID TIGHT FLEXIBLE METAL AND NON-METALLIC CONDUIT IS SUITABLE FOR INSTALLATION IN WET AND DRY LOCATIONS. SHOULD IT BE EMPLOYED,SUPPORTS WILL BE NO MORE THAN 12 INCHES FROM BOXES (JUNCTION BOX, CABINETS, OR CONDUIT FITTING) AND NO MORE THAN 36 INCHES APART. 6. PVC CONDUIT AND FITTINGS SHALL NOT BE USED ON ROOFTOP CONDITIONS OR EXPOSED TO DIRECT SUNLIGHT. WHEN USED IN ACCEPTABLE LOCATION CONDUIT SHALL BE SCHEDULE 80 UV RESISTANT UNLESS NOTED OTHERWISE. 7. FUSES AND WIRES SUBJECT TO TEMPERATURES CONDITIONS GREATER THAN 100°F OR TRANSFORMER INRUSH CURRENT SHALL BE SIZED ACCORDINGLY. 8. THE PHOTOVOLTAIC SOURCE CIRCUITS AND PHOTOVOLTAIC OUTPUT CIRCUITS OF THIS PROPOSED SOLAR SYSTEM SHALL NOT BE CONTAINED IN THE SAME RACEWAY CABLE TRAY, CABLE, OUTLET BOX, JUNCTION BOX, OR SIMILAR FITTING AS FEEDERS OR BRANCH CIRCUITS OF OTHER SYSTEMS UNLESS THE CONDUCTORS OF THE DIFFERENT SYSTEMS ARE SEPARATED BY A PARTITION OR ARE CONNECTED TOGETHER. 9. ALL TERMINATIONS SHALL HAVE ANTI-OXIDANT COMPOUND AND BE TORQUED PER DEVICE LISTING, OR MANUFACTURER'S RECOMMENDATIONS. 10. SPLIT BOLTS /SPLICES / CONNECTORS ARE PERMITTED ON THE AC CONDUCTORS AND SHALL BE INSULATED WITH APPROVED MEANS. SPLICES ON THE DC CONDUCTORS IS NOT PERMITTED IN ANY LOCATION. GROUNDING - SEE ELECTRICAL DIAGRAM AND ELECTRICAL DETAILS FOR MORE GROUNDING INFORMATION: 1. ONLY ONE CONNECTION TO DC CIRCUITS AND AC CIRCUITS WILL BE USED FOR SYSTEM GROUNDING (REFERENCED TO THE SAME POINT). 2. EQUIPMENT GROUNDING CONDUCTORS AND SYSTEM GROUNDING ELECTRODE CONDUCTORS WILL HAVE AS SHORT A DISTANCE TO THE GROUNDING CONNECTION POINT AS PRACTICABLE AND A MINIMUM NUMBER OF TURNS. (REF. CEC 690.42-IN) 3. TO ENSURE PROPER GROUNDING, NON-CURRENT CARRYING METAL PARTS SHALL BE INSTALLED, NOTING THAT PAINT AND FINISH SHALL BE PROPERLY REMOVED WHERE IT MAY INSULATE AN ENCLOSURES BONDING CONNECTION CEC 250.96). APPLY NO-LOX OR OTHER SIMILAR ANTI-OXIDANT COMPOUND TO EXPOSED SURFACES. 4. THE CONNECTION TO THE MODULE OF THE PROPOSED SOLAR ELECTRIC SYSTEM SHALL BE SO ARRANGED THAT REMOVAL OF A MODULE FROM THE PHOTOVOLTAIC SOURCE CIRCUIT DOES NOT INTERRUPT A GROUND TO ANOTHER PHOTOVOLTAIC SOURCE CIRCUIT. 5. GROUNDING SYSTEM COMPONENTS SHALL BE APPROVED FOR THEIR PURPOSE, INCLUDING BUT NOT LIMITED TO GROUND RODS, GROUNDING LUGS, GROUNDING CLAMPS, ETC. GROUNDING DEVICES EXPOSED TO THE ENVIRONMENT SHALL BE RATED FOR DIRECT BURIAL. 6. UNDERGROUND OR INACCESSIBLE CONNECTIONS OF GROUNDING CONDUCTORS SHALL ONLY BE MADE VIA EXO-THERMIC WELDS. THE USE OF MECHANICAL CONNECTIONS ARE ACCEPTABLE FOR ACCESSIBLE ABOVE GROUND LOCATIONS. 7. ALL METALLIC CONDUITS SHALL BE INSTALLED AND TERMINATED WITH INSULATED GROUND BUSHINGS. GROUND FAULT PROTECTION: 1. PHOTOVOLTAIC INVERTERS SHALL BE EQUIPPED WITH DC GROUND FAULT PROTECTION. INVERTERS ARE ALSO EQUIPPED WITH ANTI-ISLANDING CIRCUITRY. DISCONNECTING MEANS: 1. MEANS SHALL BE PROVIDED TO ISOLATE EACH SOURCE CIRCUIT FROM THE SYSTEM. 2. WHERE A CIRCUIT GROUNDING CONNECTION IS NOT DESIGNED TO BE AUTOMATICALLY INTERRUPTED AS PART OF THE GROUND-FAULT PROTECTION, A SWITCH OR CIRCUIT BREAKER USED AS A DISCONNECTING MEANS SHALL NOT HAVE A POLE ON THE GROUNDED CONDUCTOR. 3. THE GROUNDED CONDUCTOR MAY HAVE A BOLTED OR TERMINAL DISCONNECTING MEANS TO ALLOW MAINTENANCE OR TROUBLESHOOTING BY QUALIFIED PERSONNEL. 4. EQUIPMENT SUCH AS PHOTOVOLTAIC SOURCE CIRCUITS, OVER CURRENT DEVICES, AND BLOCKING DIODES SHALL BE PERMITTED ON THE PHOTOVOLTAIC SIDE OF THE PHOTOVOLTAIC DISCONNECTING MEANS. 5. MEANS SHALL BE PROVIDED TO DISCONNECT INVERTERS FROM ALL UNGROUNDED CONDUCTORS OF ALL SOURCES. IF THE EQUIPMENT IS ENERGIZED FROM MORE THAN ONE SOURCE, THE DISCONNECTING MEANS SHALL BE GROUPED AND IDENTIFIED. 6. A SINGLE DISCONNECTING MEANS SHALL BE PERMITTED FOR THE COMBINED OUTPUT OF ONE OR MORE INVERTERS IN A GRID INTERACTIVE SYSTEM. 7. DISCONNECTING MEANS SHALL BE PROVIDED TO DISCONNECT A FUSE FROM ALL SOURCES OF SUPPLY IF THE FUSE IS ENERGIZED FROM BOTH DIRECTIONS AND IS ACCESSIBLE TO OTHER THAN QUALIFIED PERSONS. SUCH A FUSE IN A PHOTOVOLTAIC SOURCE CIRCUIT SHALL BE CAPABLE OF BEING DISCONNECTED INDEPENDENTLY OF FUSES IN OTHER PHOTOVOLTAIC SOURCE CIRCUITS PLANNING DEPARTMENT NOTES: THE INSTALLATION OF THE PV SOLAR SYSTEM WILL NOT REDUCE OR AFFECT ANY EXISTING PARKING SPACES THE INSTALLATION OF THE PV SOLAR SYSTEM WILL NOT IMPEDE OR ALTER EXISTING FIRE ACCESS PATHS THE INSTALLATION OF THE PV SOLAR SYSTEM WILL NOT BE VISIBLE FROM STREET LEVEL DUE TO THE EXISTING PARAPET WALL FIRE REQUIREMENT INFORMATION: PHOTOVOLTAIC SYSTEM DESIGN IS IN ACCORDANCE WITH CEC 2022 1204.3 ACCESS TO SYSTEMS FOR BUILDINGS, OTHER THAN THOSE CONTAINING GROUP R-3 OCCUPANCIES, SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 1204.3.1 THROUGH 1204.3.3. EXCEPTIONS: 1. DETACHED, NON-HABITABLE GROUP U STRUCTURES INCLUDING, BUT NOT LIMITED TO, DETACHED GARAGES SERVING GROUP R-3 BUILDINGS, PARKING SHADE STRUCTURES, CARPORTS, SOLAR TRELLISES AND SIMILAR STRUCTURES. 2. ROOF ACCESS, PATHWAYS AND SPACING REQUIREMENTS NEED NOT BE PROVIDED WHERE THE FIRE CODE OFFICIAL HAS DETERMINED THAT ROOFTOP OPERATIONS WILL NOT BE EMPLOYED. ROOF ACCESS POINTS: 1.ROOF ACCESS POINTS SHALL BE LOCATED IN AREAS THAT DO NOT REQUIRE THE PLACEMENT OF GROUND LADDERS OVER OPENINGS SUCH AS WINDOWS OR DOORS, AND LOCATED AT STRONG POINTS OF BUILDING CONSTRUCTION IN LOCATIONS WHERE THE ACCESS POINT DOES NOT CONFLICT WITH OVERHEAD OBSTRUCTIONS SUCH AS TREE LIMBS, WIRES OR SIGNS. PERIMETER PATHWAYS: 1. THERE SHALL BE A MINIMUM 6-FOOT-WIDE CLEAR PERIMETER AROUND THE EDGES OF THE ROOF. a. EXCEPTION: WHERE EITHER AXIS OF THE BUILDING IS 250 FEET OR LESS, THE CLEAR PERIMETER AROUND THE EDGES OF THE ROOF SHALL BE PERMITTED TO BE REDUCED TO A MINIMUM 4 FEET WIDE. A MINIMUM OF 4 FT SHALL BE PERMITTED WHEN THE SHORTEST EDGE OF THE BUILDING IS LESS THAN 250 FT. INTERNAL PATHWAYS: INTERIOR PATHWAYS SHALL BE PROVIDED BETWEEN ARRAY SECTIONS TO MEET THE FOLLOWING REQUIREMENTS: 1. PATHWAYS SHALL BE PROVIDED AT INTERVALS NO GREATER THAN 150 FEET (45.7 M) THROUGHOUT THE LENGTH AND WIDTH OF THE ROOF. 2. A MINIMUM 4-FOOT-WIDE PATHWAY IN A STRAIGHT LINE TO ROOF STANDPIPES OR VENTILATION HATCHES. 3. A MINIMUM 4-FOOT-WIDE PATHWAY AROUND ROOF ACCESS HATCHES WITH NOT LESS THAN AT LEAST ONE MINIMUM 4-FOOT-WIDE PATHWAY TO A PARAPET OR ROOF EDGE. SMOKE VENTILATION: THE SOLAR INSTALLATION SHALL BE DESIGNED TO MEET THE FOLLOWING REQUIREMENTS: 1. WHERE NONGRAVITY-OPERATED SMOKE AND HEAT VENTS OCCUR, A MINIMUM 4-FOOT-WIDE PATHWAY SHALL BE PROVIDED BORDERING ALL SIDES. 2.SMOKE VENTILATION OPTIONS BETWEEN ARRAY SECTIONS SHALL BE ONE OF THE FOLLOWING: a. A MINIMUM 8-FOOT-WIDE PATHWAY. b. WHERE GRAVITY-OPERATED DROPOUT SMOKE AND HEAT VENTS OCCUR, A MINIMUM 4-FOOT-WIDE PATHWAY ON NOT LESS THAN ONE SIDE. c. A MINIMUM 4-FOOT-WIDE PATHWAY BORDERING 4-FOOT BY 8-FOOT “VENTING CUTOUTS” EVERY 20 FEET ON ALTERNATING SIDES OF THE PATHWAY. LOCATIONS OF DC CONDUCTORS: CONDUIT, WIRING SYSTEMS, AND RACEWAYS FOR PHOTOVOLTAIC CIRCUITS SHALL BE LOCATED AS CLOSE AS POSSIBLE TO THE RIDGE OR HIP OR VALLEY AND FROM THE HIP OR VALLEY AS CLOSE AS POSSIBLE TO AN OUTSIDE WALL TO REDUCE TRIP HAZARDS AND MAXIMIZE VENTILATION OPPORTUNITIES. CONDUIT RUNS BETWEEN SUB ARRAYS AND TO DC COMBINER BOXES SHALL BE INSTALLED IN A MANNER THAT MINIMIZES THE TOTAL AMOUNT OF CONDUIT ON THE ROOF BY TAKING THE SHORTEST PATH FROM THE ARRAY TO THE DC COMBINER BOX. THE DC COMBINER BOXES SHALL BE LOCATED SUCH THAT CONDUIT RUNS ARE MINIMIZED IN THE PATHWAYS BETWEEN ARRAYS. DC WIRING SHALL BE INSTALLED IN METALLIC CONDUIT OR RACEWAYS WHEN LOCATED WITHIN ENCLOSED SPACES IN A BUILDING. CONDUIT SHALL RUN ALONG THE BOTTOM OF LOAD BEARING MEMBERS 2130 N Grand Ave 10/1/2024 VIETNAMESE ALLIANCE CHURCH OF ORANGE 58.85kW PHOTOVOLTAIC 2130 N GRAND AVE, SANTA ANA, CA 92705. REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: CS-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SYSTEM SUMMARY: QTY NAME DESCRIPTION 107 MODULES ZNSHINE SOLAR ZXM7-SHLD144-550W 1 INVERTER CHINT CPS SCA50KTL-DO/US-480 56 MLPE AP SMART RSD-D-20 SHEET CATALOG INDEX NO.DESCRIPTION CS-1.0 COVER SHEET GN-1.0 GENERAL NOTES T-1.0 SITE PLAN T-1.1 ENLARGED SITE PLAN R-1.0 RACKING DETAILS - 1 R-1.1 RACKING DETAILS - 2 E-1.0 ELECTRICAL STRINGING LAYOUT E-1.1 ELECTRICAL ELEVATION DETAIL E-1.2 ELECTRICAL MOUNTING DETAIL E-1.3 GROUNDING DETAIL E-1.4 ELECTRICAL DIAGRAM E-1.5 ELECTRICAL CALCULATION E-1.6 ELECTRICAL PHOTOS PL-1.0 ELECTRICAL PLACARD- 1 PL-1.1 ELECTRICAL PLACARD- 2 SS-1.0 SPEC SHEETS SS-1.1 SPEC SHEETS RP-1.0 PANELCLAW REPORT RP-1.1 PANELCLAW REPORT RP-1.2 PANELCLAW REPORT UTILITY (ELECTRICAL) UTILITY: SCE METER NO:25900-079158 AHJ CITY OF SANTA ANA DESIGN PARAMETERS DC (STC) SYSTEM SIZE: 58.85kW DC (PTC) VALUE: 55.16 kW AC (NAMEPLATE) SYSTEM SIZE: 50.00kW AC (CEC) VALUE: 54.34 kW EXPOSURE CATEGORY: B RISK CATEGORY: II WIND SPEED (ASCE 7-16): 95 MPH SNOW LOAD (ASCE 7-16): 0 PS SOLAR ARRAY LOCATIONS Know what's below. CALL before you dig. CALL AT LEAST TWO WORKING DAYS BEFORE YOU DIG USA Nor th DIG ALERT CONTRACTOR SHALL VERIFY ALL PLANS & EXISTING LOCATIONS, CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME GENERAL CONDUCTOR INSULATION KEY DC CONDUCTORS POSITIVE(UNGROUNDED)RED NEGATIVE(UNGROUNDED)BLACK 120/208V (OR) 240V AC CONDUCTORS PHASE A BLACK PHASE B RED PHASE C BLUE 480/277V AC CONDUCTORS PHASE A BROWN PHASE B ORANGE PHASE C YELLOW NEUTRAL WHITE OR GREY GROUND GREEN OR BARE Cu SITE LOCATION SCALE: NTS VICINITY MAP AERIAL VIEW ENGINEERING SCOPE OF WORK: 1.GENOM'S PERMIT DRAWINGS ARE INTENDED TO BE PRELIMINARY DRAFT FOR A LICENSED PROFESSIONAL ENGINEER TO REVIEW AND APPROVE. 2.REGARDLESS OF JURISDICTIONAL REQUIREMENT, IT IS HIGHLY RECOMMENDED THAT A LICENSED DESIGN PROFESSIONAL REVIEWS AND APPROVES THE FINAL DESIGN OF ALL THE COMPONENTS OF THEIR RESPECTIVE DISCIPLINE SHOWN ON THESE PERMIT DRAWINGS. APPLICABLE CODES: THE INSTALLATION OF SOLAR ARRAYS AND PHOTOVOLTAIC POWER SYSTEMS SHALL COMPLY WITH THE FOLLOWING CODES: 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA FIRE CODE ADDITIONALLY, CONFORM TO ALL LOCAL ORDINANCES AND REQUIREMENTS COVER SHEET 2130 N Grand Ave 10/1/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.3 ROOF INFORMATION ROOF HEIGHT (FT)38.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 3 ROOF TYPE TBD SPECIFICATIONS NUMBER OF MODULES 28 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 15.4 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 66 Module Connector 56 Rail 78 Cam 56 Cam Claw 56 Deflector 28 Base Pad 0 Ballast Block 29 Mechanical Attachment 18 LOADING DETAILS SINGLE MODULE WT (LB) 75.0 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3642 ARRAY AREA (SQ. FT)973 ARRAY LOAD (PSF) 3.74 APPROVED FOR CONSTRUCTION Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA BALLAST LAYOUT - 1.3 PC-101 23.12.28.0 v3.0.9405.2.1 CM BALLAST LAYOUT - 1.3 PC-10 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 4 - 0 1 - 2 5 1/6" = 1'-0" 2 2 1 2 1 2 1 1 1 1 2 3 1 1 1 2 1 22 27.58' 37.73'ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 36 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 3/12/2024 24-0242-3008 2130 N Grand Ave 10/1/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.4 ROOF INFORMATION ROOF HEIGHT (FT)38.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 3 ROOF TYPE TBD SPECIFICATIONS NUMBER OF MODULES 25 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 13.75 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 60 Module Connector 50 Rail 71 Cam 50 Cam Claw 50 Deflector 25 Base Pad 0 Ballast Block 23 Mechanical Attachment 21 LOADING DETAILS SINGLE MODULE WT (LB) 75.0 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3206 ARRAY AREA (SQ. FT)868 ARRAY LOAD (PSF) 3.69 APPROVED FOR CONSTRUCTION Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA BALLAST LAYOUT - 1.4 PC-111 23.12.28.0 v3.0.9405.2.1 CM BALLAST LAYOUT - 1.4 PC-11 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 4 - 0 1 - 2 5 1/6" = 1'-0" 1 1 2 1 1 1 1 2 1 1 2 1 1 2 1 22 22.97' 37.73' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 30 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 3/12/2024 24-0242-3008 2130 N Grand Ave 10/1/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA PROJECT SUMMARY PC-24 24.07.10.1 v3.0.9405.7.1 CM clawFR 10 Degree - 29 cm PROJECT PART QUANTITY ITEM PART NUMBER QTY Base 500050202 254 BASE, 02, CFR Module Connector 500050704 214 MODULE CONNECTOR, 1150, 10D, CFR Rail 2000895 298 RAIL, 2500, CFR Cam 5000500 214 CAM, 10D, CFR Cam Claw 2000673 214 CAM CLAW, CFR Deflector 200088705 107 DEFLECTOR, 10D, 2300, CFR Bolt 2000697 1088 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Base Pad 2000678 0 PAD, BASE, CFR CONCRETE MASONRY UNIT N/A 124 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICAL ATTACHMENT PART QUANTITY MA Hardware Kit 5000423 8 HW KIT, MA STRUT, 2500, CFR MA Strut 2000930 71 MA STRUT, 2500, CFR Mechanical Attachment TBD 71 To Be Determined (Flat Roof Attachment) Mechanical Attachment Accessory 1000419 71 MA, FRA, BASE TOTAL MECHANICAL ATTACHMENT COUNT 71 PROJECT SUMMARY MODULE TYPE ZNSHINE SOLAR ZXM7-SHLD144-550/M MODULE DIMENSIONS (IN.)89.69 X 44.65 X 1.18 NUMBER OF MODULES 107 MODULE WATTAGE (W STC)550 SYSTEM SIZE (kW STC)58.85 SYSTEM WEIGHT (LB)13670 SYSTEM AREA (SQ FT.)3706 AGGREGATE SYSTEM LOAD (PSF)3.69 NUMBER OF ARRAYS 4 ARRAY TILT (DEG)8.98 4 Up d a t e d M o d u l e W e i g h t RH 20 2 4 - 0 7 - 1 6 3 Up d a t e d M o d u l e RH 20 2 4 - 0 7 - 1 2 2 Up d a t e d R o o f S e t b a c k DH 20 2 4 - 0 7 - 0 2 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 Roof 1 TROY E.TURLEY 24-0242-3008.1 7-17-24 2130 N Grand Ave 10/1/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: # RACKING CONSTRUCTION SET NOTES: 1.ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA ARRAY SITE MAP PC-34 24.07.10.1 v3.0.9405.7.1 CM ROOF NAME ROOF SETBACK (FT.) ROOF HEIGHT (FT) PARAPET HEIGHT (FT) ROOF TILT (DEG) Roof 1 4.00 38.00 5.0 3 KEEPOUT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHT (IN.) Group 1 4 36 3 4 Up d a t e d M o d u l e W e i g h t RH 20 2 4 - 0 7 - 1 6 3 Up d a t e d M o d u l e RH 20 2 4 - 0 7 - 1 2 2 Up d a t e d R o o f S e t b a c k DH 20 2 4 - 0 7 - 0 2 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 72' 106' 72' 106' 1 2 3 4 TROY E.TURLEY 24-0242-3008.1 7-17-24 2130 N Grand Ave 10/1/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.1 ROOF INFORMATION ROOF HEIGHT (FT)38.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 3 ROOF TYPE TBD SPECIFICATIONS NUMBER OF MODULES 29 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 15.95 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 68 Module Connector 58 Rail 83 Cam 58 Cam Claw 58 Deflector 29 Base Pad 0 Ballast Block 29 Mechanical Attachment 18 LOADING DETAILS SINGLE MODULE WT (LB) 75.0 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3736 ARRAY AREA (SQ. FT)1008 ARRAY LOAD (PSF) 3.71 APPROVED FOR CONSTRUCTION Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA BALLAST LAYOUT - 1.1 PC-81 23.12.28.0 v3.0.9405.2.1 CM BALLAST LAYOUT - 1.1 PC-8 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 4 - 0 1 - 2 5 1/6" = 1'-0" 11 1 1 1 1 2 1 11 1 1 1 1 2 1 2 2 2 2 1 2 27.58' 37.73'ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 38 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 3/12/2024 24-0242-3008 2130 N Grand Ave 10/1/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.2 ROOF INFORMATION ROOF HEIGHT (FT)38.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 3 ROOF TYPE TBD SPECIFICATIONS NUMBER OF MODULES 25 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 13.75 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 60 Module Connector 50 Rail 73 Cam 50 Cam Claw 50 Deflector 25 Base Pad 0 Ballast Block 25 Mechanical Attachment 19 LOADING DETAILS SINGLE MODULE WT (LB) 75.0 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3257 ARRAY AREA (SQ. FT)868 ARRAY LOAD (PSF) 3.75 APPROVED FOR CONSTRUCTION Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA BALLAST LAYOUT - 1.2 PC-91 23.12.28.0 v3.0.9405.2.1 CM BALLAST LAYOUT - 1.2 PC-9 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 4 - 0 1 - 2 5 1/6" = 1'-0" 2 1 1 1 2 1 1 1 1 1 1 2 1 1 2 1 2 1 2 22.97' 37.73' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 30 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 3/12/2024 24-0242-3008 2130 N Grand Ave 10/1/2024 PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PLPLPLPLPLPLPLPLPLPLPLPLPLPLPLPLPL INV AC MSP XFMR AC AC MSP XFMR SITE PLAN REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: T-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SCALE: 1/64"=1'-0" PLOT PLAN: N S EW ACCP PNLB MSP UM XFMR DAS AC PV CT UTILITY METER AC DISCONNECT CT CBINET PV PRODUCTION METER DAS MONITORING MAIN SERVICE GEAR AC PANEL BOARD UTILITY TRANSFORMER AC ACCUMULATION PANEL STRINGING TRENCH PROPERTY LINE GATE / FENCE DRIVE WAY LEGEND: PHOTOVOLTAIC ARRAY ON ROOF 4' FIRE SETBACK R1 4' OBSTRUCTION SETBACK E AVALON AVE GR A N D A V E ARRAY AZIMUTH MODULE TILT QUANTITY ROOF - R1 180°10°107 520' AC TRENCHED CONDUIT RUN (24" DEPTH) (N) UTILITY AC FUSED DISCONNECT SWITCH-1 (DH363NRKV), (24/7 UTILITY ACCESSIBLE) MANUAL, LOCKABLE,VISIBLE BREAK, SERVICE ENTRANCE RATED(UTILITY ISOLATION DEVICE) (INSIDE THE ELECTRICAL ROOM) (E) MAIN SERVICE PANEL (POINT OF INTERCONNECTION) (INSIDE THE ELECTRICAL ROOM) (E) UTILITY TRANSFORMER (EXTERIOR-PAD MOUNTED) (N) UTILITY AC FUSED DISCONNECT SWITCH (DH363NRKV), (24/7 UTILITY ACCESSIBLE) MANUAL, LOCKABLE,VISIBLE BREAK, SERVICE ENTRANCE RATED (UTILITY ISOLATION DEVICE) (INSIDE THE ELECTRICAL ROOM) (E) MAIN SERVICE PANEL (POINT OF INTERCONNECTION) (INSIDE THE ELECTRICAL ROOM) (E) UTILITY TRANSFORMER (EXTERIOR-PAD MOUNTED) (E) ELECTRICAL ROOM AC DISCONECT IS PLACED WITHIN 10' OF THE MSP AC DISCONECT IS PLACED WITHIN 10' OF THE MSP (E) ACCESS DOOR TO ELECTRICAL ROOM FROM OUTSIDE PROPERTY LINE (E) BUILDING PROPERTY LINE PULL BOX (TRAFFIC RATED PULL BOXES AS NECESSARY) NOTE: THE FIRE ACCESS SHALL REMAIN UNOBSTRUCTED. THE EXISTING ROOF EQUIPMENT SHALL NOT ENCROACH INTO THE REQUIRED CLEAR FIRE ACCESS AREA. 2130 N Grand Ave 10/1/2024 INV AC MSP XFMR AC REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: T-1.1 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ENLARGED SITE PLAN SCALE: 1"=30'-0" ACCP PNLB MSP UM XFMR DAS AC PV CT UTILITY METER AC DISCONNECT CT CBINET PV PRODUCTION METER DAS MONITORING MAIN SERVICE GEAR AC PANEL BOARD UTILITY TRANSFORMER AC ACCUMULATION PANEL LEGEND: UNDERGROUND TRENCH UNDERGROUND TRENCH (FOR FUTURE) ENLARGED SITE PLAN: N S EW 27'-4" 22'-7" 37'-10"37'-10" 4' (N) UTILITY AC FUSED DISCONNECT SWITCH-1 (DH363NRKV), (24/7 UTILITY ACCESSIBLE) MANUAL, LOCKABLE,VISIBLE BREAK, SERVICE ENTRANCE RATED (UTILITY ISOLATION DEVICE) (INSIDE THE ELECTRICAL ROOM) PHOTOVOLTAIC ARRAY ON ROOF 4' FIRE SETBACK (E) MAIN SERVICE PANEL (POINT OF INTERCONNECTION) (INSIDE THE ELECTRICAL ROOM) (N) INVERTER (EXTERIOR WALL OF THE BUILDING) (E) UTILITY TRANSFORMER (EXTERIOR-PAD MOUNTED) (N) UTILITY AC NON FUSED DISCONNECT SWITCH-2 (DH363URK), (24/7 UTILITY ACCESSIBLE) (EXTERIOR WALL OF THE BUILDING) 520' AC TRENCHED CONDUIT RUN (24" DEPTH) ARRAY AZIMUTH MODULE TILT QUANTITY ROOF - R1 180°10°107 R1ROOF ACCESS NOTE: THE FIRE ACCESS SHALL REMAIN UNOBSTRUCTED. THE EXISTING ROOF EQUIPMENT SHALL NOT ENCROACH INTO THE REQUIRED CLEAR FIRE ACCESS AREA. PULL BOX (TRAFFIC RATED PULL BOXES AS NECESSARY) 2130 N Grand Ave 10/1/2024 PANELCLAW MANUFACTURED COMPONENTS COMPONENTS MANUFACTURED BY OTHERS V H 82.4 mm (3.25 in) 177.8 mm (7.0 in) 311.1 mm (12.3 in) NOTE: MECHANICAL ATTACHMENT COMPONENT DIMENSIONS ARE PROVIDED FOR REFERENCE ONLY AND SHOULD BE VERIFIED WITH ATTACHMENT MANUFACTURER PRIOR TO FASTENER DESIGN. SUSTAINABLE TECHNOLOGIES FACET MECHANICAL ATTACHMENT MA STRUT BOLTED CONNECTIONS MA STRUT 12 - ø 7.1 mm (0.279 in) 4 - ø 7.1 mm (0.279 in) 55.8 mm (2.2 in) EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. FASTENERS DESIGNED AND PROVIDED BY OTHERS. SIZE FASTENERS FOR REQUIRED WORKING LOADS PER SCHEDULE. MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BELOW MODULES TRANSPARENT PV SOLAR MODULE MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BELOW MODULES NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. SUSTAINABLE TECHNOLOGIES FACET MECHANICAL ATTACHMENT: MANUFACTURED BY OTHERS MA STRUT MA STRUT U-BRACKET 3/8, 304 S.S. FLAT WASHER 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT FACET MECHANICAL ATTACHMENT 3/8-16, 304 S.S. HEX FLANGE NUT M6, HARDWARE 16MM LENGTH BOLT STRUT BRACKET RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: MECHANICAL ATTACHMENT DETAIL B N.T.S.SCALE: MECHANICAL ATTACHMENT DETAIL C N.T.S. SCALE: MECHANICAL ATTACHMENTLOCATION DETAIL A N.T.S. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1.HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2.WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA 1 PC-12 MECHANICAL ATTACHMENT DETAIL 23.12.28.0 v3.0.9405.2.1 CM 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 4 - 0 1 - 2 5 184 74 323 192 350 APPROVED FOR CONSTRUCTION PC-12 PC-12 PC-12 TROY E.TURLEY 3/12/2024 24-0242-3008 2130 N Grand Ave 10/1/2024 A (REPEAT DIMENSION EAST-WEST) PL (PANEL LENGTH) M (PROJECTED PANEL WIDTH) B (REPEAT DIMENSION NORTH-SOUTH) C J PT P D PW D ° O W K X 19 mm (0.748 in) 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. N G 32 . 9 m m ( 1 . 2 9 5 i n ) S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING)R AEBE RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA 1 23.12.28.0 v3.0.9405.2.1 CM INSTALLED ARRAY DIMENSIONS A B C D G J K M N O P R W X Theta (DEG)D/J (#:1)G.C.R.* mm 2304 1405 123 285 116 177 211 1120 82 61 87 516 270 136 8.98 1.61 0.81UNITS inches 90.71 55.33 4.84 11.23 4.58 6.97 8.30 44.10 3.21 2.39 3.42 20 5/16 10.62 5.35 8.98 1.61 0.81 * G.C.R = (PW) / B INSTALLATION MEASUREMENTS AEBE S L CAM SPACING* mm 486 1254 1050 61UNITS inches 19 1/8 49 3/8 41 5/16 2 3/8 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULE DIMENSIONS PL PW PT mm 2285 1134 35UNITS inches 89.96 44.65 1.38 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 4 - 0 1 - 2 5 TROY E.TURLEY 3/12/2024 24-0242-3008 2130 N Grand Ave 10/1/2024 CAM SPACING BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "1"BASE HOLE "3"BASE HOLE "1"BASE HOLE "3"BASE HOLE "3"BASE HOLE "1"BASE HOLE "3"BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA ASSEMBLIES PC-54 24.07.10.1 v3.0.9405.7.1 CM APPROVED FOR CONSTRUCTION PC-5 PC-5 PC-5 PC-5 PC-5 PC-5 STANDARD ASSEMBLY QUANTITY NORTH ASSEMBLY 40 SOUTH ASSEMBLY 40 MIDDLE ASSEMBLY 134 NORTH SOUTH ASSEMBLY 0 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAM SPACING mm 61UNITS inches 2 3/8 TROY E.TURLEY 24-0242-3008.1 7-17-24 2130 N Grand Ave 10/1/2024 NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE RAIL DEFLECTOR CAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA 4 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 24.07.10.1 v3.0.9405.7.1 CM PC-6 PC-6 PC-6 PC-6 PC-6 PC-6PC-6 4 Up d a t e d M o d u l e W e i g h t RH 20 2 4 - 0 7 - 1 6 3 Up d a t e d M o d u l e RH 20 2 4 - 0 7 - 1 2 2 Up d a t e d R o o f S e t b a c k DH 20 2 4 - 0 7 - 0 2 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 TROY E.TURLEY 24-0242-3008.1 7-17-24 2130 N Grand Ave 10/1/2024 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLEDCENTERED UNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLDBALLAST ON MODULES WITH NO BALLASTSHOWN. A NTS RACKING CONSTRUCTION SET Mesa Energy Systems Vietnamese Alliance 2130 North Grand Avenue, Santa Ana, CA, USA 4 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 24.07.10.1 v3.0.9405.7.1 CM PC-7 PC-7 4 Up d a t e d M o d u l e W e i g h t RH 20 2 4 - 0 7 - 1 6 3 Up d a t e d M o d u l e RH 20 2 4 - 0 7 - 1 2 2 Up d a t e d R o o f S e t b a c k DH 20 2 4 - 0 7 - 0 2 1 MA U p d a t e s GZ 20 2 4 - 0 2 - 0 1 TROY E.TURLEY 24-0242-3008.1 7-17-24 2130 N Grand Ave 10/1/2024 INV AC 3 1 1 2 3 2 2 2 1 1 2 22 12 2 2 1 1 1 2 2 2 21 3 1 1 2 2 2 2 1 2 3 22 1 3222 13 1 2 2 2 2 2 2 2 2 1 13 1 2 1 1 1 3 1 1 1 2 2 2 2 2 REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: R-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. RACKING DETAILS - 1 SCALE: 3/32" = 1'-0" LOADING DETAILS - ARRAY 1 SINGLE MODULE WT (LB)69.4 SINGLE CMU WT (LB)32.6 TOTAL ARRAY WT (LB)3667 TOTAL ARRAY AREA (SQ.FT)1005 ARRAY LOAD (PSF)3.66 RACKING DETAILS: SITE INFORMATION - WIND SPEED: 95 MPH AND SNOW LOAD: 0 PSF SR. NO AZIMUTH PITCH NO. OF MODULES ARRAY AREA (SQ. FT.)ROOF TYPE ATTACHMENT ROOF - R1 180°10°107 3704 TPO PANEL CLAW FR 10 ° PANEL CLAW FR 10 ° N S EW PHOTOVOLTAIC ARRAY ON ROOF 4' FIRE SETBACK (N) INVERTER (EXTERIOR WALL OF THE BUILDING) (N) UTILITY AC NON FUSED DISCONNECT SWITCH-2(DH363URK), (24/7 UTILITY ACCESSIBLE) (EXTERIOR WALL OF THE BUILDING) L S K O C (BETWEEN-MODULE BASE SPACING) (ON-MODULE BASE SPACING) R AEBE ° W D J P PW D B (REPEAT DIMENSION NORTH-SOUTH) PT M (PROJECTED PANEL WIDTH) PL (PANEL LENGTH) RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. X N G 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. A 19 mm (0.748 in) UNITS mm inches INSTALLATION MEASUREMENTS AEBE 486 S 1247 19 1/8 49 1/8 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. A UNITS mm inches 2297 90.43 B 1405 55.33 C 123 4.84 D 285 11.23 G 116 4.58 J 177 6.97 INSTALLED ARRAY DIMENSIONS K M 211 8.30 1120 44.10 N 82 P 87 3.42 R 516 20 5/16 W 270 10.62 X 3.21 2.39 136 5.35 61 8.98 1.61 G.C.R.* 0.81 0.81 * G.C.R = (PW) / B O L 1050 41 5/16 CAM SPACING* 60 2 3/8 UNITS mm inches MODULE DIMENSIONS PL 2278 89.69 Theta (DEG) 8.98 PW 1134 44.65 D/J (#:1) 1.61 PT 35 1.38 32.9 mm (1.295 in) RAIL DETAIL ROOF NAME ROOF SETBACK (FT.) ROOF HEIGHT (FT.) PARAPET HEIGHT (FT.) ROOF TILT (DEG) TOTAL WEIGHT (LB) ROOF - R1 4.00 38.00 5 1 15846 ARRAY 4 ARRAY 3 ARRAY 1 ARRAY 2 ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 38 NORTH SOUTH ASSEMBLY 0 LOADING DETAILS - ARRAY 2 SINGLE MODULE WT (LB)69.4 SINGLE CMU WT (LB)32.6 TOTAL ARRAY WT (LB)3563 TOTAL ARRAY AREA (SQ.FT)970 ARRAY LOAD (PSF)3.67 ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 36 NORTH SOUTH ASSEMBLY 0 LOADING DETAILS - ARRAY 3 SINGLE MODULE WT (LB)69.4 SINGLE CMU WT (LB)32.6 TOTAL ARRAY WT (LB)3234 TOTAL ARRAY AREA (SQ.FT)866 ARRAY LOAD (PSF)3.74 ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 30 NORTH SOUTH ASSEMBLY 0 LOADING DETAILS - ARRAY 4 SINGLE MODULE WT (LB)69.4 SINGLE CMU WT (LB)32.6 TOTAL ARRAY WT (LB)3196 TOTAL ARRAY AREA (SQ.FT)866 ARRAY LOAD (PSF)3.69 ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 30 NORTH SOUTH ASSEMBLY 0 NOTE: FLEXIBLE ELECTRICAL CONNECTIONS SHALL BE PROVIDED THAT SHALL ALLOW 5 FEET OF HORIZONTAL SEISMIC MOVEMENT. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) HORIZONTAL (H)VERTICAL (V) WIND SESIMIC WIND 87 71 292 MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) 192 350 -MECHANICAL ATTACHMENT LEGEND: MECHANICAL ATTACHMENT MECHANICAL ATTACHMENT PART QUANTITY MA HARDWARE KIT 5000423 8 HW KIT, MA STRUT, 2500, CFR MA STRUT 2000930 71 MA STRUT, 2500, CFR MECHANICAL ATTACHMENT TBD 71 TO BE DETERMINED (FLAT ROOF ATTACHMENT) MECHANICAL ATTACHMENT ACCESSORY 1000419 71 MA, FRA, BASE TOTAL MECHANICAL ATTACHMENT COUNT 71 NOTE: REFER THE BILL OF MATERIAL IN REPORT ON PAGE PC-2. 2130 N Grand Ave 10/1/2024 RACKING DETAILS -2 REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: R-1.1 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SCALE: 3/32" = 1'-0" RACKING DETAILS: UNITS mm inches CAM SPACING 60 2 3/8 CAM SPACING ORIENTATION MARKER BASE HOLE "1" ORIENTATION MARKER BASE HOLE "1" CAM SPACING DETAIL BASE HOLE "3" STANDARD ASSEMBLY QUANTITY NORTH ASSEMBLY SOUTH ASSEMBLY MIDDLE ASSEMBLY NORTH SOUTH ASSEMBLY NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE 40 40 134 0 NORTH ASSEMBLY ORIENTATION MARKER MIDDLE ASSEMBLY ORIENTATION MARKER ORIENTATION MARKER BASE HOLE "2" BASE HOLE "3" SOUTH ASSEMBLY NORTH SOUTH ASSEMBLY ORIENTATION MARKER BASE HOLE "2" CAM CLAW CAM BRACKET BASE DEFLECTOR RAIL MODULE CONNECTOR NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE CAM BRACKET AND CAM CLAW RAIL EXAMPLE RAIL AND BLOCK CONFIGURATION MODULE CONNECTOR DEFLECTOR TRANSPARENT MODULE 2130 N Grand Ave 10/1/2024 1-1-1 1-1-2 1-2-1 1-2-2 1-3-2 1-3-3 1-3-1 INV AC REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL STRINGING LAYOUT SCALE: 1/8"=1'-0" NEGATIVE TERMINAL POSITIVE TERMINAL NO. OF INVERTER NO.OF STRING NO. OF MPPT 1 - 1 - 1 MIDPOINT OF STRING WIRING "LOOP BACK"POINT. NOTE: WIRING AND WIRING METHODS: 1. EXPOSED PV SOLAR MODULE WIRING AND PV SOURCE CIRCUITS TO BE UV RESISTANT 1,000V PV WIRE, 90° C, AND RATED FOR WET CONDITIONS. 2. ALL EXPOSED CABLES, SUCH AS MODULE LEADS SHALL BE SECURED IN A NEAT WORKMAN LIKE MANNER TO PREVENT CHAFFING, SWINGING, AND EXCEEDING MINIMUM BEND RADIUS WITH PROPER MECHANICAL SUNLIGHT RESISTANT MEANS AND ROUTED TO AVOID DIRECT EXPOSURE TO SUNLIGHT AT ALL TIMES. 3. ALL FIELD WIRING THAT IS NOT COLOR CODED SHALL BE TAGGED AT BOTH ENDS WITH PERMANENT WIRE MARKERS TO IDENTIFY POLARITY AND GROUND. 4. FLEXIBLE METAL CONDUIT IS SUITABLE FOR INSTALLATION OF AC CONDUCTORS IN DRY LOCATIONS. SHOULD IT BE EMPLOYED, SUPPORTS WILL BE NO MORE THAN 12 INCHES FROM BOXES (JUNCTION BOX, CABINETS OR CONDUIT FITTING) AND NO MORE THAN 48 INCHES APART. 5. LIQUID TIGHT FLEXIBLE METAL AND NON-METALLIC CONDUIT IS SUITABLE FOR INSTALLATION IN WET AND DRY LOCATIONS. SHOULD IT BE EMPLOYED, SUPPORTS WILL BE NO MORE THAN 12 INCHES FROM BOXES (JUNCTION BOX, CABINETS, OR CONDUIT FITTING) AND NO MORE THAN 36 INCHES APART. 6. PVC CONDUIT AND FITTINGS SHALL NOT BE USED ON ROOFTOP CONDITIONS OR EXPOSED TO DIRECT SUNLIGHT.WHEN USED IN ACCEPTABLE LOCATION CONDUIT SHALL BE SCHEDULE 80 UV RESISTANT UNLESS NOTED OTHERWISE. 7. FUSES AND WIRES SUBJECT TO TEMPERATURES CONDITIONS GREATER THAN 100°F OR TRANSFORMER INRUSH CURRENT SHALL BE SIZED ACCORDINGLY. 8. THE PHOTOVOLTAIC SOURCE CIRCUITS AND PHOTOVOLTAIC OUTPUT CIRCUITS OF THIS PROPOSED SOLAR SYSTEM SHALL NOT BE CONTAINED IN THE SAME RACEWAY CABLE TRAY, CABLE, OUTLET BOX, JUNCTION BOX, OR SIMILAR FITTING AS FEEDERS OR BRANCH CIRCUITS OF OTHER SYSTEMS UNLESS THE CONDUCTORS OF THE DIFFERENT SYSTEMS ARE SEPARATED BY A PARTITION OR ARE CONNECTED TOGETHER. 9. ALL TERMINATIONS SHALL HAVE ANTI-OXIDANT COMPOUND AND BE TORQUED PER DEVICE LISTING, OR MANUFACTURER'S RECOMMENDATIONS. 10. SPLIT BOLTS /SPLICES / CONNECTORS ARE PERMITTED ON THE AC CONDUCTORS AND SHALL BE INSULATED WITH APPROVED MEANS. SPLICES ON THE DC CONDUCTORS IS NOT PERMITTED IN ANY LOCATION. 11.NO PVC CONDUIT ALLOWED ON ROOF, UNLESS OPEN ENDED WIRE MANAGEMENT <10'. ELECTRICAL STRINGING LAYOUT : STRING QTY. 1-1-1 16 1-1-2 16 1-2-1 15 1-2-2 15 1-3-1 15 1-3-2 15 1-3-3 15 PHOTOVOLTAIC ARRAY ON ROOF 4' FIRE SETBACK (N) INVERTER (EXTERIOR WALL OF THE BUILDING) (N) UTILITY AC NON FUSED DISCONNECT SWITCH-2(DH363URK), (24/7 UTILITY ACCESSIBLE) (EXTERIOR WALL OF THE BUILDING) N S EW 2130 N Grand Ave 10/1/2024 (N) 100A FUSED AC DISCO-1 (E) MAIN SERVICE (N) 100A NON-FUSED AC DISCO-2 (N) CHINT CPS SCA50KTL-DO/US-480 FROM PV TRENCH (24"MIN DEPTH) REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.1 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL ELEVATION DETAILS SCALE: NTS EQUIPMENTS ELEVATION DETAILS (EXTERIOR WALL OF THE BUILDING) ELECTRICAL ELEVATION: EQUIPMENTS ELEVATION DETAILS (INSIDE THE ELECTRICAL ROOM) 2130 N Grand Ave 10/1/2024 MLPE +- MLPE MLPE +- MLPE MLPE +- MLPE MLPE +- MLPE REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.2 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL MOUNTING DETAILS SCALE: NTS GROUND LUG DETAILS CONDUIT BODY GROUNDING DETAILS CONDUIT WALL ANCHORING TYPICAL DURA-BLOCK CONDUIT SUPPORT DETAIL LAYS IN LUGS ATTACHED USING THE FOLLOWING STAINLESS STEEL HARDWARE BOLT:1"L, #10-32,5/16" HEX HEAD NUT: #10,5/16" HEX HEAD WASHERS: STAR WASHER ON EACH SIDE BOLT WITH SERRATED NUT OR STAR LOCK WASHER PV MODULE OR RACKING BARE TINNED COPPER WIRE CONNECTION SIZED PER NEC TABLE 250.122 TIN PLATED COPPER LUG , LAY IN TYPE RATED FOR DIRECT BURIAL ILSCO CBL-4DBT OR EQUIV LOCK NUT CONDUIT COMPRESSION STRING ENCLOSURE WALL REPRESENTIVE CONDUCTORS CONTINUOUS GROUND STRIP INSULATION AT LUG GROUND BUSHING WITH LAY IN LUG ELECTRICAL CONDUIT CONDUIT STRAP ELECTRICAL CONDUIT ROUTED HORIZONTALLY OR VERTICALLY ON 1-5/18" UNISTRUT CHANNEL ANCHORED TO STRUCTURE USING FASTENER SPECIFICALLY INTENDED FOR THE WALL BUILDING WALL ROOF ELECTRICAL CONDUIT DURA BLOCK ROOF TOP SUPPORT AT EVERY 10'-0' OF CODUIT SLIP SHEET GROUNDING - SEE ELECTRICAL DIAGRAM AND ELECTRICAL DETAILS FOR MORE GROUNDING INFORMATION: 1.ONLY ONE CONNECTION TO DC CIRCUITS AND AC CIRCUITS WILL BE USED FOR SYSTEM GROUNDING (REFERENCED TO THE SAME POINT). 2.EQUIPMENT GROUNDING CONDUCTORS AND SYSTEM GROUNDING ELECTRODE CONDUCTORS WILL HAVE AS SHORT A DISTANCE TO THE GROUNDING CONNECTION POINT AS PRACTICABLE AND A MINIMUM NUMBER OF TURNS. 3.TO ENSURE PROPER GROUNDING, NON-CURRENT CARRYING METAL PARTS SHALL BE INSTALLED, NOTING THAT PAINT AND FINISH SHALL BE PROPERLY REMOVED WHERE IT MAY INSULATE AN ENCLOSURES BONDING CONNECTION.APPLY NO-LOX OR OTHER SIMILAR ANTI-OXIDANT COMPOUND TO EXPOSED SURFACES. 4.THE CONNECTION TO THE MODULE OF THE PROPOSED SOLAR ELECTRIC SYSTEM SHALL BE SO ARRANGED THAT REMOVAL OF A MODULE FROM THE PHOTOVOLTAIC SOURCE CIRCUIT DOES NOT INTERRUPT A GROUND TO ANOTHER PHOTOVOLTAIC SOURCE CIRCUIT. 5.GROUNDING SYSTEM COMPONENTS SHALL BE APPROVED FOR THEIR PURPOSE, INCLUDING BUT NOT LIMITED TO GROUND RODS, GROUNDING LUGS, GROUNDING CLAMPS, ETC. GROUNDING DEVICES EXPOSED TO THE ENVIRONMENT SHALL BE RATED FOR DIRECT BURIAL. 6.UNDERGROUND OR INACCESSIBLE CONNECTIONS OF GROUNDING CONDUCTORS SHALL ONLY BE MADE VIA EXO-THERMIC WELDS. THE USE OF MECHANICAL CONNECTIONS ARE ACCEPTABLE FOR ACCESSIBLE ABOVE GROUND LOCATIONS. 7.ALL METALLIC CONDUITS SHALL BE INSTALLED AND TERMINATED WITH INSULATED GROUND BUSHINGS. NOTE: DETAIL DRAWINGS ARE FOR REFERENCE ONLY ELECTRICAL MOUNTING DETAILS: STRINGING WIRING PV MODULE 2-TO-1 MLPE WITH MODULES WIRED IN SERIES. MOUNT CENTERED BETWEEN MODULE J-BOXES. REFER TO INSTALLATION MANUAL FOR BONDING INTER-ROW WIRING ROUTED THROUGH 1.25" EMT OR FLEX CONDUIT WITH CONDUIT BUSHINGS, SECURE CONDUIT TO RACKING LOOP WIRES AS NECESSARY. LOOP DIAMETER TO BE 3" OR LARGER CONNECTOR PV MODULE LEADS MLPE LEADS WIRES CLIPS MOUNTED ON THE MODULE FRAME OR RACKING RAIL. POSITION CLIPS TO REMOVE SLACK FROM THE WIRE AND KEEP CONNECTOR AND WIRING UP AGAINST THE MODULE. DO NOT OVERSTRESS THE WIRING AND CONNECTORS BY PULLING TOO TIGHT. 2130 N Grand Ave 10/1/2024 M (E)800A MAIN SERVICE PANEL (E ) 80 0 A M A I N BR E A K E R (INSIDE THE ELECTRICAL ROOM) G 80A PV BREAKER METER:SCE 25900-079158 2130 N GRAND AVE, SANTA ANA, CA 92705. (E) GROUND ELECTRODE 4 EXISTING 277/480V 3PH 4W 800A (INSIDE THE ELECTRICAL ROOM) (N)100A AC DISCONNECT 100A EATON (DH363NRKV) FUSED AC DISCONNECT SWITCH, 3P 3PH 4W, NEMA 3R, 277/480V (INTERIOR WALL OF THE BUILDING) UTILITY LOCKABLE AND ACCESSIBLE (N)100A AC DISCONNECT 100A EATON (DH363URK) NON FUSED AC DISCONNECT SWITCH, 3P 3PH 4W, NEMA 3R, 277/480V (EXTERIOR WALL OF THE BUILDING) UTILITY LOCKABLE AND ACCESSIBLE (N) CHINT CPS SCA50KTL-DO/US-480, 50000W INVERTER THREE MPPT STRING COMBINER LOAD RATED DC DISCONNECT 20A FUSES AFD MPPT1 MPPT2 AC SWITCH DC SWITCH MPPT3 2 G ZNSHINE SOLAR ZXM7-SHLD144-550W 550W (107 MODULES) 2 STRINGS OF 16 MODULES IN SERIES (MPPT 1) WITH 16 AP SMART RSD-D-20 2 STRINGS OF 15 MODULES IN SERIES (MPPT 2) WITH 16 AP SMART RSD-D-20 3 STRINGS OF 15 MODULES IN SERIES (MPPT 3) WITH 24 AP SMART RSD-D-20 AT STC : Pmax = 550W, Voc = 50.10V, Isc =13.90A 1 3 N G N G ~ SERVICE OR TRENCH BUILDING (E) VAULT (E)SUB PANEL (E)TRANSFORMER(E) #3 GND (E) #6 GND(E) #3 GND EXISTING BUILDING GROUND SYSTEM ALSO ENERGY DAS SYSTEM ENERGY METER DATA LOGGER MO D E M IMT REFERENCE CELL BACK OF CELL TEMP SENSOR (1) 1" PVC/RIGID/EMT (1) 4 PAIR RS485 CONDUCTOR/SHIELDED (1) 1" PVC/RIGID/EMT (1) 2 PAIR RS485 CONDUCTOR/SHIELDED (1) 1" EMT (9) SIS #14 AWG + (1) #14 THHN GREEN (E) GROUND ROD IN THE BUILDING +12V 12VGND RS485_B- RS485_A+ RS485_GND RS485_A+ RS485_B- RS485_GND REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.4 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL LINE DIAGRAM SCALE: NTS ELECTRICAL LINE DIAGRAM: SYSTEM INFO: 58.85kW DC (STC) SYSTEM 55.16kW DC (PTC) VALUE 50.00kW AC (NAMEPLATE) SYSTEM 54.34kW AC (CEC) VALUE (107)ZNSHINE SOLAR ZXM7-SHLD144-550W MODULES (1)CHINT CPS SCA50KTL-DO/US-480 (56)AP SMART RSD-D-20 MODULE SPECIFICATION MODEL ZNSHINE SOLAR ZXM7-SHLD144-550W MODULE POWER @ STC 550W OPEN CIRCUIT VOLTAGE (Voc)50.10V MAX POWER VOLTAGE (Vmp)41.80V SHORT CIRCUIT VOLTAGE (Isc)13.90A MAX POWER CURRENT (Imp)13.16A INVERTER SPECIFICATION MODEL CHINT CPS SCA50KTL-DO/US-480 POWER RATING 50000W MAX OUTPUT CURRENT 60.2A CEC WEIGHTED EFFICIENCY 98.5% MAX DC VOLTAGE 1000V MLPE SPECIFICATION MODEL AP SMART RSD-D-20 MAX INPUT VOLTAGE 80 VDC MAX OUTPUT CURRENT 20 ADC CONDUIT SCHEDULE TAG ID NO OF PARALLEL FEEDERS CONDUIT SIZE CONDUCTOR NEUTRAL COMBINED EQUIPMENT GROUND/GROUNDING ELECTRODE CONDUCTOR 1 -1-1/4" EMT 1-1/4" EMT (08) 10 AWG PV WIRE 2K (06) 10 AWG PV WIRE 2K NONE (1) 6 AWG THHN/THWN-2 (CU) 2 -1-1/4" EMT (3) 4 AWG THHN/THWN-2 (CU)(1) 4 AWG THHN/THWN-2 (CU)(1) 6 AWG THHN/THWN-2 (CU) 3 -1-1/2" PVC (3) 1 AWG THHN/THWN-2 (CU)(1) 1 AWG THHN/THWN-2 (CU)(1) 6 AWG THHN/THWN-2 (CU) 4 -1-1/4" EMT (3) 4 AWG THHN/THWN-2 (CU)(1) 4 AWG THHN/THWN-2 (CU)(1) 6 AWG THHN/THWN-2 (CU) OCPD CALCULATIONS MAIN PANEL RATING:800A, MAIN BREAKER RATING:800A 120% RULE: (800AX1.2)-800A=160.0A =>ALLOWABLE BACKFEED IS 160A OCPD = INVERTER OUTPUT x NO. OF INVERTERS x 1.25 =(60.2AX1)x1.25=75.25A=>PV BREAKER/FUSE = 80A ALLOWABLE BACKFEED 160A =>80A PV BREAKER THE DESIGNED INTERCONNECTION MEETS THE 705.12(B)(2) REQUIREMENTS. 2130 N Grand Ave 10/1/2024 REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.5 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL CALCULATION ELECTRICAL NOTE: 1.THIS INSTALLATION IS TO BE CONSIDERED SUPERVISED. ALL NEW ADDITIONS AND ALTERATIONS TO ANY EQUIPMENT IDENTIFIED IN THIS DOCUMENT MUST BE MADE WITH ENGINEERING SUPERVISION AND ALL WORK MUST BE COMPLETED BY QUALIFIED PERSONNEL. 2.ALL EQUIPMENT AND TERMINALS MUST BE MINIMUM 75°C RATED. 3.ALL CONDUCTORS ARE COPPER, UNLESS OTHERWISE SPECIFIED. 4.ALL TERMINATIONS OF ALUMINUM CONDUCTORS SHALL BE PROPERLY INSTALLED WITH BEST PRACTICE PROCEDURES THAT INCLUDE BUT NOT LIMITED TO: USE OF TERMINATION EQUIPMENT RATED FOR ALUMINUM AT THE CONDUCTOR TEMPERATURE, CURRENT, AND VOLTAGE; ALLOWANCE FOR MOVEMENT DUE TO THERMAL EXPANSION/CONTRACTION; EXPOSED ALUMINUM SHALL BE PROPERLY COATED WITH ANTI-OXIDATION COMPOUND; TERMINALS ARE TORQUE AND MARKED TO REQUIRED SETTINGS WITH CALIBRATED DEVICE. 5.TAP DISCONNECTS ARE WITHIN THE 10 FOOT PER TAP RULE. 6.TAPS ARE MADE USING LISTED DEVICES. MODULE SPECIFICATION MODEL ZNSHINE SOLAR ZXM7-SHLD144-550W MODULE POWER @ STC 550W OPEN CIRCUIT VOLTAGE (Voc)50.10V MAX POWER VOLTAGE (Vmp)41.80V SHORT CIRCUIT VOLTAGE (Isc)13.90A MAX POWER CURRENT (Imp)13.16A INVERTER SPECIFICATION MODEL CHINT CPS SCA50KTL-DO/US-480 POWER RATING 50000W MAX OUTPUT CURRENT 60.2A CEC WEIGHTED EFFICIENCY 98.5% MAX DC VOLTAGE 1000V SCALE: NTS ELECTRICAL CALCULATIONS: VOLTAGE DROP CALCULATION: SYSTEM CHARACTERISTICS: OPERATING VOLTAGE = (MODULE VMP) X (# MODULES / STRING) =41.80V X 16=665.6V MAX OPEN CIRCUIT VOLTAGE = {[((TEMP COEF VOC) X (VOC)) / 100] X [LOW TEMP - STC TEMP] + VOC} X (# MODULES / STRING) = {[(-0.29 %/°C X50.10V) / 100] X [2°C - 25 °C] +50.10V} X 16=851.65V OPERATING CURRENT = (MODULE IMP) * (# STRINGS) =13.16 A X 7=91.77A SHORT CIRCUIT CURRENT = 1.25 X (MODULE ISC) X (# STRINGS) = 1.25 X 13.90 A X 7=121.1A SYSTEM INFO: 58.85kW DC (STC) SYSTEM 55.16kW DC (PTC) VALUE 50.00kW AC (NAMEPLATE) SYSTEM 54.34kW AC (CEC) VALUE (107)ZNSHINE SOLAR ZXM7-SHLD144-550W MODULES (1)CHINT CPS SCA50KTL-DO/US-480 (56)AP SMART RSD-D-20 DC WIRE SIZING MAX CIRCUIT CURRENT = (MODULE ISC) X (HIGH IRRADIANCE)[690.8(A)(1)] X (CONTINUOUS LOAD)[690.53] =13.90 X 1.25 X 1.25 =21.72A ADJUSTED CONDUCTOR AMPACITY = (HIGH TEMP) [PER TABLE 310.15(B)(2)(a)] X (CONDUIT FILL) [PER TABLE 310.15(B)(3)(a)] X (CONDUCTOR AMPACITY) [PER TABLE 310.15(B)(16)] =0.96 X 0.8 X 40 =30.72A TERMINAL RATING, [PER NEC 110.14(C)] - 10 AWG, 75°C RATED =35.00A 35.00A >21.72A SO THE TERMINAL RATING GOVERNS THE CONDUCTOR SIZING ALSO,30.72A >21.72A , AND 10 AWG IS SUFFICIENT. AC WIRE SIZING: MAX AC OUTPUT CURRENT = (MAX INVERTER OUTPUT) X (CONTINUOUS LOAD) [PER NEC 690.52] =60.2 X 1.25 =75.25A ADJUSTED CONDUCTOR AMPACITY = (HIGH TEMP) [PER TABLE 310.15(B)(2)(a)] X (CONDUIT FILL) [PER TABLE 310.15(B)(3)(a)] X (CONDUCTOR AMPACITY) [PER TABLE 310.15(B)(16)] =0.96 X 1.0 X 95 =91.20A TERMINAL RATING, [PER NEC 110.14(C)] - 4 AWG, 75°C RATED =85.00A 85.00A >75.25A SO THE TERMINAL RATING GOVERNS THE CONDUCTOR SIZING ALSO,91.20A >75.25A , AND 4 AWG IS SUFFICIENT. INVERTER OVER CURRENT PROTECTION = (INVERTER MAX CURRENT) X (CONTINUOUS LOAD) =60.2 X 1.25 =75.25A ->80A OVERCURRENT PROTECTION MLPE SPECIFICATION MODEL AP SMART RSD-D-20 MAX INPUT VOLTAGE 80 VDC MAX OUTPUT CURRENT 20 ADC OCPD CALCULATIONS MAIN PANEL RATING:800A, MAIN BREAKER RATING:800A 120% RULE: (800AX1.2)-800A=160.0A =>ALLOWABLE BACKFEED IS 160A OCPD = INVERTER OUTPUT x NO. OF INVERTERS x 1.25 =(60.2AX1)x1.25=75.25A=>PV BREAKER/FUSE = 80A ALLOWABLE BACKFEED 160A =>80A PV BREAKER THE DESIGNED INTERCONNECTION MEETS THE 705.12(B)(2) REQUIREMENTS. 2130 N Grand Ave 10/1/2024 REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.6 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL PHOTOS SCALE: NTS Meter Main Service Panel Location of AC Disconnect Main Breaker (N) 100A FUSED AC DISCO 2130 N Grand Ave 10/1/2024 REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: E-1.3 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. GROUNDING DETAILS SCALE: NTS GROUNDING DETAILS: 2130 N Grand Ave 10/1/2024 REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: PL-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL PLACARDS- 1 SCALE: NTS WARNING LABEL LOCATION POINT OF INTERCONNECTION (PER CODE: CEC 705.12(b)(2)(3)(b) [ Not Required if Panel board is rated not less than sum of ampere ratings of all overcurrent devices supplying it] WARNING POWER SOURCE OUTPUT CONNECTION DO NOT RELOCATE THIS OVER-CURRENT DEVICE WARNING:PHOTOVOLTAIC POWER SOURCE LABEL LOCATION CONDUIT, COMBINER BOX [PER CODE: CEC 690.31(G)(3)] WARNING-ELECTRIC SHOCK HAZARD NO USER SERVICEABLE PARTS INSIDE CONTACT AUTHORIZED SERVICE PROVIDE FOR ASSISTANCE LABEL LOCATION INVERTER, JUNCTION BOXES(ROOF), AC DISCONNECT [PER CODE: CEC 690.13] LABEL LOCATION DISCONNECT, POINT OF INTERCONNECTION [PER CODE: CEC 690.13(B)] LABEL LOCATION AC DISCONNECT , POINT OF INTERCONNECTION [PER CODE: CEC 690.54] LABEL LOCATION MARKINGS PLACED ON ALL INTERIOR AND EXTERIOR DC CONDUIT, RACEWAYS, ENCLOSURES AND CABLE ASSEMBLES AT LEAST EVERY 10 FT, AT TURNS AND ABOVE/BELOW PENETRATIONS AND ALL COMBINER/JUNCTION BOXES. (PER CODE: CFC 605.11.1.4) LABEL LOCATION POINT OF INTERCONNECTION [PER CODE: CEC 705.12(D)(4)] ELECTRIC SHOCK HAZARD TERMINALS ON BOTH LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION LABEL LOCATION AC DISCONNECT,POINT OF INTERCONNECTION [PER CODE: CEC 690.13(B)] DC VOLTAGE IS ALWAYS PRESENT WHEN SOLAR MODULES ARE EXPOSED TO SUNLIGHT LABEL LOCATION WEATHER RESISTANT MATERIAL, DURABLE ADHESDIVE, UL969 AS STANDARD TO WEATHER RATING (UL LISTING OF MARKINGS NOT REQUIRED), MIN 3 8" LETTER HEIGHT ARIAL OR SIMILAR FONT NON-BOLD,PLACED WITHIN THE MAIN SERVICE DISCONNECT,PLACED ON THE OUTSIDE OF THE COVER WHEN DISCONNECT IS OPERATED WITH THE SERVICE PANEL CLOSED. (PER CODE: CEC 690.15,690.13(B)) WARNING DUAL POWER SOURCE SECOND SOURCE IS PHOTOVOLTAIC SYSTEM !! RATED AC OPERATING CURRENT AC NOMINAL OPERATING VOLTAGE 60.20 480 AMPS AC VAC PHOTOVOLTAIC SYSTEM AC DISCONNECT SWITCH RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEM LABEL LOCATION INVERTER [PER CODE: CEC 690.56(C)(3)] A 60.2 1000MAXIMUM SYSTEM VOLTAGE(Voc) MAXIMUM CIRCUIT CURRENT(Isc) MAXIMUM RATED OUTPUT CURRENT OF THE CHARGE CONTROLLER OR DC-TO-DC CONVERTER(IF INSTALLED) INVERTER V A 20 LABEL LOCATION DC DISCONNECT[PER CODE: CEC 690.53] SYSTEM LABELING REQUIREMENTS: LABELS MUST BE OF REFLECTIVE PHENOLIC MATERIAL WITH WHITE LETTERS AND RED BACKGROUND. LABELS TO BE MECHANICALLY FASTENED AND PLACED AS REQUIRED PER NEC 690. LABELS TO BE IN A CAPITALIZED ARIAL FONT WITH A MINIMUM OF 3/8" IN HEIGHT. DC CONDUIT LABEL MADE OF DURABLE ADHESIVE MATERIALS PLACED EVERY 10 FEET AND NEAR ALL JUNCTIONS AND PENETRATIONS. LABELS SHOWN FOR REFERENCE ONLY, CONTRACTOR RESPONSIBLE TO MEET LOCAL AUTHORITY AND UTILITY REQUIREMENTS. ELECTRICAL PLACARDS: TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUT DOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN THE ARRAY SOLAR ELECTRIC PV PANELS SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN LABEL LOCATION AC DISCONNECT 2 OF 2 , DC DISCONNECT, (PER CODE: CEC 690.56(C)(1)(A)) TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUT DOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN THE ARRAY SOLAR ELECTRIC PV PANELS SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN LABEL LOCATION AC DISCONNECT 1 OF 2 , DC DISCONNECT,POINT OF INTERCONNECTION (PER CODE: CEC 690.56(C)(1)(A)) 4" 3" 4" 2" 6" 1" 4-3/4" 1-3/4" 4" 2" 2" 1" 6" 1" 4" 1" 6" 1" 6" 3-1/2" 4" 2" 6" 3-1/2" 4" 4" CAUTION: SOLAR ELECTRIC SYSTEM CONNECTED SOLAR DISCONNECT CAUTION: SOLAR CIRCUIT 2130 N Grand Ave 10/1/2024 INV AC MSP XFMR ACINV AC MSP XFMR AC REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: PL-1.1 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. ELECTRICAL PLACARDS- 2 SCALE: NTS ! POWER TO THIS BUILDING IS ALSO SUPPLIED FROM THE FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN !WARNING: ALL PLACARDS SHALL BE OF WEATHER PROOF CONSTRUCTION, BACKGROUND ON ALL PLACARDS SHALL BE RED WITH WHITE LETTERING U.O.N. PLACARD SHALL BE MOUNTED DIRECTLY ON THE AC DISCONNECT AT THE EXISTING BUILDING PER CEC 705.10. FASTENERS APPROVED BY THE LOCAL JURISDICTION (N) UTILITY AC FUSED DISCONNECT SWITCH-1, (24/7 UTILITY ACCESSIBLE) MANUAL, LOCKABLE,VISIBLE BREAK, SERVICE ENTRANCE RATED(UTILITY ISOLATION DEVICE) (INSIDE THE ELECTRICAL ROOM) PHOTOVOLTAIC ARRAY ON ROOF (E) MAIN SERVICE PANEL (POINT OF INTERCONNECTION) (INSIDE THE ELECTRICAL ROOM) (N) INVERTER (EXTERIOR WALL OF THE BUILDING) (E) UTILITY TRANSFORMER (EXTERIOR-PAD MOUNTED) (N) UTILITY AC NON FUSED DISCONNECT SWITCH-2, (24/7 UTILITY ACCESSIBLE) (EXTERIOR WALL OF THE BUILDING) N S EW 7" 5" YOU ARE HERE ! POWER TO THIS BUILDING IS ALSO SUPPLIED FROM THE FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN !WARNING: ALL PLACARDS SHALL BE OF WEATHER PROOF CONSTRUCTION, BACKGROUND ON ALL PLACARDS SHALL BE RED WITH WHITE LETTERING U.O.N. PLACARD SHALL BE MOUNTED DIRECTLY ON THE EXISTING UTILITY ELECTRICAL SERVICE PER CEC 705.10. FASTENERS APPROVED BY THE LOCAL JURISDICTION (N) UTILITY AC FUSED DISCONNECT SWITCH-1, (24/7 UTILITY ACCESSIBLE) MANUAL, LOCKABLE,VISIBLE BREAK, SERVICE ENTRANCE RATED(UTILITY ISOLATION DEVICE) (INSIDE THE ELECTRICAL ROOM) PHOTOVOLTAIC ARRAY ON ROOF (E) MAIN SERVICE PANEL (POINT OF INTERCONNECTION) (INSIDE THE ELECTRICAL ROOM) (N) INVERTER (EXTERIOR WALL OF THE BUILDING) (E) UTILITY TRANSFORMER (EXTERIOR-PAD MOUNTED) (N) UTILITY AC NON FUSED DISCONNECT SWITCH-2, (24/7 UTILITY ACCESSIBLE) (EXTERIOR WALL OF THE BUILDING) N S EW 7" 5" YOU ARE HERE 2130 N Grand Ave 10/1/2024 PANELCALW REPORT REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: RP-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. PANELCLAW REPORT SCALE: NTS 2130 N Grand Ave 10/1/2024 PANELCLAW REPORT REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: RP-1.1 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. PANELCLAW REPORT SCALE: NTS 2130 N Grand Ave 10/1/2024 PANELCLAW REPORT REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: RP-1.2 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. PANELCLAW REPORT SCALE: NTS 2130 N Grand Ave 10/1/2024 SPECSHEETS REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: SS-1.0 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SPEC SHEETS SCALE: NTS 2130 N Grand Ave 10/1/2024 SPECSHEETS REVISION REV DATE DESCRIPTION A 9/11/2024 PERMIT PLANS DATE: 9/11/2024 DRAFTED BY: PRIYANGA CHECKED BY: JOHN NAME: VIETNAMESE ALLIANCE CHURCH OF ORANGE PROJECT NO: 2308-02 ADDRESS: 2130 N GRAND AVE, SANTA ANA, CA 92705. COORDINATES: 33.764726, -117.852604 APN: 396-191-44 AHJ: CITY OF SANTA ANA UTILITY: SCE 58.85kW DC (STC) SYSTEM, 55.16kW DC (PTC) VALUE, 50.00kW AC (NAMEPLATE) SYSTEM, 54.34 kW AC (CEC) VALUE MODULES: (107) ZNSHINE SOLAR ZXM7-SHLD144-550W INVERTER(S): (1) CHINT CPS SCA50KTL-DO/US-480 MLPE: (56) AP SMART RSD-D-20 PAGE NO: SS-1.1 PROJECT INFORMATIONSYSTEM INFORMATIONCONTRACTOR INFORMATION THE INFORMATION CONTAINED IN THIS DRAWING IS PROPRIETARY AND CONFIDENTIAL AND SHALL ONLY BE USED FOR THE PURPOSES OF THIS PROJECT. SPEC SHEETS SCALE: NTS 2130 N Grand Ave 10/1/2024 2130 N Grand Ave 10/1/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 24-0242-3008 Sheet No. Cover By JKC/TET Date 3/11/24 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: VIETNAMESE ALLIANCE CHURCH 2130 N. GRAND AVE. SANTA ANA, CA 92705 GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TROY E.TURLEY 3/12/2024 2130 N Grand Ave 10/1/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: March 11, 2024 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Vietnamese Alliance Church CTS Job No.: 24-0242-3008 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 10 Degree” system. This system consists of photovoltaic panels installed at a 10 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 10 Degree” system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. 2130 N Grand Ave 10/1/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Jacob Conerly Troy Turley, SE, PE, LEED AP Structural Designer Partner TROY E.TURLEY 3/12/2024 2130 N Grand Ave 10/1/2024 Partner Name:Mesa Energy Systems Project Name:Vietnamese Alliance Project Location:2130 North Grand Avenue, Santa Ana, CA, USA Racking System:clawFR 10 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 02/01/2024 APPROVED FOR CONSTRUCTION TROY E.TURLEY 3/12/2024 2130 N Grand Ave 10/1/2024 Table of Contents Section:Page # 02/01/2024 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.1 Seismic Load Data 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.4 Vertical Seismic Force Check:15 2130 N Grand Ave 10/1/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 10° TILT SOUTH-FACING, CPP Project 11828, Dated 15 March 2019. 02/01/2024 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 1.0 Project Information: 1.1 General: Project Name:Vietnamese Alliance Project Location:2130 North Grand Avenue, Santa Ana, CA, USA Racking System:clawFR 10 Degree Module:ZNSHINE SOLAR ZXM7-SHLD144-550/M Module Weight:74.96 lbs. Module Tilt:8.98 deg. Module Width:44.65 in. Module Length:89.96 in. Module Area:27.89 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 38 5.0 Sub-Array Name Pitch (deg.) Membrane Material Coeff. of Friction (μ) 1.1 3 PVC 0.71 1.2 3 PVC 0.71 1.3 3 PVC 0.71 1.4 3 PVC 0.71 02/01/2024 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 California BC Risk Cat.:III Basic Wind Speed (V):102 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.315 1s Spectral Response (5%) (S1):0.469 Ie:1.25 Ip:1 02/01/2024 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.89 sq.ft. Module Tilt =8.98 deg. Amp =27.55 sq.ft. SLM = Amp SLA = 0.00 lbs. 02/01/2024 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =102 mph (ASCE, Figure 26.5-1B) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =1.03 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =0.99 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =23.23 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 38 25.89 23.23 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 02/01/2024 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 29 2,791 3,736 96 1,008 2.77 3.71 3.76 Yes 1.2 25 2,442 3,257 98 868 2.81 3.75 3.76 Yes 1.3 28 2,696 3,642 96 973 2.77 3.74 3.76 Yes 1.4 25 2,456 3,206 98 868 2.83 3.69 3.76 Yes Total: 107 10,385 lbs.13,841 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 02/01/2024 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 7,699 3,736 350 5,794 2.06 OK 1.2 7,449 3,257 350 6,077 2.09 OK 1.3 7,615 3,642 350 5,412 1.98 OK 1.4 7,433 3,206 350 6,549 2.19 OK Total:30,196 lbs.13,841 lbs. 23,832 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 02/01/2024 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 4,892 1,340 3,736 192 3,456 1.72 OK 1.2 4,226 1,091 3,257 192 3,648 1.94 OK 1.3 4,856 1,322 3,642 192 3,456 1.71 OK 1.4 4,267 1,098 3,206 192 4,032 2.02 OK Total:18,241 lbs.4,851 lbs.13,841 14,592 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 02/01/2024 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =23.23 psf (Ref. Section 3.1, Wind Load Data) Am =27.89 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =8.98 deg.(Ref. Section 1.1, General Project Information) GCP =1.13 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 723 lbs./module WLin(with snow) = 192 lbs./module Contact Base by Location: Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.37 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 02/01/2024 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 98 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 723 lbs./module WLin (with snow) = 192 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 41 150 63 Interior 2 91 308 134 2nd From North 3 71 288 115 North 4 51 159 72 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 2 8 3 Interior 2 5 17 7 2nd From North 3 4 16 6 2 North 4 3 9 4 South 1 1 4 2 Interior 2 2 8 4 2nd From North 3 2 8 3 4 North 4 1 4 2 Table 6.1-B Max Point Load Summary (psi) 02/01/2024 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.315 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.469 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.578 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.859 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.052 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.572 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 02/01/2024 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 3,736 1,887 0 1,321 7 3,456 18 Yes 1.2 3,257 1,645 0 1,151 6 3,648 19 Yes 1.3 3,642 1,839 0 1,287 7 3,456 18 Yes 1.4 3,206 1,619 0 1,133 6 4,032 21 Yes Totals:13,841 lbs 6,989 lbs.0 lbs.4,892 lbs.26 14,592 76 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 02/01/2024 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 3,736 786 2,242 -1,692 0 5,794 18 Yes 1.2 3,257 685 1,954 -1,474 0 6,077 19 Yes 1.3 3,642 766 2,185 -1,649 0 5,412 18 Yes 1.4 3,206 674 1,923 -1,451 0 6,549 21 Yes Total:13,841 lbs.2,912 lbs.8,304 lbs.-6,266 lbs.0 23,832 76 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 02/01/2024 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A Appendix A16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 24-0242-3008.1 Sheet No. Cover By MAM/TET Date 7/17/24 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: VIETNAMESE ALLIANCE CHURCH 2130 N. GRAND AVE. SANTA ANA, CA 92705 GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TROY E.TURLEY 7-17-24 2130 N Grand Ave 10/1/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: July 17, 2024 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Vietnamese Alliance Church CTS Job No.: 24-0242-3008.1 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 10 Degree” system. This system consists of photovoltaic panels installed at a 10 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 10 Degree” system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. 2130 N Grand Ave 10/1/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Madison Mungovan Troy Turley, SE, PE, LEED AP Structural Designer Partner TROY E.TURLEY 7-17-24 2130 N Grand Ave 10/1/2024 Partner Name:Mesa Energy Systems Project Name:Vietnamese Alliance Project Location:2130 North Grand Avenue, Santa Ana, CA, USA Racking System:clawFR 10 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 4 Engineering Seal 07/16/2024 APPROVED FOR CONSTRUCTION TROY E.TURLEY 7-17-24 2130 N Grand Ave 10/1/2024 Table of Contents Section:Page # 07/16/2024 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table 9 5.1.2 Global Wind Shear Summary Table 10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.1 Seismic Load Data 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check 14 7.4 Vertical Seismic Force Check 15 2130 N Grand Ave 10/1/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 10° TILT SOUTH-FACING, Peutz 07/16/2024 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 1.0 Project Information: 1.1 General: Project Name:Vietnamese Alliance Project Location:2130 North Grand Avenue, Santa Ana, CA, USA Racking System:clawFR 10 Degree Module:ZNSHINE SOLAR ZXM7-SHLD144-550/M Module Weight:69.45 lbs. Module Tilt:8.98 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 38 5.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 3 TBD 0.64 1.2 3 TBD 0.64 1.3 3 TBD 0.64 1.4 3 TBD 0.64 07/16/2024 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 California BC Risk Cat.:III Basic Wind Speed (V):102 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.315 1s Spectral Response (5%) (S1):0.469 Ie:1.25 Ip:1 07/16/2024 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Fig. 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =8.98 deg. Amp =27.47 sq.ft. SLM = Amp SLA = 0.00 lbs. 07/16/2024 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =102 mph (ASCE, Fig. 26.5-1) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =1.03 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =0.99 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =23.23 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per PEUTZ Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 38 25.37 23.23 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref CL FL = sum of lift on panel and deflector. FD - L Companion = qz Aref CD - L FD - L = Worst-case drag and uplift combination at corresponding coefficient of friction. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) CL, CD-L = Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 07/16/2024 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 29 2,601 3,677 90 1,005 2.59 3.66 3.76 Yes 1.2 25 2,256 3,234 90 866 2.61 3.74 3.76 Yes 1.3 28 2,520 3,563 90 970 2.60 3.67 3.76 Yes 1.4 25 2,251 3,196 90 866 2.60 3.69 3.76 Yes Total: 107 9,627 lbs.13,670 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 07/16/2024 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 7,217 3,677 350 5,880 2.21 OK 1.2 6,852 3,234 350 5,098 2.03 OK 1.3 7,144 3,563 350 6,092 2.25 OK 1.4 6,886 3,196 350 4,815 1.94 OK Total:28,099 lbs.13,670 lbs. 21,885 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 07/16/2024 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FD-L = Wind Drag-Lift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 4,401 3,677 192 3,648 2.77 OK 1.2 4,540 3,234 192 3,264 2.39 OK 1.3 4,398 3,563 192 3,648 2.73 OK 1.4 4,572 3,196 192 3,072 2.28 OK Total:17,911 lbs.13,670 13,632 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/((.6)WIND DRAG-LIFT) 07/16/2024 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =23.23 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =8.98 deg.(Ref. Section 1.1, General Project Information) GCP =1.13 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE, Fig. 30.3-5A) WLin(no snow) = 721 lbs./module WLin(with snow) = 191 lbs./module Contact Base by Location: Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 07/16/2024 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 90 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 721 lbs./module WLin (with snow) = 191 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) South 1 39 147 61 Interior 2 87 304 130 2nd From North 3 71 287 114 North 4 63 171 84 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) South 1 2 8 3 Interior 2 5 17 7 2nd From North 3 4 16 6 2 North 4 3 9 5 South 1 1 4 2 Interior 2 2 8 4 2nd From North 3 2 8 3 4 North 4 2 5 2 Table 6.1-B Max Point Load Summary (psi) 07/16/2024 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.315 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.469 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.578 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.859 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.052 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.572 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 07/16/2024 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 3,677 1,857 0 1,300 7 3,648 19 Yes 1.2 3,234 1,633 0 1,143 6 3,264 17 Yes 1.3 3,563 1,799 0 1,260 7 3,648 19 Yes 1.4 3,196 1,614 0 1,130 6 3,072 16 Yes Totals:13,670 lbs 6,903 lbs.0 lbs.4,832 lbs.26 13,632 71 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 07/16/2024 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 3,677 774 2,206 -1,665 0 5,880 19 Yes 1.2 3,234 680 1,940 -1,464 0 5,098 17 Yes 1.3 3,563 750 2,138 -1,613 0 6,092 19 Yes 1.4 3,196 672 1,918 -1,447 0 4,815 16 Yes Total:13,670 lbs.2,876 lbs.8,202 lbs.-6,189 lbs.0 21,885 71 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 07/16/2024 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A Appendix A 16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A 17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A 18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A 19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A 20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Appendix A 21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 2130 N Grand Ave 10/1/2024 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone: (858) 335-7643 San Diego, CA 92126 Structural Calculations (Project # ) D DON LA EIORR. Vietnamese Alliance Church PV SY /14/24 2130 N Grand Ave 10/1/2024 Vietnamese Alliance Church PV Orie2 Engineering Santa Ana, CA February 14th, 2024 1 VIETNAMESE ALLIANCE CHURCH PV ROOFTOP PHOTOVOLTAIC STRUCTURAL ANALYSIS REPORT 1.0 PROJECT DESCRIPTION & DESIGN CRITERIA Orie2 Engineering conducted a review and analysis of placing a new photovoltaic panel system on top of the existing roof of the “Alliance Church” building located in Santa Ana, California. Project Location: 2130 N Grand Ave. Santa Ana, CA PV Design Criteria: Solar Dead Load: 3.75 psf max Wind Design Criteria: Basic Wind Speed, V: 95 mph Exposure Category: C 2.0 STRUCTURAL EVALUATION This report provides a structural evaluation of the following items: 1) Evaluation of existing structural roof framing elements to support the loading imposed by the new photovoltaic panel system. 2) Evaluation of the added seismic mass of the new PV system in comparison to the existing seismic mass of the building per CEBC section 502.5. 3) Mechanical attachment for anchorage of the photovoltaic panel system to the roof. 4) Structural anchorage of electrical equipment relevant to the new photovoltaic panel system. The California Building Code 2022 Section 1607.14.4.1 states that rooftop solar panels not more than 24 inches above the roof surface shall be considered inaccessible, thus roof live load is not applicable in areas covered by solar panels. It is anticipated that the rooftop solar system will be less than 24” from the roof, therefore our analysis utilizes this code section. Despite this code allowance, our team includes roof live load in the structural analysis of roof framing members in an effort to be conservative. Instead of disregarding roof live load completely, the analysis includes as much roof live load as possible and is reduced if necessary. This reduced live load is denoted as “Lr reduced” in the report where applicable. The California Existing Building Code 2022 Section 502.5 states that existing structural elements subject to lateral loading (seismic) are permitted to remain unaltered if the percent increase of the demand capacity ratio of that element does not exceed 10%. This is relevant to work that involves adding seismic mass to the rooftop of existing structures, like photovoltaic panel systems. The seismic demand is directly proportional to the seismic mass (weight) of the items contributing to the loads on that existing structural element. This analysis provides a check for the total seismic mass of the new solar system to stay within the bounds of this code allowed 10% increase. If the seismic mass of the PV system exceeds 10%, the existing building’s structural elements would need to be re‐analyzed and upgraded which can be time intensive and costly, so it is highly recommended to keep the solar system within the 10% allowance the code provides. 2130 N Grand Ave 10/1/2024 Vietnamese Alliance Church PV Orie2 Engineering Santa Ana, CA February 14th, 2024 2 3.0 EXISTING STRUCTURES 1) Alliance Church This building consists of a roof at a height of 31’‐0” with Spray on foam built up roofing on rigid insulation over ½” plywood decking. The plywood deck spans across TJI joists that are supported by glulam girder beams. The structure is approximately 71’‐6” wide by 105’‐6” long with wood stud walls. 4.0 PHOTOVOLTAIC PANEL RACKING SYSTEM & COMPONENTS The racking system utilizes PanelClaw’s FR10 racking system. The solar module, racking, & racking components are designed and verified by PanelClaw’s engineering team. Please refer to the PanelClaw drawings for information on ballast block & attachment quantities and locations. Orie2 has coordinated with the racking company by providing the mechanical attachment capacity for anchorage to the existing roof of the structure. See Table 1 below for a summary of the PV array weights, maximum localized array distributed load, and quantity of modules. The table provides our recommendations on the PV system size (to meet structural constraints only, sizing for space and electrical constraints may be less), and weight limitations based on our analysis. Note that the values in the table are from the racking company submittal and is for reference only. Table 1: Photovoltaic Panel System Summary Building Structure Amazon Fresno (DSJ5) PV System Weight 13,841 lbs Number of PV Modules 107 modules Max Array Distributed Load 3.75 psf *The quantity of modules will be limited due to the area of the roof that is available for solar, the quantity shown here is based solely on seismic mass/structural constraints. 5.0 FINDINGS, RECOMMENDATIONS, & POTENTIAL DESIGN CHALLENGES Based on our review of the as‐built roof framing plans, it is our professional opinion that the existing roof framing members and structural elements are okay to support the weight and imposed loading from the addition of the photovoltaic panel system & its racking components. The existing roof framing has been checked for a maximum solar dead load of 5.0 psf (actual max array distributed load is shown in table 1), and we determined that the PV system is okay to be installed on the existing structure. It is recommended that the distributed array weight of the PV system be limited to 5 psf max. 2130 N Grand Ave 10/1/2024 Vietnamese Alliance Church PV Orie2 Engineering Santa Ana, CA February 14th, 2024 3 Attachment Considerations: Where the existing structure has rigid insulation over the roof decking, traditional mechanical attachments with vertical screws anchoring through the insulation into the decking have proven to be a challenge because horizontal loading puts the vertical screws in bending. Our team’s solution is to utilize the facet anchor in these cases, which provide diagonal screws that resolve the horizontal load as tension in these diagonal screws. However, it should be noted that rigid insulation can be extremely thick in some cases, and there is a limit to the length of screws that can be obtained which can prohibit the screw from embedding into the roof decking. The thickness of the rigid insulation should be field verified, and appropriate screw lengths be selected so that the mechanical attachment can be securely fastened to the roof deck. 6.0 LIMITATIONS This report is based on information that was provided to Orie2 for this analysis. Orie2 Engineering did not perform any site visits, testing including but not limited to destructive testing. The solar module, racking, and connection to the mechanical attachment is not within the scope of evaluation of this report. The load rating and adherence to the module manufacturer warranty for these components are under the responsibility of the racking manufacturer. This includes verifying that the module and its attachments have sufficient load rating to resist the wind forces at the site (including any safety factors applied in the test loading under UL 1703). It is our understanding that these projects are not subject to review or approval by the Division of the State Architect (DSA) or the Office of Statewide Health Planning and Development (OSHPD). Where this is required, the final design and engineering of the project will need to take into account any special considerations required by those agencies. Sincerely, Donald R. Orie S.E. 3838 2130 N Grand Ave 10/1/2024 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Structural Calculations - Table of Contents Vietnamese Alliance Church PV Orie2 Job No. 219.007-24 1. Design Criteria ............................................................................................... 1 - 5 2. Building Summary, Loads, & Added Seismic Mass Analysis .......................6 – 10 3. Roof Framing Analysis ................................................................................ 11 – 26 4. Mechanical Attachment ............................................................................... 27 - 32 5. Equipment Anchorage ................................................................................. 33 – 49 6. Appendix ..................................................................................................... 50 – 51 BRIDGE O I STRUCTURAL 2130 N Grand Ave 10/1/2024 ASCE Hazards Report Address: 2130 N Grand Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-16 Latitude:33.765122 Risk Category:II Longitude:-117.852657 Soil Class:D - Default (see Section 11.4.3) Elevation:0 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: Thu Jan 18 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/Thu Jan 18 2024 Page 1 2130 N Grand Ave 10/1/2024 SS : 1.315 S1 : 0.469 F a : 1.2 F v : N/A SMS : 1.579 SM1 : N/A SDS : 1.052 SD1 : N/A T L : 8 PGA : 0.552 PGA M : 0.663 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. Thu Jan 18 2024 Page 2 of 3https://ascehazardtool.org/Thu Jan 18 2024 Page 2 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : 219.007-24 1/18/24Vietnamese Alliance Church ESY Page 3 Vietnamese Alliance Church PV 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 02/05/24 PROJECT: Vietnamese Alliance Church PV BY : ESY 2022 CBC Rooftop Photovoltaic Panel Systems CBC Section 1607.14.4.1 for Photovoltaic Panel Systems states that roof areas where solar systems are installed can be considered as areas without roof live load due to the space being inaccessible. This means that roof live load does not need to be included in the analysis of structural elements where solar panels are installed, given that the space between the roof surface and module does not exceed 24 inches. Despite this code allowance, our team includes roof live load in the structural analysis where the solar system is installed in an effort to be conservative. Instead of disregarding roof live load completely, the analysis includes as much roof live load as possible and is reduced if necessary. This reduced roof live load is denoted as “Lr reduced” in the report where applicable. BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 4 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 02/05/24 PROJECT: Vietnamese Alliance Church PV BY : ESY 2022 CEBC Existing Structural Elements Carrying Lateral Load CEBC Section 502.5 for Existing Structural Elements Carrying Lateral Load states that existing structural elements subject to lateral loading (seismic) are permitted to remain unaltered if the percent increase of the demand-capacity ratio of that element does not exceed 10%. This is relevant to work that involves adding seismic mass to the rooftop of existing structures, like equipment or photovoltaic panel systems. Seismic loads at the roof level are calculated by multiplying the weight of the roof and half the height of walls perpendicular to the direction of loading by a seismic coefficient, dependent on site seismicity and building properties. The weight of the components contributing to seismic loading is the “seismic mass” of the existing structure. This means that the seismic mass is directly proportional to the seismic demand on existing structural elements resisting seismic loading of the existing structure. This also means that the weight of the new PV system on the roof is directly proportional to the added demand on existing structural components. The critical element that experiences the largest increase in seismic demand is the diaphragm of the structure. When considering the percentage increase of demand-capacity ratios to all existing structural elements for seismic loading, this analysis compares the added seismic mass of the new PV system to the existing seismic mass of the building to verify that the percent increase of seismic demand to the diaphragm does not exceed this 10% allowance. BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 5 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 02/05/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Building Summary: (Alliance Church) Building Information: Length, L:105.50 ft Width, W:71.50 ft Parapet Height:2.00 ft Roof Elevation:31.00 ft Wall Height:31.00 ft Roofing Type:Spray on Foam Built Up Roofing Roof Decking:1/2" Plywood Decking Roof Framing Summary Site Seismic & Wind Design Parameters Wind Design Parameters: Exposure Category:C (ASCE 7-16, Section 26.7.3) Basic Wind Speed, V:95.0 mph (ASCE 7-16, Section 26.5.1) Seismic Design Parameters: Mapped Short-Period Spectral Acceleration, Ss:1.315 g (ASCE 7-16, Fig. 21-1 through Fig. 21-6) Mapped One-Second Spectral Acceleration, S1:0.469 g (ASCE 7-16, Fig. 21-1 through Fig. 21-6) Short-Period Site Coefficient, Fa:1.200 (ASCE 7-16, Table 11.4-1) Long-Period Site Coefficient, Fv:1.831 (ASCE 7-16, Table 11.4-2) OKAY OKAY 14" TJI 360 @ 19.2"1.6 26 14" TJI 230 @ 16"1.333 26 27.2 41.6 34.7 20 20 25.9 1.333 26 OKAY Roof Member: Trib: (ft) Span: (ft)Wind Load: (psf) Roof Live Load: (psf) Tributary Area: (ft^2) 34.7 20 27.2 10-3/4"x42" GLB 26 71 OKAY Check: 11-7/8" TJI 560 @ 16" 1846 12 7.4 BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 6 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 02/05/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Gravity Design Loads: Code:2022 California Building Code Alliance Church Dead Load Spray on Foam Roofing :1.0 psf Rigid Insulation over 1/4" Densdeck :2.5 psf 1/2" Plywood :1.5 psf TJI Joists :2.5 psf Ceiling :0.5 psf Plumbing/Electrical/Mech :1.0 psf Misc :0.5 psf SubTotal :9.5 psf 10-3/4"x42" Glulam Girders :4.5 psf Total :14.0 psf Solar Dead Load:Solar Dead Load :5.0 psf Wall Dead Load:Wood Stud Walls :15.0 psf Roof Live Load:Roof Live Load :20 psf (reducible)2022 CBC, Section 1607.11.2.1 Alliance Church Dead Load = 14.0 psf BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 7 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 02/05/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Added Seismic Mass of PV System to Existing Building (Alliance Church) Seismic Mass of Existing Building Existing Building Properties L = 105.50 ft Length, L:105.50 ft Width, W:71.50 ft Parapet Height Hp:2.00 ft Wall Height H:31.00 ft W = 71.50 ft Roof Dead Load:14.0 psf Wall Dead Load:15.0 psf Seismic Mass of Existing Building Hp = 2.00 ft Seismic Mass of Roof:105,606 lbs Seismic Mass of Walls:37,538 lbs (E) Seismic Mass of Building:143,143 lbs H = 31.00 ft Added Seismic Mass of New PV System Rooftop PV System & Roofing Overlay PV & Racking Design By:PanelClaw Number of PV Panels:107 panels Total Weight of PV System:13,841 lbs Added Seismic Mass to Existing Building Seismic Mass (N) PV System:13,841 lbs Total Added Seismic Mass:13,841 lbs Increase of Seismic Mass to Existing Building Check Added Seismic Mass to Existing Building (E) Seismic Mass of Roof:143,143 lbs (N) Added Seismic Mass on Roof:13,841 lbs % Increase in Seismic Mass:9.67% Allowable % Increase in Seismic Mass:10%2022 CEBC, Section 502.5 (E) Seismic Mass of Building = 143,143 lbs Total Added Seismic Mass = 13,841 lbs Increase in Seismic Mass of 9.67% < 10% PV System is OKAY to be Installed Without Alterations to the Existing Building BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 8 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : 219.007-24 Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 Project : Vietnamese Alliance Church PV BY : ESY San Diego, CA 92126 www.orie2.com HighRooftop Solar ASCE 7-16 29.4.3: Rooftop Solar Panels w/ Flat/Gable/Hip Roofs w/ Slopes < 7 ⁰ MWFRS - Other Structures - Rooftop Solar Panels Step 1: Determine risk category of building or other structure Risk Category =II Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category Wind Speed, V =95 mph Figure 26.5-1A, B, C, or D Step 3: Determine wind load parameters: Wind Directionality factor, Kd =0.85 Section 26.6 and Table 26.6-1 Exposure Category =C Section 26.7 Topography factor, Kzt =1.00 Section 26.8 and Figure 26.8-1 Gust Effect factor, G =0.85 Section 26.11 Ground Elevation Factor, Ke =1.00 Section 26.9 Step 4: Determine velocity pressure exposure coefficient, Kz or Kh Height above ground level, z =31 ft Exposure coefficient, Kh =0.99 Table 26.10-1 Step 5: Determine velocity pressure, qz or qh qh =0.00256*Kh*Kzt*Kd*Ke*V2 Equation 26.10-1 = 19.44 psf Step 6: Determine Net Pressure Coefficient, GCrn: Building width, W s =71.5 ft Building length, W L =105.5 ft Roof height, h =31.0 ft Parapet height, hpt = 2.0 ft Panel length, Lp =7.48 ft ≤ 6.7' Section 29.4.3 NOT permitted Tilt, ω =10.00 deg ≤ 35° Section 29.4.3 Effective wind Area, A =34.70 ft2 2*h = 62.0 ft Roof Zone =3 -Figure 29.4-7 Nominal Net pressure Coeff, GCrnnom =1.381 -Figure 29.4-7 γp = min(1.2, 0.9+hpt/h) =1.0 -Section 29.4.3 γc = max(0.6+0.06Lp, 0.8) =1.0 -Section 29.4.3 γE (Uplift) =1.50 -Section 29.4.3 γE =1.5 for uplift loads γE (Downward) =1.00 -Section 29.4.3 γE =1.0 for downward loads Net Pressure Coefficient, GCrn + =γp* γc*γE*GCrnnom Eqn 29.4-6 = 1.397 - Net Pressure Coefficient, GCrn - =γp* γc*γE*GCrnnom Eqn 29.4-6 = 2.096 - Step 7: Calculate wind pressure to panels, p: p (+) = qh*(GCrn) =27.2 psf Eqn 29.4-5 Downward Wind Load p (-) = qh*(-GCrn) =-40.8 psf Eqn 29.4-5 Upward Wind Load All Loads in Strength Value, multiply by 0.6 to get to ASD Design Value BRIDGEORIE 2 STRUCTURAL Page 9Roof Framing Analysis - Wind Design Example: 11-7/8" TJI 560 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : 219.007-24 Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 Project : Vietnamese Alliance Church PV BY : ESY San Diego, CA 92126 www.orie2.com HighRooftop Solar ASCE 7-16 29.4.3: Rooftop Solar Panels w/ Flat/Gable/Hip Roofs w/ Slopes < 7⁰ MWFRS - Other Structures - Rooftop Solar Panels BRIDGEORIE 2 STRUCTURAL Page 10 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : 219.007-24 1/18/24Vietnamese Alliance Church ESY Page 11 Check 11-7/8" TJI 560 @ 16" O.C. DL = 9.5 psf x 1.333' = 13 lb/ft (self weight included) Dsolar = 5 psf x 1.333' = 7 lb/ft Lr = 20 psf x 1.333' = 27 lb/ft Wdown = 27.2 psf x 1.333' = 37 lb/ft TL allow = 97 lb/ft Load Combination: D + Lr (full) TL = 13 + 27 = 40 lb/ft TL / TL allow = 40 / 97 = 0.42 < 1.0 OKAY 11-7/8" TJI 560 is OKAY under full Dead & Roof Live Loading only. Solar System is OKAY to be installed on these members Load Combination: D + Dsolar + Lr TL = 13 + 7 + 27 = 47 lb/ft TL / TL allow = 47 / 97 = 0.49 < 1.0 OKAY Load Combination: D + Dsolar + 0.6W TL = 13 + 7 + 0.6 x 37 = 43 lb/ft TL / TL allow = 43 / 97 = 0.45 < 1.0 OKAY Load Combination: D + Dsolar + 0.75Lr + 0.45W TL = 13 + 7 + 0.75(27) + 0.45(37) = 57 lb/ft TL / TL allow = 57 / 97 = 0.59 < 1.0 OKAY Roof Framing Analysis 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : 219.007-24 1/18/24Vietnamese Alliance Church ESY Page 12 Check 14" TJI 360 @ 19.2" O.C. DL = 9.5 psf x 1.6' = 16 lb/ft (self weight included) Dsolar = 5 psf x 1.6' = 8 lb/ft Lr = 20 psf x 1.6' = 32 lb/ft Wdown = 25.9 psf x 1.6' = 42 lb/ft TL allow = 94 lb/ft Load Combination: D + Lr (full) TL = 16 + 32 = 48 lb/ft TL / TL allow = 48 / 94 = 0.51 < 1.0 OKAY 14" TJI 360 is OKAY under full Dead & Roof Live Loading only. Solar System is OKAY to be installed on these members Load Combination: D + Dsolar + Lr TL = 16 + 8 + 32 = 56 lb/ft TL / TL allow = 56 / 94 = 0.60 < 1.0 OKAY Load Combination: D + Dsolar + 0.6W TL = 16 + 8 + 0.6 x 42 = 50 lb/ft TL / TL allow = 50 / 94 = 0.53 < 1.0 OKAY Load Combination: D + Dsolar + 0.75Lr + 0.45W TL = 16 + 8 + 0.75(32) + 0.45(42) = 67 lb/ft TL / TL allow = 67 / 94 = 0.72 < 1.0 OKAY Check 10-3/4"x42" Glulam Girder Beam (RISA3D Analysis) DL = 9.5 psf x 26' = 247 lb/ft (self weight included in model) Dsolar = 5 psf x 26' = 130 lb/ft Lr = 12 psf x 26' = 312 lb/ft Wdown = 7.4 psf x 26' = 193 lb/ft Roof Framing Analysis 2130 N Grand Ave 10/1/2024 Trus Joist® TJI® Joist Specifier’s Guide TJ-4000 | April 2016 6 SeCTion 1: 9½"–16" TJi® JoiSTS General Notes ■ Design reaction includes all loads on the joist. Design shear is com puted at the inside face of supports and includes all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR-1153, and these increases are reflected in span tables. ■ The formulas at right approximate the uniform load deflection of Δ (inches). TJI ® joists are intended for dry-use applications Some TJI ® joist series may not be available in your region. Contact your Weyerhaeuser representative for information. TJI® 110 joists 1¾" 3⁄8" 9½" 117⁄8" 14" 16" 1¼"–13⁄8" 1¼"–13⁄8" TJI® 230 joists 3⁄8" 25⁄16" 9½" 117⁄8" 14" 16" TJI® 360 joists 3⁄8" 25⁄16" 13⁄8" 117⁄8" 14" 16" TJI® 560 joists 7⁄16" 3½" 13⁄8" 117⁄8" 14" 16" This section contains design information for 9½"–16" deep Trus Joist® TJi® joists. These standard-size TJI® joists are readily available through your local Weyerhaeuser dealer or distributor. Offered with the flange sizes shown below, they come in lengths up to 60' (in 1' increments). 21⁄16" TJI® 210 joists 3⁄8" 9½" 117⁄8" 14" 16" 1¼"–13⁄8" 1. All blocking, hangers, rim boards, and rim joists at the end supports of the TJI® joists must be completely installed and properly nailed. 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay. 3. Safety bracing of 1x4 (minimum) must be nailed to a braced end wall or sheathed area (as in note 2) and to each joist. Without this bracing, buckling sideways or rollover is highly probable under light construction loads—such as a worker or one layer of unnailed sheathing. 4. Sheathing must be completely attached to each TJI® joist before additional loads can be placed on the system. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within a tolerance of ½" from true alignment. DO NOT walk on joists until braced. INJURY MAY RESULT. DO NOT walk on joists that are lying flat. DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. WARNING NOTES: Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines:WARNING Joists are unstable until braced laterally Bracing includes: •Blocking •Hangers •Rim Board •Sheathing •Rim Joist •Strut Lines Design Properties (100% Load Duration) (1) Caution: Do not increase joist moment design properties by a repetitive member use factor. (2) See detail W on page 27 for web stiffener requirements and nailing information. Depth TJI® Basic Properties Reaction Properties Joist Weight (lbs/ft) Maximum Resistive Moment(1) (ft-lbs) Joist Only El x 106 (in.2-lbs) Maximum Vertical Shear (lbs) 13 ⁄4" End Reaction (lbs) 31⁄2" End Reaction (lbs) 3½" Intermediate Reaction (lbs)5¼" Intermediate Reaction (lbs) No Web Stif feners With Web Stiffeners(2) No Web Stif feners With Web Stiffeners(2) 9½" 110 2.3 2,500 157 1,220 910 1,220 1,935 N.A.2,350 N.A. 210 2.6 3,000 186 1,330 1,005 1,330 2,145 N.A.2,565 N.A. 230 2.7 3,330 206 1,330 1,060 1,330 2,410 N.A.2,790 N.A. 117⁄8" 110 2.5 3,160 267 1,560 910 1,375 1,935 2,295 2,350 2,705 210 2.8 3,795 315 1,655 1,005 1,460 2,145 2,505 2,565 2,925 230 3.0 4,215 347 1,655 1,060 1,485 2,410 2,765 2,790 3,150 360 3.0 6,180 419 1,705 1,080 1,505 2,460 2,815 3,000 3,360 560 4.0 9,500 636 2,050 1,265 1,725 3,000 3,475 3,455 3,930 14" 110 2.8 3,740 392 1,860 910 1,375 1,935 2,295 2,350 2,705 210 3.1 4,490 462 1,945 1,005 1,460 2,145 2,505 2,565 2,925 230 3.3 4,990 509 1,945 1,060 1,485 2,410 2,765 2,790 3,150 360 3.3 7,335 612 1,955 1,080 1,505 2,460 2,815 3,000 3,360 560 4.2 11,275 926 2,390 1,265 1,725 3,000 3,475 3,455 3,930 16" 110 3.0 4,280 535 2,145 910 1,375 1,935 2,295 2,350 2,705 210 3.3 5,140 629 2,190 1,005 1,460 2,145 2,505 2,565 2,925 230 3.5 5,710 691 2,190 1,060 1,485 2,410 2,765 2,790 3,150 360 3.5 8,405 830 2,190 1,080 1,505 2,460 2,815 3,000 3,360 560 4.5 12,925 1,252 2,710 1,265 1,725 3,000 3,475 3,455 3,930 w = uniform load in pounds per linear foot L = span in feet d = out-to-out depth of the joist in inches El = value from table above For TJI® 110, 210, 230, and 360 Joists Δ = +22.5 wL4 El 2.67 wL2 d x 105 For TJI® 560 Joists Δ = +22.5 wL4 El 2.29 wL2 d x 105 Page 13 2130 N Grand Ave 10/1/2024 Trus Joist® TJI® Joist Specifier’s Guide TJ-4000 | April 2016 13 RooF loAd TABle * Indicates that Total Load value controls. Depth TJI® Total Load Defl.Total Load Defl.Total Load Defl.Total Load Defl.Total Load Defl.Total Load Defl. Snow 115% Non- Snow 125% Live Load L/240 Snow 115% Non-Snow 125% Live Load L/240 Snow 115% Non-Snow 125% Live Load L/240 Snow 115% Non-Snow 125% Live Load L/240 Snow 115% Non-Snow 125% Live Load L/240 Snow 115% Non-Snow 125% Live Load L/240 Roof Joist Horizontal Clear Span 6'8'10'12'14'16' 9½" 110 289 314 *218 237 *175 190 *146 159 *114 124 112 88 95 77 210 321 349 *242 263 *194 211 *162 176 *137 149 130 105 115 90 230 360 392 *272 295 *218 237 *182 198 *153 166 143 117 127 99 117⁄8" 110 289 314 *218 237 *175 190 *146 159 *125 136 *110 119 * 210 321 349 *242 263 *194 211 *162 176 *139 151 *122 132 * 230 360 392 *272 295 *218 237 *182 198 *156 170 *137 149 * 360 368 400 *277 301 *223 242 *186 202 *159 173 *140 152 * 560 449 488 *338 368 *272 295 *227 246 *195 212 *170 185 * 14" 110 289 314 *218 237 *175 190 *146 159 *125 136 *110 119 * 210 321 349 *242 263 *194 211 *162 176 *139 151 *122 132 * 230 360 392 *272 295 *218 237 *182 198 *156 170 *137 149 * 360 368 400 *277 301 *223 242 *186 202 *159 173 *140 152 * 560 449 488 *338 368 *272 295 *227 246 *195 212 *170 185 * 16" 110 289 314 *218 237 *175 190 *146 159 *125 136 *110 119 * 210 321 349 *242 263 *194 211 *162 176 *139 151 *122 132 * 230 360 392 *272 295 *218 237 *182 198 *156 170 *137 149 * 360 368 400 *277 301 *223 242 *186 202 *159 173 *140 152 * 560 449 488 *338 368 *272 295 *227 246 *195 212 *170 185 * 18'20'22'24'26'28' 9½" 110 210 83 86 64 230 93 94 71 117⁄8" 110 88 95 91 77 68 210 106 115 106 86 93 79 77 60 230 117 128 116 95 103 86 79 85 66 360 124 135 *112 122 103 102 105 78 82 82 61 560 152 165 *137 148 *124 135 117 114 122 91 97 97 73 79 79 59 14" 110 98 106 *84 92 *76 75 210 108 118 *97 106 *84 91 87 77 68 230 122 132 *110 119 *93 101 95 78 85 74 360 124 135 *112 122 *102 111 *93 101 88 86 94 70 76 76 57 560 152 165 *137 148 *124 135 *114 124 *105 114 104 98 106 85 16" 110 98 106 *88 96 *80 87 * 210 108 118 *97 106 *89 96 *81 88 *75 73 230 122 132 *110 119 *100 108 *90 97 *76 83 79 360 124 135 *112 122 *102 111 *93 101 *86 94 *80 87 76 560 152 165 *137 148 *124 135 *114 124 *105 114 *98 106 * Roof—115% and 125% Load Duration (PLF) How to Use These Tables 1. Calculate actual total load in pounds per linear foot (plf). 2. Select appropriate Roof Joist Horizontal Clear Span. For slopes greater than 2:12, approximate the increased dead load by multiplying the joist horizontal clear span by the Slope Factor above. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total load. General Notes ■ Tables are based on: – Minimum bearing length of 1¾" end and 3½" intermediate, without web stiffeners. – Uniform loads. – More restrictive of simple or continuous span. – Minimum roof slope of ¼:12. ■ Total Load values are limited to deflection of L/180. For stiffer deflection criteria, use the Live Load L/240 values. Slope 2½:12 3:12 3½:12 4:12 4½:12 5:12 6:12 7:12 8:12 9:12 10:12 11:12 12:12 Factor 1.021 1.031 1.042 1.054 1.068 1.083 1.118 1.158 1.202 1.250 1.302 1.357 1.414 Slope Factors Page 14 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-1 Jan 23, 2024 at 11:36 AM Glulam Beam - Vietnamese … Page 15Section Set 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-2 Jan 23, 2024 at 11:37 AM Glulam Beam - Vietnamese … Page 16Rendered View 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-4 Jan 23, 2024 at 11:37 AM Glulam Beam - Vietnamese … Page 17Dead Load 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-5 Jan 23, 2024 at 11:37 AM Glulam Beam - Vietnamese … Page 18Solar Dead Load 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-6 Jan 23, 2024 at 11:37 AM Glulam Beam - Vietnamese … Page 19Roof Live Load 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-7 Jan 23, 2024 at 11:37 AM Glulam Beam - Vietnamese … Page 20 Wind Load 2130 N Grand Ave 10/1/2024 Orie2 Engineering Eddy Yum SK-8 Jan 23, 2024 at 11:37 AM Glulam Beam - Vietnamese … Page 21Code Check (Bending)2130 N Grand Ave 10/1/2024 Company Designer Job Number Model Name : : : : Orie2 Engineering Eddy Yum Checked By : __________ 1/23/2024 11:37:59 AM RISA-3D Version 21 [ Glulam Beam - Vietnamese Alliance.r3d ]Page 1 Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size (in2)144 Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum)Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16): ASD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 15th (360-16): ASD Cold Formed Steel AISI S100-20: ASD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18 / SDPWS-21 ASD Temperature < 100F Concrete ACI 318-19 Masonry TMS 402-16: ASD Aluminum AA ADM1-20: ASD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): ASD Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Code ASCE 7-16 Risk Category I or II Drift Cat Other Page 22 2130 N Grand Ave 10/1/2024 Company Designer Job Number Model Name : : : : Orie2 Engineering Eddy Yum Checked By : __________ 1/23/2024 11:37:59 AM RISA-3D Version 21 [ Glulam Beam - Vietnamese Alliance.r3d ]Page 2 Model Settings (Continued) Base Elevation (ft) Include the weight of the structure in base shear calcs Yes S1 (g)1 SD1 (g)1 SDS (g)1 TL (sec)5 T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 1 Ω0X 1 CdZ 4 CdX 4 ρ Z 1 ρ X 1 Page 23 2130 N Grand Ave 10/1/2024 Company Designer Job Number Model Name : : : : Orie2 Engineering Eddy Yum Checked By : __________ 1/23/2024 11:37:59 AM RISA-3D Version 21 [ Glulam Beam - Vietnamese Alliance.r3d ]Page 3 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 71 0 0 Wood Properties Label Type Database Species Grade Cm Ci Emod Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035 10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.4E_RIGIDLAM LVL SCL Roseburg Forest Products_2023 1.4E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035 Wood Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 10-3/4"x42" GLB 10.75X42FS Beam Glulam_Western 24F-1.8E DF Balanced Typical 451.5 4348.03966370.5 14588.674 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 10-3/4"x42" GLB Beam Glulam_Western 24F-1.8E DF Balanced Typical Wood Design Parameters Label Shape Length [ft] le2 [ft] le-bend top [ft] Cr y sway z sway 1 M1 10-3/4"x42" GLB 71 1.6 1.6 Design Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk 1 Typical 1 1 Deflection Design Label LC Ratio LC Ratio LC Ratio 1 Typical 1 240 2 360 3 240 Page 24 2130 N Grand Ave 10/1/2024 Company Designer Job Number Model Name : : : : Orie2 Engineering Eddy Yum Checked By : __________ 1/23/2024 11:37:59 AM RISA-3D Version 21 [ Glulam Beam - Vietnamese Alliance.r3d ]Page 4 Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : D) Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.247 -0.247 0 %100 Member Distributed Loads (BLC 2 : Dsolar) Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.13 -0.13 0 %100 Member Distributed Loads (BLC 3 : Lr) Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.312 -0.312 0 %100 Member Distributed Loads (BLC 4 : W) Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.193 -0.193 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 D DL -1 1 2 Dsolar DL 1 3 Lr RLL 1 4 W WL 1 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 D Yes Y 1 1 2 D + Lr Yes Y 1 1 RLL 1 3 D + Dsolar + Lr Yes Y 1 1 2 1 RLL 1 4 D + Dsolar + 0.6W Yes Y 1 1 2 1 WL 0.6 5 D + Dsolar + 0.75Lr + 0.45W Yes Y 1 1 2 1 RLL 0.75 WL 0.45 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry AluminumStainlessConnection 1 D 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 D + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D + Dsolar + Lr 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + Dsolar + 0.6W 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 D + Dsolar + 0.75Lr + 0.45W 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 25 2130 N Grand Ave 10/1/2024 Company Designer Job Number Model Name : : : : Orie2 Engineering Eddy Yum Checked By : __________ 1/23/2024 11:37:59 AM RISA-3D Version 21 [ Glulam Beam - Vietnamese Alliance.r3d ]Page 5 Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 0 N2 max 0 5 28.67 5 0 5 0 5 0 5 0 5 1 min 0 1 12.664 1 0 1 0 1 0 1 0 1 2 N1 max 0 5 28.67 5 0 5 LOCKED 0 5 0 5 3 min 0 1 12.664 1 0 1 LOCKED 0 1 0 1 4 Totals:max 0 5 57.339 5 0 5 5 min 0 1 25.329 1 0 1 Envelope Beam Deflections Member Label Span Location [ft]y' [in](n) L'/y' Ratio LC 0 M1 1 max 0.74 -0.057 NC 1 1 1 min 35.5 -3.865 220 5 Envelope Beam Deflection Checks Beam Design Rule Span Defl [in] Ratio LC Defl [in] Ratio LC Defl [in] Ratio LC 0 M1 Typical 1 -1.707 499 1(1)-3.201 266 2(1+RLL)-3.823 222 3(1+2+RLL) Envelope AWC NDS-18 / SDPWS-21 ASD Member Wood Code Checks Member Shape Code CheckLoc[ft]LC Shear CheckLoc[ft]Dir LCFc' [ksi] Ft' [ksi] Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn 0 M1 10.75X42FS 0.878 35.5 3 0.284 71 y 3 1.48 1.375 2.176 1.813 0.331 2.642 0.999 0.74 3.9-3 Page 26 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : 4/1/22 ESY Page 27 Facet Anchor w Diagonal Screws to 1/2" Plywood Deck w/ Rigid Insulation 192 350 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : DATE : Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 PROJECT : BY : ESY San Diego, CA 92126 www.orie2.com Solar Panel Mount: Solar Mechanical Attachments to Roof Fastener Information: APA Wood (Engineering Wood Association) Fastener Type:#14 Wood Screws Total Number of Screws:8 Screw(s) Withdrawal Design Value, Wult:350 lbs Load Duration Factor, Cd:1.6 Safety Factor =5 W' = Wult * Cd / Ω = 350 lbs * 1.6 W' = 112.0 lbs Shear Design Value, Z:670 lbs Z' = Zult * Cd / Ω = 670 lbs * 1.6 / 5 Z' = 214.4 lbs Tension Capacity, Tallow: 112.0 lbs / Screw Tension Capacity for (1) Screw Shear Capacity, Vallow: 214.4 lbs / Screw Shear Capacity for (1) Screw 02/14/24 BRIDGEORIE2 STRUCTURAL Page 28 Check Vertical Screws T = 350 lbs / 8 screws = 44 lbs T / T allow = 44 / 112 = 0.39 < 1.0 OKAY Check Diagonal Screws V = 192 lbs / 2 screws = 96 lbs T screw = 96 lbs / Cos(30) = 111 lbs T / T allow = 111 / 112 = 0.99 < 1.0 OKAY 2130 N Grand Ave 10/1/2024 T E C H N I C A L N O T E Fastener Loads for Plywood – Screws A P A The Engineered Wood Association Number E830C December 1995 Introduction The integrity of a structure is frequently dependent upon the connections between its component elements. For maximum strength and stability, each joint requires design which is adapted to the fastener type and to the strength properties of the individual structural members. Included in the following tables are ultimate withdrawal and lateral loads for plywood joints fastened with wood and sheet metal screws. These load values are based upon tests conducted by APA – The Engineered Wood Association. Test Results Plywood-and-Metal Connections Self-drilling, self-tapping screws are commonly used to attach plywood up to 1-1/8 in. thick to steel flanges up to 3/16 in. thick. However, since threads are usually provided on only a portion of the fastener shank, it is important to specify the appropriate fastener length for a given plywood thickness. This precaution ensures that the threaded portion of the shank will engage in the steel framing. Several lengths and styles are available. Additional details for these types of screws may be obtained from specific fastener manufacturers. The following data apply to wood screws and sheet metal screws. Lateral Resistance: Performance of plywood-and-metal connections is dependent upon the strength properties of all three elements. a) Plywood-critical joints are characterized by a shearing of the plywood veneers oriented parallel to the direction of the applied force. Veneer plugs, whose width equals the diameter of the screw shank, may shear loose and protrude at the loaded end. b) Fastener-critical joints are characterized by a shear failure of the screw shank. As shown in Figure 1, once localized crushing of the wood has occurred, resistance to fastener- head embedment into the metal causes the screw to become a shear specimen and joint behavior is dependent upon the shear strength of the fastener. Shear failure of the screw shank occurs at the wood-metal interface. c) The metal-critical joint may fail in one of two ways. Failure occurs when the resistance of the screw head to embedment is greater than the resis- tance of the metal to lateral and/or withdrawal load, and the screw tears away from the metal framing. Failure also occurs when thin metal in a metal-to-plywood joint crushes or tears away from the screw. Tables 1 and 2 present ultimate lateral loads for wood- and sheet-metal-screw connections in plywood-and-metal joints. Loaded end distance in these tests was one inch. Plywood face grain was parallel to the load since this direction yields the lowest lateral loads when the joint is plywood-critical. All wood-screw specimens were tested with a 3/16-in.-thick steel side plate, and values should be modified if thinner steel is used. FIGURE 1. Failure of Laterally Loaded, Single-Shear Metal-to-Plywood Connection Shearing of screw shank Crushing of plywood TN,E830.0 4/13/00 10:11 AM Page 1 Page 29 © 1995 APA - The Engineered Wood Association 2130 N Grand Ave 10/1/2024 TABLE 2. Sheet Metal Screws: Plywood-to-Metal Connections(a) Ultimate Lateral Load (lb)(b) Plywood Screw SizeFramingThickness 1/4"-20 Self (in.) #8 #10 #12 #14 Tapping Screw 0.080"1/4 330 360 390 410 590 Aluminum 1/2 630 850* 860 920 970 3/4 910* 930* 1250 1330 1440 0.078"1/4 360 380 400 410 650 Galvanized 1/2 700* 890* 900 920 970 Steel (14 gage) 3/4 700* 950* 1300* 1390* 1500 (a) Plywood was A-C EXT (all plies Group 1), face grain parallel to load. (b) Loads denoted by an asterisk(*) were limited by screw-to-framing strength; others were limited by plywood strength. 2 TABLE 1. Screws: Metal-to-Plywood Connections(a) Depth of Ultimate Lateral Load (lb)(b) Threaded Penetration Wood Screws Sheet Metal Screws (in.)#8 #10 #12 #8 #10 #12 1/2 415 (500) 590 465 (565) 670 5/8 – – – 500 (600) 705 3/4 – – – 590 (655) 715 (a) Plywood was C-D grade with exterior glue (all plies Group 1), face grain parallel to load. Side plate was 3/16"-thick steel. (b) Values in parentheses are estimates based on other tests. Withdrawal: Tables 3 and 4 present average ultimate withdrawal loads for wood and sheet metal screws in plywood- and-metal joints, based on analysis of test results. Wood screws have a tapered shank and are threaded for only 2/3 of their length. Sheet metal screws typically have higher ultimate load than wood screws in the smaller gages, because of their uniform shank diameter and full-length thread. The difference is not as apparent in the larger gages and lengths because the taper is not as significant. Values shown in Table 3 for wood screws are based on 1/4-in. protrusion of the wood screw from the back of the panel. This was to assure measur- able length of thread embedment in the wood, since the tip of the tapered wood screw may be smaller than the pilot hole. This was not a factor for sheet metal screws due to their uniform shanks. Adjustment for Species Other Than Group 1: All the ultimate loads presented in Tables 1 through 4 are based on plywood panels of all-Group 1 con- struction. For plywood panels of other species groups, the ultimate loads in these tables must be adjusted by Wood Screw Sheet Metal Screw 1" ©1 9 9 5 AP A – T H E E N G I N E E R E D W O O D A S S O C I A T I O N • A L L R I G H T S R E S E R V E D . • A N Y C O P Y I N G , M O D I F I C A T I O N , D I S T R I B U T I O N O R O T H E R U S E O F T H I S P U B L I C A T I O N O T H E R T H A N A S E X P R E S S L Y A U T H O R I Z E D B Y A P A I S P R O H I B I T E D B Y T H E U . S . C O P Y R I G H T L A W S . TN,E830.0 4/13/00 10:11 AM Page 2 Page 30 2130 N Grand Ave 10/1/2024 TABLE 4. Sheet Metal Screws: Plywood-to-Metal Connections(a) Ultimate Lateral Load (lb)(b) Plywood Screw SizeFramingThickness 1/4"-20 Self (in.) #8 #10 #12 #14 Tapping Screw 0.080"1/4 130 150 170 180 220 Aluminum 1/2 350 470 500 520 500 3/4 660 680 790 850* 790* 0.078" 1/4 130 150 170 180 220 Galvanized 1/2 350 470 500 520 500 Steel (14 gage) 3/4 660 680 800 900 850 (a) Plywood was A-C EXT (all plies Group 1). (b) Loads denoted by an asterisk(*) were limited by screw-to-framing strength; others were limited by plywood strength. 3 correction factors presented in Table 5. Correction factors apply for both lateral and withdrawal loading. The adjustment factor for the highest numbered species group present in any veneer should be used. Fastening Into Plywood Panel Edges Fastening into plywood panel edges is not normally recommended. For some purposes, however, edge fastening may be necessary. Table 6 presents ultimate lateral and withdrawal loads for various sizes of wood screws in this application. Estimating Allowable Design Loads It is the responsibility of the designer to select a working load suitable for the particular application. A high degree of variability is inherent in individual fastener test results. Therefore, for screws in withdrawal, a working load of about one-sixth of the ultimate load has traditionally been used for long-duration loads. For normal load duration, the long-term working load may be increased by 10 percent. Normal load duration contemplates fully stressing the con- nection for approximately ten years, either continuously or cumulatively. TABLE 3. Wood and Sheet Metal Screws: Metal-to-Plywood Connections(a) Depth of Average Ultimate Withdrawal Load (lb) Threaded Penetration Screw Size (in.)#6 #8 #10 #12 #14 #16 3/8 150 180 205 – – – 1/2 200 240 275 315 350 – 5/8 250 295 345 390 440 – 3/4 300 355 415 470 525 – 1 – – – 625 700 775 1-1/8 – – – 705 790 875 2-1/4 – – – –1580 – (a) Plywood was C-D grade with exterior glue (all plies Group 1). 0.25" Wood Screw Sheet Metal Screw TN,E830.0 4/13/00 10:11 AM Page 3 Page 31 © 1995 APA - The Engineered Wood Association 2130 N Grand Ave 10/1/2024 For laterally loaded screws, a working load of normal duration may be approximated by dividing the tabulated ultimate load by 5 or 6. For practically all laterally loaded screw connections shown, the normal-duration working load will correspond to a joint slip of less than 0.01 inch. TABLE 5. Load Adjustment for Screws into Plywood for Species Groups Noted(a)(b) Types of All-All-All- Loading Group 1 Group 2 Group 3, 4, 5 Lateral 100%78%78% Withdrawal 100%60%47% (a) Adjustments based on the species groups for plywood shown in Voluntary Product Standard PS 1 and the equations in U.S. Agricultural Handbook No. 72. (b) Face, back, and core veneer must be of the same species group. When species group is unknown, assume all-Group 4. TABLE 6. Wood Screws: Plywood-to-Plywood Edge Connections(a) Depth of Threaded Ultimate Lateral Ultimate Withdrawal Penetration Load (lb)(b)Load (lb)(b) (in.)#8 #10 #12 #8 #10 #12 1 180 (185) 195 360 (405) 450 1-1/2 180 (185) 195 410 (455) 500 (a) Plywood receiving screw thread was 3/4"-thick C-D grade with exterior glue (Group 2 inner plies). (b) Values in parentheses are estimates based on other tests. Adjustments for shorter or longer duration of load apply to design values for mechanical fasteners where the strength of the wood (i.e., not the strength of the metal fastener) deter- mines the load capacity. Adjustments of design values for varying durations of load and combinations of load should be in accordance with the current AF&PA National Design Specification for Wood Construction. A P A The Engineered Wood Association We have field representatives in most major U.S. cities and in Canada who can help answer questions involving APA trademarked products. For additional assistance in specifying APA engineered wood products, get in touch with your nearest APA regional office. Call or write: WESTERN REGION 7011 So. 19th St. P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 565-6600 Fax: (253) 565-7265 EASTERN REGION 2130 Barrett Park Drive, Suite 102 Kennesaw, Georgia 30144-3681 (770) 427-9371 Fax: (770) 423-1703 U.S. HEADQUARTERS AND INTERNATIONAL MARKETING DIVISION 7011 So. 19th St. P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 565-6600 Fax: (253) 565-7265 PRODUCT SUPPORT HELP DESK (253) 620-7400 E-mail Address: help@apawood.org (Offices: Antwerp, Belgium; Bournemouth, United Kingdom; Hamburg, Germany; Mexico City, Mexico; Tokyo, Japan.) For Caribbean/Latin America, contact headquarters in Tacoma. The product use recommendations in this publication are based on APA – The Engineered Wood Association’s continuing programs of laboratory testing, product research, and comprehensive field experi- ence. However, because the Association has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsi- bility for product performance or designs as actually constructed. Because engineered wood product performance requirements vary geographically, consult your local archi- tect, engineer or design professional to assure compliance with code, construction, and performance requirements. Form No. E830C Revised December 1995/0100 www.apawood.org @WebAddress: TN,E830.0 4/13/00 10:11 AM Page 4 Page 32 © 1995 APA - The Engineered Wood Association 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : 219.007-24 1/18/24Vietnamese Alliance Church ESY Page 33 Electrical Equipment Anchorage to (E) Wood Stud Wall 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 01/31/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Code:2022 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class:D, Default Table 20-3-1, If default is chosen, Min F a = 1.2 Ss:131.5 %g (USGS using Latitude/Longitude) S1:46.9 %g Fa:1.200 Table 11.4-1 Fv:1.831 Table 11.4-2 SMS:1.578 F a •S s SM1:0.859 F v •S 1 SDS:1.052 2/3(S MS ) SD1:0.572 2/3(S M1 ) Occupancy: Ip:1 ASCE 7-16, Section 13.1.3 Component = ap =2.5 ASCE 7-16, Table 13.5-1 or 13.6-1 Rp =6 height of struct to pt. of attachment, z =1 ave. roof height to base, h =2 Seismic Force: Fp =0.4apSDS x (1+2(z/h)) x Wp ASCE 7-16, Eq 13.3-1 (Rp/Ip) Fp =0.351 x Wp <-- Governs Fp,min =0.3SDSIp x Wp ASCE 7-16, Eq 13.3-3 Fp,min =0.316 x Wp Fp,max =1.6SDSIp x Wp ASCE 7-16, Eq 13.3-2 Fp,max =1.683 x Wp Fp =0.351 x Wp (LRFD) II Other Electrical Components constructed of sheet Metal Framing Seismic Demands on Non-Structural Components ASCE 7-16 Section 13.3.1 BRIORIE 2 STRUC BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 34 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 01/31/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Equipment Weight and Dimensions Weight of Equipment, Wp:200 lbs Horiz. Distance to C.O.G., b:8 in Anchor Vertical Distance, h:24.0 in Anchor Bolt Information Total Number of Anchors:4 Bolt(s) Number of Anchors per group:1 Bolt(s) Anchor Type:Wood Screws Anchor Diameter:1/4 in Seismic Loading Seismic Design Force, Fp:0.351 x Wp (LRFD) Spectral Acceleration, Sds:1.052 Fp = 0.7 x Fp x Wp Load Combination D + 0.7E Fp = 49.1 lbs (ASD) Fpv = 0.7 x 0.2 x Sds x Wp Fpv = 29.5 lbs (ASD) (Wt + Fpv) = Wp + Fpv (Wt + Fpv) = 229.5 lbs Overturning and Anchor Forces: M = Fp x (h / 2) + (Wt + Fpv) x b M = 3,014 lb-in T,M = M / h Tension from Overturning Moment T,M = 125.6 lbs T anchor = T,M / 2 anchors + Fp / 4 Anchors T anchor =75.1 lbs / anchor (ASD) V anchor = (Wt + Fpv) / 4 anchors V anchor =57.4 lbs / anchor (ASD) Equipment Anchorage Electrical Equipment BRIORIE 2 STRUC BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 35 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 01/31/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Fastener Design Criteria: Fasterner Type : Screw Diameter, d :1/4 in Total Number of Screws :4 screws Screw Length, L :3 in Effective Thread Length, Lt :2 in (NDS 2018, Table L2) Withdrawal Design Value, W :172 lbf / in (NDS 2018, Table 12.2A) Shear Design Value, Z :170 lbf (NDS 2018, Table 12K) Load Duration Factor, Cd :1.6 (NDS 2018, Table 2.3.2) Wet Service Factor, Cm :1.0 (NDS 2018, Table 11.3.3) Temperature Factor, Ct :1.0 (NDS 2018, Table 11.3.4) Group Action Factor, Cg :1.0 (NDS 2018, Table 11.3.6) Geomtery Factor, C∆ :1.000 (NDS 2018, Section 12.5.1) End Grain Factor, Ceg :1.0 (NDS 2018, Section 12.5.2) Diaphragm Factor, Cdi :1.0 (NDS 2018, Section 12.5.3) Toe-Nail Factor, Ctn :1.0 (NDS 2018, Section 12.5.4) Fastener Allowable Design Capacities Withdrawal Load, W' =W x Cd x Cm x Ct x Ceg x Ctn W' =275.2 lbf / in T allow =W' x Lt Allowable Tension Capacity per Screw T allow =550.4 lbs V allow, Z' =Z x Cd x Cm x Ct x Cg x C∆ x Ceg x Cdi x Ctn Allowable Shear Capacity per Screw V allow =272.0 lbs Check 1/4" Wood Screws to Wood Stud Wall T anchor =75.1 lbs T / T allow =0.14 < 1.0 OKAY Check Screw for Tension Load V anchor =57.4 lbs V / V allow =0.21 < 1.0 OKAY Check Screw for Shear Load Combined Lateral and Withdrawal Loads α =52.6124 o Angle Between Wood Surface & Direction of Applied Loading F anchor =94.5 lbs Resultant Load from Combined Tension & Shear Z'α =(W' p Z') / (W' p cos2α + Z' sin2α)(NDS 2018, Section 12.4.1) F allow, Z'α =399.6 lbs F / F allow =0.24 < 1.0 OKAY Check Screw for Combined Tension & Shear Loading Equipment Anchorage Electrical Equipment Wood Screw BRIORIE 2 STRUC BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 36 2130 N Grand Ave 10/1/2024 AMERICAN WOOD COUNCIL 182 APPENDIX Table L3 Standard Wood Screws1,6 D = diameter, in. DH = head diameter5, in. Dr = root diameter, in. L = screw length, in. T = thread length, in. Wood Screw Number 6 7 8 9 10 12 14 16 18 20 24 D 0.138 0.151 0.164 0.177 0.19 0.216 0.242 0.268 0.294 0.32 0.372 Dr4 0.113 0.122 0.131 0.142 0.152 0.171 0.196 0.209 0.232 0.255 0.298 DH5 0.262 0.287 0.312 0.337 0.363 0.414 0.480 0.515 0.602 0.616 0.724 1. Tolerances specified in ANSI/ASME B18.6.1. 2. Thread length on cut thread wood screws is approximately 2/3 of the wood screw length, L. 3. Single lead thread shown. Thread length is at least four times the screw diameter or 2/3 of the wood screw length, whichev er is greater. Wood screws which are too short to accommodate the minimum thread length, have threads extending as close to the underside of the head as practicable. 4. Taken as the average of the specified maximum and minimum limits for body diameter of rolled thread wood screws. 5. Taken as the average of the specified maximum and minimum limits for head diameter. 6. It is permitted to assume the length of the tapered tip is 2D. Table L4 Standard Common, Box, and Sinker Steel Wire Nails1,2 D = diameter, in. L = length, in. H = head diameter, in. Common or Box Sinker Pennyweight Type 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Common L 2 2-1/4 2-1/2 3 3-1/4 3-1/2 4 4-1/2 5 5-1/2 6 D 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 H 0.266 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.5 0.531 Box L 2 2-1/4 2-1/2 3 3-1/4 3-1/2 4 4-1/2 5 D 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 H 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Sinker L 1-7/8 2-1/8 2-3/8 2-7/8 3-1/8 3-1/4 3-3/4 4-1/4 4-3/4 5-3/4 D 0.092 0.099 0.113 0.12 0.135 0.148 0.177 0.192 0.207 0.244 H 0.234 0.250 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.5 1. Tolerances are specified in ASTM F1667. Typical shape of common, box, and sinker steel wire nails shown. See ASTM F 1667 for other nail types. 2. It is permitted to assume the length of the tapered tip is 2D. Cut Thread2 Rolled Thread3 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. Page 37 2/3 Length = 2/3 x 3" = 2" 4D = 4 x 0.242" = 0.97" L Embed = 2" 2130 N Grand Ave 10/1/2024 AMERICAN WOOD COUNCIL 78 DOWEL-TYPE FASTENERS (b) For Roof Sheathing Ring Shank nails (Appen- dix Table L6) or Post-Frame Ring Shank nails (Appen- dix Table L5) that are uncoated carbon steel, reference withdrawal design values determined from Table 12.2E or Equation 12.2-5 shall be permitted to be multiplied by 1.25. (c) For calculation of the fastener reference with- drawal design value in pounds, the unit reference with- drawal design value in lbs/in. of ring shank penetration from 12.2.3.2a or 12.2.3.2b shall be multiplied by the length of ring shank penetration, pt, into the wood member. (d) For other deformed shank nails, reference with- drawal design values shall be permitted to be calculated in accordance with 12.2.3.1. 12.2.3.3 Nails and spikes shall not be loaded in withdrawal from end grain of wood (Ceg=0.0). 12.2.3.4 Nails and spikes shall not be loaded in withdrawal from end-grain of laminations in cross- laminated timber (Ceg=0.0). 12.2.4 Drift Bolts and Drift Pins Reference withdrawal design values, W, for con- nections using drift bolt and drift pin connections shall be determined in accordance with 11.1.1.3. 12.2.5 Fastener Head Pull-Through 12.2.5.1 For fasteners with round heads, the refer- ence pull-through design value, WH, in pounds for wood side members shall be determined from Table 12.2F or Equation 12.2-6, within the range of fastener head diameters, DH, and net side member thicknesses, tns, given in Table 12.2F. Reference pull-through design values, WH, shall be multiplied by all applicable ad- justment factors (see Table 11.3.1) to obtain adjusted pull-through design values, W'H. Table 12.2B Cut Thread or Rolled Thread Wood Screw Reference Withdrawal Design Values, W1 Tabulated withdrawal design values, W, are in pounds per inch of thread penetration into side grain of wood member (see 12.2.2.1). Specific Gravity, G2 Wood Screw Number 6 7 8 9 10 12 14 16 18 20 24 0.73 209 229 249 268 288 327 367 406 446 485 564 0.71 198 216 235 254 272 310 347 384 421 459 533 0.68 181 199 216 233 250 284 318 352 387 421 489 0.67 176 193 209 226 243 276 309 342 375 409 475 0.58 132 144 157 169 182 207 232 256 281 306 356 0.55 119 130 141 152 163 186 208 231 253 275 320 0.51 102 112 121 131 141 160 179 198 217 237 275 0.50 98 107 117 126 135 154 172 191 209 228 264 0.49 94 103 112 121 130 147 165 183 201 219 254 0.47 87 95 103 111 119 136 152 168 185 201 234 0.46 83 91 99 107 114 130 146 161 177 193 224 0.44 76 83 90 97 105 119 133 148 162 176 205 0.43 73 79 86 93 100 114 127 141 155 168 196 0.42 69 76 82 89 95 108 121 134 147 161 187 0.41 66 72 78 85 91 103 116 128 141 153 178 0.40 63 69 75 81 86 98 110 122 134 146 169 0.39 60 65 71 77 82 93 105 116 127 138 161 0.38 57 62 67 73 78 89 99 110 121 131 153 0.37 54 59 64 69 74 84 94 104 114 125 145 0.36 51 56 60 65 70 80 89 99 108 118 137 0.35 48 53 57 62 66 75 84 93 102 111 130 0.31 38 41 45 48 52 59 66 73 80 87 102 1. Tabulated withdrawal design values, W, for wood screw connections shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Specific gravity, G, shall be determined in accordance with Table 12.3.3A. Table 12.2B Cut Thread or Rolled Thread Wood Screw Reference Withdrawal Design Values, W1 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. Page 38 2130 N Grand Ave 10/1/2024 AMERICAN WOOD COUNCIL WO O D S C R E W S 110 DOWEL-TYPE FASTENERS Table 12M WOOD SCREWS: Reference Lateral Design Values, Z, for Single Shear (two member) Connections1,2,3 for sawn lumber or SCL with ASTM 653, Grade 33 steel side plate (tabulated lateral design values are calculated based on an assumed length of wood screw penetration, p, into the main member equal to 10D) Si d e M e m b e r Th i c k n e s s Wo o d S c r e w Di a m e t e r Wo o d S c r e w N u m b e r G= 0 . 6 7 Re d O a k G= 0 . 5 5 Mi x e d M a p l e So u t h e r n P i n e G= 0 . 5 Do u g l a s F i r - L a r c h G= 0 . 4 9 Do u g l a s F i r - L a r c h ( N ) G= 0 . 4 6 Do u g l a s F i r ( S ) He m - F i r ( N ) G= 0 . 4 3 He m - F i r G= 0 . 4 2 Sp r u c e - P i n e - F i r G= 0 . 3 7 Re d w o o d G= 0 . 3 6 Ea s t e r n S o f t w o o d s Sp r u c e - P i n e - F i r ( S ) We s t e r n C e d a r s We s t e r n W o o d s G= 0 . 3 5 No r t h e r n S p e c i e s ts D in. in.lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 0.036 0.138 6 89 76 70 69 66 62 60 54 53 52 (20 gage)0.151 7 99 84 78 76 72 68 67 60 59 57 0.164 8 113 97 89 87 83 78 77 69 67 66 0.048 0.138 6 90 77 71 70 67 63 61 55 54 53 (18 gage)0.151 7 100 85 79 77 74 69 68 61 60 58 0.164 8 114 98 90 89 84 79 78 70 69 67 0.060 0.138 6 92 79 73 72 68 64 63 57 56 54 (16 gage)0.151 7 101 87 81 79 75 71 70 63 61 60 0.164 8 116 100 92 90 86 81 79 71 70 68 0.177 9 136 116 107 105 100 94 93 83 82 79 0.190 10 146 125 116 114 108 102 100 90 88 86 0.075 0.138 6 95 82 76 75 71 67 66 59 58 57 (14 gage)0.151 7 105 90 84 82 78 74 72 65 64 62 0.164 8 119 103 95 93 89 84 82 74 73 71 0.177 9 139 119 110 108 103 97 95 86 84 82 0.190 10 150 128 119 117 111 105 103 92 91 88 0.216 12 186 159 147 145 138 130 127 114 112 109 0.242 14 204 175 162 158 151 142 139 125 123 120 0.105 0.138 6 104 90 84 82 79 74 73 66 65 63 (12 gage)0.151 7 114 99 92 90 86 81 80 72 71 69 0.164 8 129 111 103 102 97 92 90 81 80 77 0.177 9 148 128 119 116 111 105 103 93 91 89 0.190 10 160 138 128 125 120 113 111 100 98 96 0.216 12 196 168 156 153 146 138 135 122 120 116 0.242 14 213 183 170 167 159 150 147 132 130 126 0.120 0.138 6 110 95 89 87 83 79 77 70 68 67 (11 gage)0.151 7 120 104 97 95 91 86 84 76 75 73 0.164 8 135 117 109 107 102 96 94 85 84 82 0.177 9 154 133 124 121 116 110 107 97 95 93 0.190 10 166 144 133 131 125 118 116 104 103 100 0.216 12 202 174 162 159 152 143 140 126 124 121 0.242 14 219 189 175 172 164 155 152 137 134 131 0.134 0.138 6 116 100 93 92 88 83 81 73 72 70 (10 gage)0.151 7 126 110 102 100 96 91 89 80 79 77 0.164 8 141 122 114 112 107 101 99 89 88 86 0.177 9 160 139 129 127 121 114 112 101 100 97 0.190 10 173 149 139 136 130 123 121 109 107 104 0.216 12 209 180 167 164 157 148 145 131 129 126 0.242 14 226 195 181 177 169 160 157 141 139 135 0.179 0.138 6 126 107 99 97 92 86 84 76 74 72 (7 gage)0.151 7 139 118 109 107 102 95 93 84 82 80 0.164 8 160 136 126 123 117 110 108 96 95 92 0.177 9 184 160 148 145 138 129 127 113 111 108 0.190 10 198 172 159 156 149 140 137 122 120 117 0.216 12 234 203 189 186 178 168 165 149 146 143 0.242 14 251 217 202 198 190 179 176 159 156 152 0.239 0.138 6 126 107 99 97 92 86 84 76 74 72 (3 gage)0.151 7 139 118 109 107 102 95 93 84 82 80 0.164 8 160 136 126 123 117 110 108 96 95 92 0.177 9 188 160 148 145 138 129 127 113 111 108 0.190 10 204 173 159 156 149 140 137 122 120 117 0.216 12 256 218 201 197 187 176 172 154 151 147 0.242 14 283 241 222 217 207 194 190 170 167 162 1. Tabulated lateral design values, Z, shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Tabulated lateral design values, Z, are for rolled thread wood screws (see Appendix L) inserted in side grain with screw axis perpendicular to wood fibers; screw penetration, p, into the main member equal to 10D; dowel bearing strength, Fe, of 61,850 psi for ASTM A653, Grade 33 steel and screw bending yield strengths, Fyb, of 100,000 psi for 0.099" ≤ D ≤ 0.142", 90,000 psi for 0.142" < D ≤ 0.177", 80,000 psi for 0.177"< D ≤ 0.236", 70,000 psi for 0.236" < D ≤ 0.273". 3. Where the wood screw penetration, p, is less than 10D but not less than 6D, tabulated lateral design values, Z, shall be multiplied by p/10D or lateral design values shall be calculated using the provisions of 12.3 for the reduced penetration. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. Page 39 2130 N Grand Ave 10/1/2024 Orie 2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : 219.007-24 1/18/24Vietnamese Alliance Church ESY Page 40 Electrical Equipment Anchorage to (E) CMU Wall 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 01/31/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Code:2022 CBC, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class:D, Default Table 20-3-1, If default is chosen, Min F a = 1.2 Ss:131.5 %g (USGS using Latitude/Longitude) S1:46.9 %g Fa:1.200 Table 11.4-1 Fv:1.831 Table 11.4-2 SMS:1.578 F a •S s SM1:0.859 F v •S 1 SDS:1.052 2/3(S MS ) SD1:0.572 2/3(S M1 ) Occupancy: Ip:1 ASCE 7-16, Section 13.1.3 Component = ap =2.5 ASCE 7-16, Table 13.5-1 or 13.6-1 Rp =6 height of struct to pt. of attachment, z =1 ave. roof height to base, h =2 Seismic Force: Fp =0.4apSDS x (1+2(z/h)) x Wp ASCE 7-16, Eq 13.3-1 (Rp/Ip) Fp =0.351 x Wp <-- Governs Fp,min =0.3SDSIp x Wp ASCE 7-16, Eq 13.3-3 Fp,min =0.316 x Wp Fp,max =1.6SDSIp x Wp ASCE 7-16, Eq 13.3-2 Fp,max =1.683 x Wp Fp =0.351 x Wp (LRFD) II Other Electrical Components constructed of sheet Metal Framing Seismic Demands on Non-Structural Components ASCE 7-16 Section 13.3.1 BRIORIE 2 STRUC BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 41 2130 N Grand Ave 10/1/2024 Project No.: 219.007-24 DATE : 01/31/24 PROJECT: Vietnamese Alliance Church PV BY : ESY Equipment Weight and Dimensions Weight of Equipment, Wp:200 lbs Horiz. Distance to C.O.G., b:8 in Anchor Vertical Distance, h:24.0 in Anchor Bolt Information Total Number of Anchors:4 Bolt(s) Number of Anchors per group:1 Bolt(s) Anchor Bolt Type:Hilti KB-TZ2 S.S. Masonry Anchors Anchor Bolt Diameter:1/2 in Seismic Loading Seismic Design Force, Fp:0.351 x Wp (LRFD) Spectral Acceleration, Sds:1.052 Overstrength Factor, Ω :1 (ASCE 7-16, ξ13.4.2.1) Ductile Yielding of Steel Anchors in Concrete Fp = 0.7 x Fp x Wp Fp = 49.1 lbs (ASD) Fpv = 0.7 x 0.2 x Sds x Wp Fpv = 29.5 lbs (ASD) (Wt + Fpv) = 0.6Wp + Fpv Load Combination 0.6D + 0.7E (Wt + Fpv) = 149.5 lbs Overturning and Anchor Forces: M = Fp x (h / 2) + (Wt + Fpv) x b M = 2,374 lb-in T,M = M / h Tension from Overturning Moment T,M = 98.9 lbs T anchor = T,M / 2 anchors + Fp / 4 Anchors T anchor =61.7 lbs / anchor (ASD) V anchor = (Wt + Fpv) / 4 anchors V anchor =37.4 lbs / anchor (ASD) Equipment Anchorage Electrical Equipment BRIORIE 2 STRUC BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL BRIDGEORIE 2 STRUCTURAL Page 42 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 1 Daniel Fisher dfisher@orie2.com 2/1/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Effective embedment depth: hef = 2.000 in. Material: AISI 304 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ASD Masonry Stand-off installation: Profile: Base material: Grout-filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Installation: Face installation Seismic loads yes Geometry [in.] Page 43 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 2 Daniel Fisher dfisher@orie2.com 2/1/2024 Geometry [in.] & Loading [lb, in.lb] 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 62; Vx = 0; Vy = -38; Mx = 0; My = 0; Mz = 0; yes 13 2 Load case/Resulting anchor forces Load case: Service loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 62 38 0 -38 max. compressive strain: - [‰] max. compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Page 44 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 3 Daniel Fisher dfisher@orie2.com 2/1/2024 3 Tension load (Most utilized anchor 1) Load Ps [lb]Capacity Pt [lb]Utilization bP = Ps/Pt [%]Status Overall strength 62 500 13 OK 3.1 Overall strength Pt,Base = Value refer to Hilti Technical Data Pt = Pt,Base · fred,E · fred,s · fred,Temp · fred,Bedjoint Pt ³ Ps Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 4.000 12.000 4.000 8.000 68 Results Pt [lb]Pt,Base [lb]Ps [lb]fred,E fred,S fred,Temp fred,Bedjoint 500 500 62 1.000 1.000 1.000 1.000 Page 45 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 4 Daniel Fisher dfisher@orie2.com 2/1/2024 4 Shear load (Most utilized anchor 1) Load Vs [lb]Capacity Vt [lb]Utilization bV = Vs/Vt [%]Status Overall strength para and perp, (Dir. x-)1 --4 OK 1Shear utilization may result from parallel and perpendicular shear (see details) 4.1 Overall strength parallel Vt,Base,||= Value refer to Hilti Technical Data Vt,||= Vt,Base,|| · fred,E,|| · fred,s,|| · fred,Temp Vt,||³ Vs,|| Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 4.000 12.000 4.000 8.000 68 Results Vt,|| [lb]Vt,Base,|| [lb]Vs,|| [lb]fred,E,||fred,S,||fred,Temp Utilization bV,|| [%] 1,045 1,045 -38 1.000 1.000 1.000 4 4.2 Overall strength perpendicular Vt,Base,^= Value refer to Hilti Technical Data Vt,^= Vt,Base,^ · fred,E,^ · fred,s,^ · fred,Temp Vt,^³ Vs,^ Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 4.000 12.000 4.000 8.000 68 Results Vt,^ [lb]Vt,Base,^ [lb]Vs,^ [lb]fred,E,^fred,S,^fred,Temp Utilization bV,^ [%] 0 1,045 0 0.000 0.000 1.000 0 4.3 Shear interaction bV,|| = Vs,|| Vt,|| bV,^ = Vs,^ Vt,^d Utilization bV [%]Status 0.036 0.000 1.667 4 OK bV = bd V,|| + bd V,^ <= 1.0 Page 46 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 5 Daniel Fisher dfisher@orie2.com 2/1/2024 5 Combined tension and shear loads (Most utilized anchor 1) bP = Ps Pt bV,|| = Vs,|| Vt,|| bV,^ = Vs,^ Vt,^a Utilization bP,V [%]Status 0.031 0.036 0.000 1.667 4 OK bP,V = ba P + ba V,|| + ba V,^ <= 1.0 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state-of the art guidelines! Fastening meets the design criteria! Page 47 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 6 Daniel Fisher dfisher@orie2.com 2/1/2024 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) Profile: - Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: - Maximum installation torque: 301 in.lb Plate thickness (input): - Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.750 in. Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in. Hilti KB-TZ2 stud anchor with 2 in embedment, 1/2 (2), Stainless steel, installation per instruction for use Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 20.000 16.000 36.000 36.000 Page 48 2130 N Grand Ave 10/1/2024 www.hilti.com Hilti PROFIS Engineering 3.0.91 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Orie2 Engineering Inc 18583359452 | Masonry - Jan 31, 2024 Page: Specifier: E-Mail: Date: 7 Daniel Fisher dfisher@orie2.com 2/1/2024 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Page 49 2130 N Grand Ave 10/1/2024 ZXM7-SHLDD144 Series POWER RANGE www.znshinesolar.com MAXIMUM EFFICIENCY Bifacial Technology Up to 25% additional power gain from back side depending on albedo. Anti PID Ensured PID resistance through the quality control of cell manufacturing process and raw materials. TIER 1 Global,Tier 1 bankable brand,with independently certified advanced automated manufacturing. 10BB HALF-CELL Bifacial Double Glass Monocrystalline PERC PV Module 530-555W 21.48% 0.45% Excellent Quality Managerment System Warranted reliability and stringent quality assurances well beyond certified requirements. Better Weak Illumination Response More power output in weak light condition, such as haze, cloudy, and early morning. Key Features Excellent Cells Efficiency MBB technology reduce the distance between busbars and finger grid line which is benefit to power increase. Adapt To Harsh Outdoor Environment Resistant to harsh environments such as salt, ammonia, sand, high temperature and high humidity environment. *As there are diﬀerent certiﬁcation requirements in diﬀerent markets.please contact your local znshine sales representative for the speciﬁc certiﬁcates applicable to the products in the region in which the products are to be used. *Please check the valid version of Limited Product Warranty which is oﬃcially released by ZNSHINE PV-TECH Co.,Ltd. 12 YEARS PRODUCT WARRANTY 30 YEARS OUTPUT GUARANTEE YEARLY DEGRADATION 10BB Founded in 1988, ZNShine s olar is a world’s lead ing high-tech PV module manufacturer.With the advanced production lines, the company boasts module capacity of 10 GW. Bloomberg has listed ZNShine as a global Tier 1 PV module maker. Today Znshine has distributed its sales to more than 60 countries around th e globe. IEC 61215/IEC 61730/IEC 61701/IEC 62716 ISO 9001: Quality Management System ISO45001: Occupational Health and Safety Management System ISO 14001: Environmental Management System Page 50 2130 N Grand Ave 10/1/2024 ZXM7-SHLDD144 Series Znshinesolar 10BB HALF-CELL Bifacial Double Glass Monocrystalline PERC PV Module E-mail：info@znshinesolar.comTel：+86 519 6822 0233 Add : 1#, Zhixi Industrial Zone，JintanJiangsu 213251，P.R. China 36 720 PACKAGING CONFIGURATION Piece/Box Piece/Container(40’HQ) MECHANICAL DATA Solar cells Cells orientation Module dimension Weight Glass Junction box Cables Connectors* Maximum Power Pmax(Wp) Maximum Power Voltage Vmpp(V) Maximum Power Current Impp(A) Open Circuit Voltage Voc(V) Short Circuit Current Isc(A) *NMOT:Irradiance 800W/m²,Ambient Temperature 20℃,AM 1.5,Wind Speed 1m/s ELECTRICAL CHARACTERISTICS 丨 NMOT* 44℃ ±2℃ -0.35%/℃ -0.29%/℃ 0.05%/℃ 70±10% TEMPERATURE RATINGS NMOT Temperature coeﬃcient of Pmax Temperature coeﬃcient of Voc Temperature coeﬃcient of Isc Refer.Bifacial Factor WORKING CONDITIONS DIMENSIONS OF PV MODULE(mm) Front View Back View I-V CURVES OF PV MODULE(530W) P-V CURVES OF PV MODULE(530W) ELECTRICAL CHARACTERISTICS WITH 25% REAR SIDE POWER GAIN Front power Pmax/W Total power Pmax/W Vmp/V(Total) Imp/A(Total) Voc/V(Total) Isc/A(Total) ELECTRICAL CHARACTERISTICS 丨 STC* Voltage [V] Nominal Power Watt Pmax(W)* Maximum Power Voltage Vmp(V) Maximum Power Current Imp(A) Open Circuit Voltage Voc(V) Short Circuit Current Isc(A) Module Eﬃciency (%) Cu r r e n t [ A ] Voltage [V] Po w e r [ W ] Note: Speciﬁcations included in this datasheet are subject to change without notice.ZNSHINE reserves the right of ﬁnal interpretation © ZNSHINE SOLAR 2022丨Version: ZXM7-SHLDD144 2208.E ** Barcode 1 0 10 20 30 40 50 600 2 4 6 8 10 12 14 16 Incident Irrad. = 1000 W/m² Cells temp. = 25 °C Incident Irrad. = 800 W/m² Incident Irrad. = 600 W/m² Incident Irrad. = 400 W/m² Incident Irrad. = 200 W/m² 0 10 20 30 40 50 600 100 200 300 400 500 600 Cells temp. = 25 °C Incident Irrad. = 1000 W/m²Incident Irrad. = 800 W/m²Incident Irrad. = 600 W/m²Incident Irrad. = 400 W/m²Incident Irrad. = 200 W/m² Mono PERC 144（6×24） 2279×1134×30 mm (With Frame) 31.5±1.0 kg 2.0 mm+2.0mm, High Transmission, AR Coated Heat Strengthened Glass IP 68，3 diodes 4 mm² ,350 mm (With Connectors) MC4-compatible 530 41.10 12.91 49.40 13.65 20.51 535 41.30 12.96 49.60 13.71 20.70 545 41.70 13.07 50.00 13.83 21.09 550 41.90 13.13 50.20 13.89 21.28 396.40 38.20 10.38 46.20 11.02 399.90 38.40 10.42 46.30 11.07 406.80 38.80 10.49 46.70 11.17 410.80 38.90 10.56 46.90 11.22 550 688 42.00 16.37 50.30 17.32 530 663 41.20 16.08 49.50 17.02 535 669 41.40 16.15 49.70 17.10 545 681 41.80 16.30 50.10 17.25 540 41.50 13.02 49.80 13.77 20.89 403.60 38.50 10.47 46.50 11.12 540 675 41.60 16.23 49.90 17.17 Junction box Barcode 2 Mounting holes Mounting holes Label Drainage holes Grounding holes Grounding identification *Remark: customized frame color and cable length available upon request *Please refer to regional datasheet for speciﬁed connector 1500 V DC -40℃~+85℃ 30 A Up to 5400Pa Maximum system voltage Operating temperature Maximum series fuse Front Side Maximum Static Loading Rear Side Maximum Static Loading Up to 2400Pa No special undertaking or warranty for the suitability of special purpose or being installed in extraordinary surroundings is granted unless as otherwise speciﬁcally committed by manufacturer in contract document *Bifacial Gain: The additional gain from the back side compared to the power of the front side at the standard test condition. It depends on mounting (structure, height, tilt angle etc.) and albedo of the ground. *STC (Standard Test Condition): Irradiance 1000W/m², Module Temperature 25±2℃, AM 1.5 *The data above is for reference only and the actual data is in accordance with the pratical testing *Measuring uncertainity: ±3%, all the electrical characteristics such as Power, Im, Vm and FF are within ±3% tolerance. *Customized packaging is available upon request. *Remark:Electrical data in this catalog do not refer to a single module and they are not part of the oﬀer. They only serve for comparison among diﬀerent module types. *Caution:Please be kindly advised that PV modules should be handled and installed by qualiﬁed people who have professional skills and please carefully read the safety and installation instructions before using our PV modules. *Remark:Do not connect Fuse in Combiner Box with two or more strings in parallel connection 555 42.10 13.19 50.40 13.95 21.48 414.60 39.10 10.61 47.10 11.27 555 694 42.20 16.44 50.50 17.39 （Power selection：0~＋5W）（Power selection：0~＋5W）* * Page 51 2130 N Grand Ave 10/1/2024 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 2130 N Grand Ave 10/1/2024 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 2130 N Grand Ave 10/1/2024