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Home My WebLink About1610 E First St - 101118465 & 20182250 - Plan00 ! " # $ % & % $ ' $ ())*)+,*))- . . / 123456789: ;< =:<> ?@AB <C DEEFG9 H)IH(JK:> HLI,(JK> > MNOPQRSTNUNVWOQVXUTYWQUQWZ[> ?:A >> < \& /& ! ] A^@ =A _"\`a b bc "" ## _ "`a d ! e " f g > ]A:= : < :?A:h i # "\ .b \# \ jklmnl op " #! h <:?; )I :??>; <@> ; q :??: ; :??>;A=?]K C $ _ a $ $ _ $ a $ _ a $ _ a $ d _ m a $ ' r $ r' d $$ d $ r' % c % !% ' $ r ' $&\s $$ $% "% ' p ' d % #% t' r -/ u r . t' # . -/ . $ #% -% d t' . ' ' d #$ $ $ ' . $ ' . $ . d % $ % % $ '$ ' v ' _ v a \% t' r rd b r r ' " _ -/ %" a /% r r rd d $ ' % $ d r d $$ c $$$ $' $ % ' ' $ ' d % d r ' $ ' ' d !% ' c t' t' r % - "% r c r $ c t' rd ! ".! # MVwxNTwyTzwO{[TTQRMWXUUT|}~TxPTwYUNMTzQWTXWWXVNT|~TMTYXUTwYUNTQVOwQRPNOWNOMTTwYUNMTWwTNTQRMWXUUNTwR TTTTTTTRTVYMWwTYQUWTVXOxwOWTMWOYVWYON TTTTTTT Bldg# 101118465 Elec# 20182250 APPROVALS: PLNG - HJacinto BLDG - ASo ELEC - MSmith 1610 E First St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`^[ /Q21R./ O JO 5 /M02TO U / .JA??B1 E I F U / EIFU / N P.O/5JO./O.O // N23aP7 4 7Q5@X 2211?MO45/O E 5/ O N02aPI5 A b02?Ec.4 ///MOM. 1610 E First St - 101118465 & 20182250 5/7/2024 RACKING PLAN 2SHEET: REVISIONS: DRAWN BY: DATE: PHOTOVOLTAIC SYSTEM SIZE: STANDARD ECO LLC 2125 S 48TH ST TEMPE, AZ 85282 CA License #:1074053 26.40 kW AC 26.40 kW DC SINGLE PHASE 120V/240V CHINESE ISLAMIC CENTER 1610 E 1ST STREET, SANTA ANA, CA 92701 08/29/2023 ASD - JG ASD - JG 10/08/2023 ASD - JG 02/01/2024 ASD - JG 02/16/2024 ASD - JG 03/05/2024 N 18' MAX 4'-6" MAX CANTILEVER 62'-4'" 1 ENLARGED RACKING PLAN SCALE: 1" = 10' 180° AZIMUTH INSTALLATION NOTES: 1.ADJUSTMENTS MAY BE REQUIRED DUE TO EXISTING CONDITIONS. 2.THE COMBINATION OF MOUNTING SYSTEM AND PV MODULES SHALL MEET THE MINIMUM REQUIREMENTS TO ACHIEVE A CLASS "A" FIRE RATING PER UL 1703 FIRE CLASSIFICATION STANDARDS. 3.PV EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE 2022 CALIFORNIA ELECTRICAL CODE ARTICLE 690. CONSTRUCTION MUST ADHERE FOR BOTH INSTALLATION OF ELECTRICAL WIRING AND EQUIPMENT ASSOCIATED WITH THE SOLAR PHOTOVOLTAIC SYSTEMS. TYP. SOLARMOUNT POST TYP. COLD FORM BEAM 2 SOLAR MODULE MOUNTING DETAIL SCALE: NTS PROPOSED (60x) APTOS DNA-120-BF10- 440W FLUSH MOUNTED PV MODULES AND (30x) APSYSTEMS DS3 [240V] 22'-1" CARPORT SQUARE FOOTAGE (ARRAY AREA) 62'-4" x 22'-1" = 1376.53 ft² 1610 E First St - 101118465 & 20182250 5/7/2024 CARUSO TURLEY SCOTT INC. consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, Arizona 85281 (480) 774-1700 (480) 774-1701 FAX www.ctsaz.com YEARS OF EXCELLENCE 61 CARUSO TURLEY SCOTT 1963 - 2024 SA P P H I R E P E A K E N E R G Y L L C S1 GE N E R A L S T R U C T U R A L N O T E S S1 - G E N E R A L S T R U C T U R A L N O T E S GENERAL STRUCTURAL NOTES Applies unless noted otherwise on drawings REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION SPECIAL INSPECTION REQUIRED Y(YES)/N(NO) VERIFICATION AND INSPECTION FREQUENCY OF INSPECTION CONTINUOUS PERIODIC Y 1. INSPECTION OF REINFORCING STEEL AND PLACEMENT X Y 2. VERIFYING USE OF REQUIRED DESIGN MIX X Y 3. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1705.2.2, ITEM 2B X NO INSPECTION IS REQUIRED FOR THE PLACEMENT OF FOUNDATION CONCRETE (FOR BUILDINGS THREE STORIES OR LESS WHEN DESIGNED WITH 2,500 PSI). INSPECTION OF FOUNDATION REINFORCING IS REQUIRED PER "REINFORCING STEEL" NOTED IN THE TABLE ABOVE. REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONSTRUCTION SPECIAL INSPECTION REQUIRED Y(YES)/N(NO) VERIFICATION AND INSPECTION FREQUENCY OF INSPECTION CONTINUOUS PERIODIC 1. INSPECTION OF WELDING A) PRIOR TO WELDING AND DURING WELDING: Y 1. VERIFY WELDING PROCEDURES (WP3) AND CONSUMABLE CERTIFICATES X Y 2. MATERIAL IDENTIFICATION (TYPE / GRADE)X Y 3. WELDER IDENTIFICATION - G.C. SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED X Y 4. FIT-UP GROOVE WELDS (INCLUDING JOINT GEOMETRY) –JOINT PREPARATIONS, DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS (CONDITION OF STEEL SURFACES) X Y 5. FIT-UP OF FILLET WELDS – DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION OF STEEL SURFACES)X Y 6. USE OF QUALIFIED WELDERS X Y 7. CONTROL AND HANDLING OF WELDING CONSUMABLES – PACKAGING AND EXPOSURE CONTROL X Y 8. NO WELDING OVER CRACKED TACK WELDS X Y 9. ENVIRONMENTAL CONDITIONS – WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE X Y 10. WPS FOLLOWED – SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MIN/MAX), PROPER POSITIONS (F, V, H, OH) X Y 11. WELDING TECHNIQUES – INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS X B) AFTER WELDING: Y 1. WELDS CLEANED X Y 2. SIZE, LENGTH, AND LOCATION OF WELDS X Y 3. WELDS MEET VISUAL ACCEPTANCE CRITERIA – CRACK PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY X Y 4. ARC STRIKES X Y 5. K-AREA X Y 6. REPAIR ACTIVITIES X Y 7. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT / MEMBER X TABLE CONTINUED IN NEXT COLUMN INSPECTION OF STRUCTURAL STEEL CONSTRUCTION - CONTINUED SPECIAL INSPECTION REQUIRED Y(YES)/N(NO) VERIFICATION AND INSPECTION FREQUENCY OF INSPECTION CONTINUOUS PERIODIC 2. INSPECTION OF BOLTING A) PRIOR TO BOLTING NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED [PER SECTION N5.6(1) OF AISC 360-10]. Y 1. CERTIFICATIONS OF FASTENERS X Y 2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIRMENTS X Y 3. PROPER FASTENERS FOR JOINT (GRADE, TYPE)X Y 4. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL X Y 5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS X Y 6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED X Y 7. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS X B) DURING BOLTING: NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED. Y 1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE POSITIONED AS REQUIRED X Y 2. JOINTS BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING X Y 3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTING FROM ROTATING X Y 4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES X C) AFTER BOLTING Y 1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X 3. OTHER STEEL INSPECTIONS Y 1. STEEL FRAMES: VERIFICATION OF BRACING, STIFFENING, REINFORCING, MEMBER LOCATIONS, COMPOSITE MEMBER SIZES, AND PROPER JOINT DETAIL APPLICATION AT ALL STEEL FRAME CONNECTIONS X Y 2. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS X Y 3. ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL X REPRESENTATIVE SEMI-CANTILEVERED SOLAR CANOPY ISOMETRIC REFER TO PLAN AND SECTION VIEWS ON S2 FOR PROJECT SPECIFIC DETAILS C: \ U s e r s \ d f t 1 6 \ D o c u m e n t s \ 0 0 - - - W O R K - - - 0 0 \ 2 4 0 0 7 6 \ 2 4 0 0 7 6 - S 1 & S 2 . d w g , 2 / 5 / 2 0 2 4 3 : 5 3 : 3 8 P M , d f t 1 6 02-05-24 1610 E First St - 101118465 & 20182250 5/7/2024 CARUSO TURLEY SCOTT INC. consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, Arizona 85281 (480) 774-1700 (480) 774-1701 FAX www.ctsaz.com YEARS OF EXCELLENCE 61 CARUSO TURLEY SCOTT 1963 - 2024 SA P P H I R E P E A K E N E R G Y L L C S2 PL A N , S E C T I O N , & F O U N D A T I O N D E T A I L S S2 - P L A N , S E C T I O N , & F O U N D A T I O N D E T A I L S SEMI CANTILEVERED TILT DOWN PLAN VIEW SCALE:1/4" = 1'-0" A A SECTION - SEMI CANTILEVERED TILT DOWN SCALE:3/8" = 1'-0" C: \ U s e r s \ d f t 1 6 \ D o c u m e n t s \ 0 0 - - - W O R K - - - 0 0 \ 2 4 0 0 7 6 \ 2 4 0 0 7 6 - S 1 & S 2 . d w g , 2 / 5 / 2 0 2 4 3 : 5 3 : 3 9 P M , d f t 1 6 02-05-24 1610 E First St - 101118465 & 20182250 5/7/2024 CARUSO TURLEY SCOTT INC. consulting structural engineers 1215 W. Rio Salado Pkwy Suite 200 Tempe, Arizona 85281 (480) 774-1700 (480) 774-1701 FAX www.ctsaz.com YEARS OF EXCELLENCE 61 CARUSO TURLEY SCOTT 1963 - 2024 SA P P H I R E P E A K E N E R G Y L L C S3 ST R U C T U R A L D E T A I L S S3 - S T R U C T U R A L D E T A I L S C: \ U s e r s \ d f t 1 6 \ D o c u m e n t s \ 0 0 - - - W O R K - - - 0 0 \ 2 4 0 0 7 6 \ 2 4 0 0 7 6 - S 3 . d w g , 2 / 5 / 2 0 2 4 3 : 5 3 : 4 3 P M , d f t 1 6 02-05-24 1610 E First St - 101118465 & 20182250 5/7/2024 ! 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TO RUN INDEPENDENTLY OF OTHER CONDUCTORS AND TIE DIRECTLY INTO AC GROUNDING ELECTRODE GROUNDING WILL ORIGINATE FROM THE NEUTRAL TO GROUND WITH AN EQUIPMENT BOND. SERIES A - (12x) MODULES APTOS - DNA-120-BF10-440W (6x)APSYSTEMS - DS3 [240V] ARRAY JUNCTION BOX (AS NECESSARY) PRE-FAB AC INTERCONNECT CABLE WITH FACTORY INSTALLED INTERCONNECT CONNECTORS & #6 AWG BARE CU GROUND (N) 150A COMBINER PANEL 3/4" EMT (2x) #10 AWG & (1x) #6 AWG GROUND (THWN-2 CU WIRE) (PER STRING) 1-1/2" PVC APPROX 45' CONDUIT BURIED PER NEC TABLE 300.5 (3x) #2/0 AWG & (1x) #6 AWG GROUND (THWN-2 CU WIRE) (N) WIRE TAPS W/ NO PIERCING MULTI-TAP CONNECTORS M GROUNDING ELECTRODE (SEE ELECTRICAL NOTES) (E) 600A MAIN SERVICE PANEL WITH (E) 600A MAIN BREAKER (E) SCE BI-DIRECTIONAL SINGLE PHASE UTILITY METER SOCKET SERIES B - (12x) MODULES APTOS - DNA-120-BF10-440W (6x)APSYSTEMS - DS3 [240V] (N) 30ASERIES C - (12x) MODULES APTOS - DNA-120-BF10-440W (6x)APSYSTEMS - DS3 [240V] SERIES D - (12x) MODULES APTOS - DNA-120-BF10-440W (6x)APSYSTEMS - DS3 [240V] (E) LOADS (N) 30A (N) 30A (N) 30A FEED FROM UTILITY GRID 120/240V, 1Ø, 3W 1-1/2" EMT (3x) #2/0 AWG (THWN-2 CU WIRE) SERIES E - (12x) MODULES APTOS - DNA-120-BF10-440W (6x)APSYSTEMS - DS3 [240V] (N) 30A GEC TO BE BONDED TO STEEL CARPORT STRUCTURE TO ACT AS GROUNDING ELECTRODE #6 AWG CU BARE GROUNDING ELECTRODE CONDUCTOR (GEC). TO RUN INDEPENDENTLY OF OTHER CONDUCTORS AND TIE DIRECTLY INTO AC GROUNDING ELECTRODE MAX BACKFED CURRENT FOR OCPD: 3.7A(30) x 1.25 = 138.75A TOTAL MAX AVAILABLE BACKFEED FOR SES BUS SIZE: 600A BUS x 1.2 = 720A - 600A BREAKER = 120A BACKFEED AVAILABLE 1.WHERE TWO SOURCES, ONE UTILITY AND THE OTHER AN INVERTER, ARE LOCATED AT OPPOSITE ENDS OF A BUSBAR THAT CONTAINS LOADS, THE SUM OF 125% OF THE INVERTER(S) OUTPUT CIRCUIT CURRENT AND THE RATING OF THE OVERCURRENT DEVICE PROTETICING THE BUSBAR SHALL NOT EXCEED 120% THE AMPACITY OF THE BUSBAR.2.IDENTIFICATION AND GROUPING OF PHOTOVOLTAIC DC CIRCUITS SHALL COMPLY WITH NEC 690.4(B) AND SHALL BE SEPARATED FROM OTHER NON PV SYSTEM CONDUCTORS.3.EXPOSED NON-CURRENT CARRYING METAL PARTS OF PHOTOVOLTAIC RACKING, EQUIPMENT, AND CONDUCTOR ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE TO NEC 690.47 (C)(3), 250.64(C), 250.66, & 250.134 OR 250.136(A) AND SIZED PER 250.166 REGARDLESS OF VOLTAGE. 4.ALL CONDUIT ON ROOF NEEDS TO BE PLACED MINIMUM OF 7/8" ABOVE THE ROOF'S SURFACE.5.EACH MODULE (AND MICRO-INVERTER, IF APPLICABLE) SHALL BE GROUNDED PER THE MANUFACTURER'S INSTRUCTIONS USING THE BONDING MIDCLAMP / COMPONENTS, AND AT EACH ROW UTILIZING AMPHENOL HELIO LUGS (UL 2703). SPEC SHEETS CAN BE PROVIDED UPON REQUEST. 6.ELECTRICAL EQUIPMENT INSTALLED SHALL BE LISTED, LABELED, OR CERTIFIED FOR ITS USE BY A NATIONALLY RECOGNIZED TESTING LABORATORY (NRTL). 7.ALL TERMINATIONS OF EQUIPMENT TO BE A MINIMUM 90 DEGREE CELCIUS PER CEC 110.14(C) & TABLE 310.15 (B)(16) 90 DEGREE COLUMN COPPER. 8.FOR SERVICE UPGRADES, IF THE EXISTING GROUNDING ELECTRODE SYSTEM CAN NOT BE VERIFIED, OR IS ONLY METALLIC WATER PIPING, OR IT HAS A RESISTANCE GREATER THAN 25 OHMS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSTALL A SUPPLEMENTAL GROUNDING ELECTRODE AT LEAST 6' FROM THE EXISTING GROUNDING ELECTRODE. 9.ALL BREAKERS AND SERVICE EQUIPMENT ARE RATED AT 22kAIC OR HIGHER 10.GROUND BUSHINGS TO BE USED ON ALL METALLIC RACEWAYS. 11.. BATTERY LISTED AND LABELED FOR RESIDENTIAL USE IN ACCORDANCE WITH UL9540 PER SECTION R327 OF 2019 CRC. BATTERY IS UL1973 CERTIFIED AND INVERTER IS UL1741 CERTIFIED 12. ALL ELECTRICAL SHOWN IN PLAN IS FOR A FIELD REVIEW PLAN REVIEW 13.INVERTERS ARE UL1741 COMPLIANT ELECTRICAL NOTES 1.WHERE TWO SOURCES, ONE UTILITY AND THE OTHER AN INVERTER, ARE LOCATED AT OPPOSITE ENDS OF A BUSBAR THAT CONTAINS LOADS, THE SUM OF 125% OF THE INVERTER(S) OUTPUT CIRCUIT CURRENT AND THE RATING OF THE OVERCURRENT DEVICE PROTETICING THE BUSBAR SHALL NOT EXCEED 120% THE AMPACITY OF THE BUSBAR. 2.IDENTIFICATION AND GROUPING OF PHOTOVOLTAIC DC CIRCUITS SHALL COMPLY WITH NEC 690.4(B) AND SHALL BE SEPARATED FROM OTHER NON PV SYSTEM CONDUCTORS. 3.EXPOSED NON-CURRENT CARRYING METAL PARTS OF PHOTOVOLTAIC RACKING, EQUIPMENT, AND CONDUCTOR ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE TO NEC 690.47 (C)(3), 250.64(C), 250.66, & 250.134 OR 250.136(A) AND SIZED PER 250.166 REGARDLESS OF VOLTAGE. 4.ALL CONDUIT ON ROOF NEEDS TO BE PLACED MINIMUM OF 7/8" ABOVE THE ROOF'S SURFACE. 5.EACH MODULE (AND MICRO-INVERTER, IF APPLICABLE) SHALL BE GROUNDED PER THE MANUFACTURER'S INSTRUCTIONS USING THE BONDING MIDCLAMP / COMPONENTS, AND AT EACH ROW UTILIZING AMPHENOL HELIO LUGS (UL 2703). SPEC SHEETS CAN BE PROVIDED UPON REQUEST. 14. MICROINVERTERS CIRCUITS OPERATE AT LESS THAN 80VDC THUS ARE EXEMPT FROM CEC 690.11 15. ANY CONDUCTORS EXPOSED TO SUNLIGHT SHALL BE LISTED AS SUNLIGHT RESISTANT PER CEC300.6 C1, 310.10D 16.GROUND MOUNTED SYSTEM WIRING OVER 150V SHALL NOT BE ACCESSIBLE, EXCEP TO QUALIFIED PERSONNEL. PROTECTIVE FENCING, SCREENING OR RACEWAYS WILL BE PROVIDED FOR AL WIRING OVER 150V PER CEC 690.7D 17. ALL PHOTOVOLTAIC OUTPUT CIRCUITS OPERATING ABOVE 30V SHALL BE ISNTALLED IN READILY ACCESSIBLE LOCATIONS AND IN ELECTRICAL RACEWAYS PER CEC 690.31 A. CONNECTORS SHALL BE OIF THE LATCHING OR LOCKING TYPE AND SHALL REQUIRE A TOOL FOR OPENING PER CEC 690.31 (N) 200A UTILITY AC VISIBLE LOCKABLE LABELED DISCONNECT SWITCH EATON CUTLER HAMMER DG224URK 600V - FUSED - (2x) 150A FUSES SERVICE ENTRANCE RATED (OR EQUIVALENT) 150A 1610 E First St - 101118465 & 20182250 5/7/2024 PLACARDS 5SHEET: REVISIONS: DRAWN BY: DATE: PHOTOVOLTAIC SYSTEM SIZE: STANDARD ECO LLC 2125 S 48TH ST TEMPE, AZ 85282 CA License #:1074053 26.40 kW AC 26.40 kW DC SINGLE PHASE 120V/240V CHINESE ISLAMIC CENTER 1610 E 1ST STREET, SANTA ANA, CA 92701 08/29/2023 ASD - JG ASD - JG 10/08/2023 ASD - JG 02/01/2024 ASD - JG 02/16/2024 ASD - JG 03/05/2024 ASD - JG 04/04/2024 161634 SOLAR PV DC CIRCUIT PHOTOVOLTAIC POWER SOURCE MAIN PHOTOVOLTAIC SYSTEM DISCONNECT RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEMS PHOTOVOLTAIC AC DISCONNECT PHOTOVOLTAIC DC DISCONNECT MAXIMUM DC VOLTAGE OF PV SYSTEM SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUT DOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN THE ARRAY SOLAR ELECTRIC PV PANELS PHOTOVOLTAIC AC DISCONNECT MAXIMUM AC OPERATING CURRENT: NOMINAL OPERATING AC VOLTAGE: WARNING! ELECTRICAL SHOCK HAZARD TERMINALS ON BOTH LINE AND LOAD SIDE MAY BE ENERGIZED IN THE OPEN POSITION WARNING! INVERTER OUTPUT CONNECTION. DO NOT RELOCATE THIS OVERCURRENT DEVICE WARNING! THIS EQUIPMENT FED BY MULTIPLE SOURCES. TOTAL RATING OF ALL OVERCURRENT DEVICES, EXCLUDING MAIN SUPPLY OVERCURRENT DEVICE, SHALL NOT EXCEED AMPACITY OF BUSBAR PV DISCONNECTING MEANS CEC 690.54 PV DISCONNECTING MEANS CEC 690.13(B) / 690.15 / 705.20 DC DISCONNECTING MEANS CEC 690.13(B) / 690.15 / 705.20 AC DISCONNECTING MEANS CEC 690.13(B) / 690.15 / 705.20 DC DISCONNECTING MEANS CEC 690.53 RACEWAYS/CONDUIT/JUNCTION BOX CEC 690.31(D)(2) RACEWAYS/CONDUIT/JUNCTION BOX CEC 690.31(D)(2) PV DISCONNECTING MEANS CEC 690.13(B) / 690.15(C) ADJACENT TO BACKFED BREAKER CEC 705.12 (B)(3)(2) DISTRIBUTION EQUIPMENT CEC 705.12 (B)(3)(3) SERVICE EQUIPMENT LOCATION CEC 690.56 (C) PV DISCONNECTING MEANS CEC 690.13(B) / 690.15 / 705.20 1ST STREET N 1610 E 1ST STREET, SANTA ANA, CA 92701 CAUTION: MULTIPLE SOURCES OF POWER SERVICE EQUIPMENT OR APPROVED READILY VISIBLE LOCATION CEC 690.56(B) / 690.4 / 705.10 111A 240V OPERATING VOLTAGE: 240VAC OPERATING CURRENT: 89A PV/AC DISCONNECT SCE UTILITY METER AND MAIN SERVICE PANEL PV ARRAY(S) PV/AC DISCONNECT (COMBINER PANEL) 1610 E First St - 101118465 & 20182250 5/7/2024 ! 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Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 480.774.1700 www.ctsaz.com Job No. 24-0076 Sheet No. Cover By JKC Date 01/24 CLIENT: SAPPHIRE PEAK ENERGY LLC 594 TERRA VISTA DR. REXBURG, ID 83440-2533 PROJECT: INDO CHINESE ISLAMIC CENTER SOLAR CANOPY 1610 E 1ST ST. SANTA ANA, CA 92701 ________________________________________________________________________________________________ GENERAL INFORMATION: 2022 EDITION OF THE CALIFORNIA BUILDING CODE AND STANDARDS REFERENCED THEREIN, WITH CITY OF SANTA ANA, CA AMENDMENTS. TROY E.TURLEY 02/05/2024 1610 E First St - 101118465 & 201822505/7/2024 STRUCTURAL SOLUTIONS SINCE 1963 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 480.774.1700 www.ctsaz.com Job Name Indo Chinese Islamic Center Solar Canopy Job No 24-0076 Sheet No. By JKC Date 01/26/24 CALCULATION INDEX SHEET SHEET # DESCRIPTION 1-9 Basis of Design 10-50 Super Purlin Design 51-67 Frame Design 68-75 Foundation Design 1610 E First St - 101118465 & 201822505/7/2024 YOUR VISION IS OUR MISSION 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 Job Name: Indo Chinese Islamic Center Solar Canopy Job No. : 24-0076 Sheet No.: BASIS By: JKC Date: 01/2024 BASIS OF DESIGN BUILDING CODE: 2022 EDITION OF THE CALIFORNIA BUILDING CODE AND STANDARDS REFERENCED THEREIN, WITH CITY OF SANTA ANA, CA AMENDMENTS. LOADS: GRAVITY: ROOF LIVE LOAD = 12 PSF (NON-REDUCIBLE). CANOPY DEAD LOAD = ACTUAL WEIGHT OF MEMBER: SOLAR PANEL, RAILS, ETC. = 3.0 PSF PURLIN = 4 PLF BEAM = SELF WEIGHT COLUMN = SELF WEIGHT WIND: ULTIMATE DESIGN WIND SPEED (3-SECOND GUST), V(ult) = 95 MPH. (ASCE 7-10/16) RISK CATEGORY, II. (ASCE 7-10/16) EXPOSURE C. WIND LOAD FOR 10 DEGREE MAX SLOPE: (THESE VALUES ARE BEFORE MULTIPLYING BY 0.6 FACTOR IN LOAD COMBINATIONS) C&C WIND LOAD = 23.5 PSF (TOWARD THE SURFACE). C&C WIND LOAD = -25.9 PSF (AWAY FROM THE SURFACE). MWFRS WIND LOAD = 23.5PSF / 5.6 PSF (TOWARD THE SURFACE). MWFRS WIND LOAD = -22.1 PSF / 0.00 PSF (AWAY FROM THE SURFACE). SEISMIC: RISK CATEGORY, II. /16) SEISMIC IMPORTANCE FACTOR, I = 1.0. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss = 1.284. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 = 0.458. SOIL SITE CLASS, D. DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds = 1.027. DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 = 0.562. SEISMIC DESIGN CATEGORY, D . SEISMIC RESPONSE COEFFICIENT, Cs = 0.822. RESPONSE MODIFICATION FACTOR (R)= 1.25. STRUCTURAL STEEL: LIGHT-GAUGE STEEL: Fy=80,000 PSI. MISC. STRUCTURAL STEEL (A36): Fy = 36,000 PSI. BOLTS: A325 OR A490 CONCRETE: FOUNDATIONS: F’c = 2,500 PSI FOUNDATIONS: SOIL BEARING = 1,500 PSF 1610 E First St - 101118465 & 201822505/7/2024 ASCE Hazards Report Address: 1610 E 1st St Santa Ana, California 92701 Standard:ASCE/SEI 7-16 Latitude:33.745141 Risk Category:II Longitude:-117.846062 Soil Class:D - Default (see Section 11.4.3) Elevation:131.69633230483367 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Jan 23 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/Tue Jan 23 2024 2 1610 E First St - 101118465 & 201822505/7/2024 SS : 1.284 S1 : 0.458 F a : 1.2 F v : N/A SMS : 1.541 SM1 : N/A SDS : 1.027 SD1 : N/A T L : 8 PGA : 0.539 PGA M : 0.647 F PGA : 1.2 Ie : 1 C v : 1.357 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. Tue Jan 23 2024 Page 2 of 3https://ascehazardtool.org/Tue Jan 23 2024 3 1610 E First St - 101118465 & 201822505/7/2024 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Label X (ft)Y (ft) 1 0 0 2 0 13.063 3 -14.6 10.488 4 7.484 14.382 Label i-Node j-Node 1 1 2 2 3 2 3 2 4 X (kips)Y (kips) 0 3.265 0 4.77 0 2.783 -1.267 -7.185 1.267 7.186 -3.487 0 0 0 0.67DL+0.6WL(7) 0.76 0.67DL+0.6WL(8) Max Value Load Combination DL+0.6WL(9)-2.123 0.67DL+0.6WL(8)7.577 Moment (k-ft)-26.189 DL+0.6WL(10)4.075 Seismic Load Z 0 Seismic Load X 39.241 -23.093 Components and Cladding Max Snow Load MWFRS Min -28.137 MWFRS Max 17.184 Components and Cladding Min Unbalanced Live Load Live Load -17.012 Basic Load Case Moment (k-ft) Y (kips) Min Value Load Combination Dead Load -9.307 X (kips)-0.76 0.67DL+0.6WL(9) Reactions MWFRS Maximum Reactions Steel Frame Model Info and Base Reactions Nodes Members 1 2 3 1 2 3 4 X Y 0 5 10 15 20 -20 -15 -10 -5 0 5 10 15 20 Page &R&RF:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241 4 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Applicable Code: ASCE 7-16 Structure Frame Shape Type: Semi-Cantilever Number of Panels Parallel to Beam: 6 Horizontal Width: 22.1 ft Length of Panel Parallel to Beam: 44.6 in Mean Roof Height: 13.7 ft Spacing Between Solar Panels: 0.25 in Eave Height: 10 ft Column Spacing / Tributary to Frame: 18 ft Roof Slope: 10 degrees Column Location from End of Beam: 175.2 in Purlin Type: Solar Purlin Purlin Depth from Base of Roof: 8 in Number of Purlins at each frame: 7 Dead Load of Solar Panel: 3 psf Dead Load of Purlins: 4 plf Risk Category: II Roof Live Load on Solar Panel: 12 psf Basic Wind Speed: 95 mph Roof Live Load Unreducible Wind Exposure Category: C MWFRS Velocity Pressure Coeffecient: 0.85 CC Velocity Pressure Coeffecient: 0.85 Topographic Factor: 1 Wind Directionality Factor: 0.85 Gust Effect Factor: 0.85 Short Period Spectral Response Acceleration Ss: 1.284 1 Second Spectral Response Acceleration S1: 0.458 Soil Site Class: D Short Period Site Coefficient (at 0.2 sec period) Fa: 1.2 Long Period Site Coefficient (at 1.0 sec period) Fv: 1.842 Spectral Response Acceleration at short Periods Sms: 1.5408001 Spectral Response Acceleration at a Period of 1 sec Sm1: 0.843636 Spectral Response Acceleration Parameter at Short Periods Sds: 1.027 Spectral Response Acceleration Parameter of 1 sec Sd1: 0.562 Redundancy Factor r1 Perpendicular to the Frame: 1 Redundancy Factor r2 Parallel to the Frame: 1.3 Response Modification Factor R: 1.25 Overstrength Factor Wo: 1.25 Deflection Amplification Factor Cd: 1.25 Seismic Importance Factor Ie: 1 Long Period Transition Period TL: 8 Purlins are even spaced along frame Gravity Loads Solar Canopy Frame Description and Loads Structure Description Solar Panel Description Lateral Loads Wind Seismic Page &R&RF:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241 5 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . (+) Indicates downward (towards surface for wind) loads, (-) Indicates upward (away from surface for wind) loads Dead Load of Panels =3.0 psf Roof Live Load =12.0 psf Dead Load of Purlins =4.0 plf Snow Load =0.0 psf Total Dead Load (vertical) = 15.2 plf Components and Cladding Wind Up =-25.9 psf Components and Cladding Wind Down =23.5 psf Tributary Width To Purlin =44.9 in Angle = Weak Axis Load: DL * Sin(Angle) * Trib = 2.64 plf Strong Axis Load: DL * Cos(Angle) * Trib = 14.98 plf Weak Axis Load: Snow * Sin(Angle) * Trib = 0.00 plf Strong Axis Load: Snow * Cos(Angle) * Trib = 0.00 plf Roof Live Load Down: Lr * Trib = 44.85 plf Wind Load Down: Wind Down * Trib = 87.85 plf Wind Load Up: Wind Up * Trib = -96.63 plf Tributary Width To Purlin = 22.4 in Weak Axis Load: DL * Sin(Angle) * Trib = 1.67 plf Strong Axis Load: DL * Cos(Angle) * Trib = 9.46 plf Weak Axis Load: Snow * Sin(Angle) * Trib = 0.00 plf Strong Axis Load: Snow * Cos(Angle) * Trib = 0.00 plf Roof Live Load Down: Lr * Trib = 22.43 plf Wind Load Down: Wind Down * Trib = 43.92 plf Wind Load Up: Wind Up * Trib = -48.32 plf Purlin Loading - Interior Purlin Purlin Loading - Edge Purlin Solar Canopy Loading 10.0 degrees Page &R&RF:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241 7 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Eqn. (27.3-2) Velocity pressure exposure cooefficient K z =0.85 Topographic factor K zt = 1 Wind directionality factor K d = 0.85 Ground Elevation Factor Ke = 1.00 Basic wind speed V =95 mph Velocity pressure q h =16.59 psf Gust effect factor G =0.85 Net pressure cooefficient C N = From Fig. 27.3-4 Roof Wind Direction, g = 0 degrees Wind Direction, g = 180 degrees q Load Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow (degree)CNW CNL CNW CNL CNW CNL CNW CNL A -0.6 -1 -1 -1.5 0.9 1.5 -0.2 -1.2 P (psf)-8.5 -14.1 -14.1 -21.2 12.7 21.2 -2.8 -16.9 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 P (psf)-19.7 0.0 -24.0 -11.3 22.6 4.2 11.3 -4.2 Roof Wind Direction, g = 0 degrees Wind Direction, g = 180 degrees q Load Case (degree)CNW CNL CNW CNL CNW CNL CNW CNL A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -1.1 P (psf)-12.7 -18.3 -15.5 -21.2 18.3 22.6 5.6 -15.5 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 P (psf)-26.8 0.0 -29.6 -8.5 25.4 8.5 16.9 -4.2 Roof Wind Direction, g = 0 degrees Wind Direction, g = 180 degrees q Load Case (degree)CNW CNL CNW CNL CNW CNL CNW CNL A -0.7 -1.1 -1.0 -1.5 1.0 1.5 0.0 -1.2 P (psf)-9.9 -15.5 -14.6 -21.2 14.6 21.6 0.0 -16.5 B -1.6 0.0 -1.8 -0.7 1.7 0.4 0.9 -0.3 P (psf)-22.1 0.0 -25.9 -10.3 23.5 5.6 13.2 -4.2 Sheet Updated 2/1/18 15 10.00 Eqn. (26.10-1) Clear Wind Flow Obstructed Wind FlowObstructed Wind FlowClear Wind Flow 7.5 Main Wind Force Resisting System ( V = 95 mph; Exposure C; h = 13.7 ft; Angle = 10 deg ) Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow Reference: ASCE 7-16 (Section 27.3.2) NhGCqP= 200256.0 VKKKKqedztzh= F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241 8 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Eqn. (30.7-1) Velocity pressure exposure cooefficient K z =0.85 Topographic factor K zt = 1 Wind directionality factor K d = 0.85 Ground Elevation Factor Ke = 1.00 Basic wind speed V = Velocity pressure q h = Gust effect factor G =0.85 Net pressure cooefficient C N = From Fig. 30.7-1 Effective wind area = EA = L ( L/3 ) [Varies with element designed.] a =3.0 ft a2 =9.0 ft2 4a2 =36.0 ft2 Roof CN based on Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow q (degree)Design Pressure Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1 3.2 -4.2 2.4 -2.1 1.6 -1.4 1.6 -5.1 1.2 -2.6 0.8 -1.7 45.1 psf -59.2 psf 33.8 psf -29.6 psf 22.6 psf -19.7 psf 22.6 psf -71.9 psf 16.9 psf -36.7 psf 11.3 psf -24. psf 2.4 -2.1 2.4 -2.1 1.6 -1.4 1.2 -2.6 1.2 -2.6 0.8 -1.7 33.8 psf -29.6 psf 33.8 psf -29.6 psf 22.6 psf -19.7 psf 16.9 psf -36.7 psf 16.9 psf -36.7 psf 11.3 psf -24. psf 1.6 -1.4 1.6 -1.4 1.6 -1.4 0.8 -1.7 0.8 -1.7 0.8 -1.7 22.6 psf -19.7 psf 22.6 psf -19.7 psf 22.6 psf -19.7 psf 11.3 psf -24. psf 11.3 psf -24. psf 11.3 psf -24. psf Roof CN based on Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow q (degree)Design Pressure Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1 3.6 -3.8 2.7 -2.9 1.8 -1.9 2.4 -4.2 1.8 -3.2 1.2 -2.1 50.8 psf -53.6 psf 38.1 psf -40.9 psf 25.4 psf -26.8 psf 33.8 psf -59.2 psf 25.4 psf -45.1 psf 16.9 psf -29.6 psf 2.7 -2.9 2.7 -2.9 1.8 -1.9 1.8 -3.2 1.8 -3.2 1.2 -2.1 38.1 psf -40.9 psf 38.1 psf -40.9 psf 25.4 psf -26.8 psf 25.4 psf -45.1 psf 25.4 psf -45.1 psf 16.9 psf -29.6 psf 1.8 -1.9 1.8 -1.9 1.8 -1.9 1.2 -2.1 1.2 -2.1 1.2 -2.1 25.4 psf -26.8 psf 25.4 psf -26.8 psf 25.4 psf -26.8 psf 16.9 psf -29.6 psf 16.9 psf -29.6 psf 16.9 psf -29.6 psf Roof CN based on Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow q (degree)Design Pressure Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1 3.3 -4.1 2.5 -2.4 1.7 -1.6 1.9 -4.8 1.4 -2.8 0.9 -1.8 47. psf -57.4 psf 35.3 psf -33.4 psf 23.5 psf -22.1 psf 26.3 psf -67.7 psf 19.7 psf -39.5 psf 13.2 psf -25.9 psf 2.5 -2.4 2.5 -2.4 1.7 -1.6 1.4 -2.8 1.4 -2.8 0.9 -1.8 35.3 psf -33.4 psf 35.3 psf -33.4 psf 23.5 psf -22.1 psf 19.7 psf -39.5 psf 19.7 psf -39.5 psf 13.2 psf -25.9 psf 1.7 -1.6 1.7 -1.6 1.7 -1.6 0.9 -1.8 0.9 -1.8 0.9 -1.8 23.5 psf -22.1 psf 23.5 psf -22.1 psf 23.5 psf -22.1 psf 13.2 psf -25.9 psf 13.2 psf -25.9 psf 13.2 psf -25.9 psf Sheet Updated 2/1/18 95 mph 16.59 psf Components & Cladding ( V = 95 mph; Exposure C; h = 13.7 ft; Angle = 10 deg ) EA < a2 Reference: ASCE 7-16 (Section 30.7) Eqn. (26.10-1) EA ≥ 4a2 Width of pressure coefficient zone: a2 ≤ EA < 4a2 EA ≥ 4a2 EA < a2 a2 ≤ EA < 4a2 EA < a2 a2 ≤ EA < 4a2 EA ≥ 4a2 7.5 15 10.00 NhGCqP= 200256.0 VKKKKqedztzh= F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Canopy Prog Release 2302241 9 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Interior Super Purlin Strong Axis.cfss eng60 Interior Super Purlin Strong Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:23:09 PM By: eng60 Printed: 1/24/2024 3:29:31 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.7500 270.000 0.11800 Single 0.000 0.0000 0.3750 2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500 3 1.4062 90.000 0.11800 Single 0.000 0.0000 0.7031 4 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402 5 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500 6 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402 7 3.2762 90.000 0.11800 Single 0.000 0.0000 1.6381 8 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402 9 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500 10 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402 11 1.2062 90.000 0.11800 Single 0.000 0.0000 0.6031 12 1.2500 180.000 0.11800 Single 0.000 0.0000 0.6250 13 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900 14 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850 15 0.1500 315.000 0.03000 Single 0.000 0.0000 0.0750 16 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850 17 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900 18 1.2500 180.000 0.03000 Single 0.000 0.0000 0.6250 19 0.7500 90.000 0.11800 Single 0.000 0.0000 0.3750 10 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Section: Interior Super Purlin Strong Axis.cfss eng60 Interior Super Purlin Strong Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:23:09 PM By: eng60 Printed: 1/24/2024 3:29:31 PM Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.45862 Pcrd/Py = 0.25566 Positive Mx: Mcrl/My = 2.09608 Mcrd/My = 0.76983 Negative Mx: Mcrl/My = 1.11359 Mcrd/My = 0.59213 Positive My: Mcrl/My = 1.77090 Mcrd/My = 0.96762 Negative My: Mcrl/My = 1.97936 Mcrd/My = 1.18292 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 11 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Interior Purlin Strong Axis Analysis SS+C.cfsa eng60 Interior Strong Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:28:54 PM By: eng60 Printed: 1/24/2024 3:29:31 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Interior Super Purlin Strong Axis.cfss 1/24/2024 3:23:09 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.94981 22.500 72.661 Total 22.500 72.661 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 22.500 Top 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 XT 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 4 XT 22.500 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -14.980 -14.980 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -44.850 -44.850 lb/ft 12 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Interior Purlin Strong Axis Analysis SS+C.cfsa eng60 Interior Strong Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:28:54 PM By: eng60 Printed: 1/24/2024 3:29:31 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.000 0.000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -87.850 -87.850 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 96.630 96.630 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 13 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Interior Purlin Strong Axis Analysis SS+C.cfsa eng60 Interior Strong Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:28:54 PM By: eng60 Printed: 1/24/2024 3:29:31 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: 0.67D+0.6Wup+0.5S Design Parameters at 8.438 ft: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Strong Axis.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0 -1.7065 0 0.0000 0 Applied 0 -1.7065 0 0.0000 0 Strength 3908 3.2696 10423 0.8080 10902 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.522 + 0.000 = 0.522 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.055 + 0.000)= 0.234 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 14 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Interior Super Purlin Weak Axis.cfss eng60 Interior Super Purlin Weak Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:35:56 PM By: eng60 Printed: 1/24/2024 3:38:43 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.7500 360.000 0.11800 Single 0.000 0.0000 0.3750 2 2.5000 270.000 0.11800 Single 0.000 0.0000 1.2500 3 1.4062 180.000 0.11800 Single 0.000 0.0000 0.7031 4 0.2804 145.000 0.11800 None 0.000 0.0000 0.1402 5 0.5000 180.000 0.11800 None 0.000 0.0000 0.2500 6 0.2804 215.000 0.11800 None 0.000 0.0000 0.1402 7 3.2762 180.000 0.11800 Single 0.000 0.0000 1.6381 8 0.2804 145.000 0.11800 None 0.000 0.0000 0.1402 9 0.5000 180.000 0.11800 None 0.000 0.0000 0.2500 10 0.2804 215.000 0.11800 None 0.000 0.0000 0.1402 11 1.2062 180.000 0.11800 Single 0.000 0.0000 0.6031 12 1.2500 270.000 0.11800 Single 0.000 0.0000 0.6250 13 0.2082 180.000 0.03000 Single 0.000 0.0000 0.0900 14 1.1700 90.000 0.03000 Single 0.000 0.0000 0.5850 15 0.1500 45.000 0.03000 Single 0.000 0.0000 0.0750 16 1.1700 90.000 0.03000 Single 0.000 0.0000 0.5850 17 0.2082 180.000 0.03000 Single 0.000 0.0000 0.0900 18 1.2500 270.000 0.03000 Single 0.000 0.0000 0.6250 19 0.7500 180.000 0.11800 Single 0.000 0.0000 0.3750 15 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Section: Interior Super Purlin Weak Axis.cfss eng60 Interior Super Purlin Weak Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:35:56 PM By: eng60 Printed: 1/24/2024 3:38:43 PM Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.45862 Pcrd/Py = 0.25570 Positive Mx: Mcrl/My = 1.77094 Mcrd/My = 0.96765 Negative Mx: Mcrl/My = 2.06707 Mcrd/My = 1.18302 Positive My: Mcrl/My = 1.17596 Mcrd/My = 0.59212 Negative My: Mcrl/My = 2.09631 Mcrd/My = 0.77030 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 16 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Interior Purlin Strong Axis Analysis SS+C.cfsa eng60 Interior Weak Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:37:43 PM By: eng60 Printed: 1/24/2024 3:38:43 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Interior Super Purlin Weak Axis.cfss 1/24/2024 3:35:56 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.94983 22.500 72.662 Total 22.500 72.662 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 22.500 Left 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 T 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 4 T 22.500 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -2.6400 -2.6400 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft 17 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Interior Purlin Strong Axis Analysis SS+C.cfsa eng60 Interior Weak Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:37:43 PM By: eng60 Printed: 1/24/2024 3:38:43 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 18 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Interior Purlin Strong Axis Analysis SS+C.cfsa eng60 Interior Weak Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:37:43 PM By: eng60 Printed: 1/24/2024 3:38:43 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: 0.67D+0.6Wup+0.5S Design Parameters at 8.438 ft: Lx 18.000 ft Ly 18.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Weak Axis.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Left kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0 0.0630 0 0.0000 0 Applied 0 0.0630 0 0.0000 0 Strength 3907 0.8080 10902 1.3068 10424 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.078 + 0.000 = 0.078 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.004 + 0.000)= 0.060 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 19 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Interior Super Purlin Strong Axis.cfss eng60 Interior Super Purlin Strong Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:23:09 PM By: eng60 Printed: 1/24/2024 3:33:13 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.7500 270.000 0.11800 Single 0.000 0.0000 0.3750 2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500 3 1.4062 90.000 0.11800 Single 0.000 0.0000 0.7031 4 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402 5 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500 6 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402 7 3.2762 90.000 0.11800 Single 0.000 0.0000 1.6381 8 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402 9 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500 10 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402 11 1.2062 90.000 0.11800 Single 0.000 0.0000 0.6031 12 1.2500 180.000 0.11800 Single 0.000 0.0000 0.6250 13 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900 14 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850 15 0.1500 315.000 0.03000 Single 0.000 0.0000 0.0750 16 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850 17 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900 18 1.2500 180.000 0.03000 Single 0.000 0.0000 0.6250 19 0.7500 90.000 0.11800 Single 0.000 0.0000 0.3750 20 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Section: Interior Super Purlin Strong Axis.cfss eng60 Interior Super Purlin Strong Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:23:09 PM By: eng60 Printed: 1/24/2024 3:33:13 PM Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.45862 Pcrd/Py = 0.25566 Positive Mx: Mcrl/My = 2.09608 Mcrd/My = 0.76983 Negative Mx: Mcrl/My = 1.11359 Mcrd/My = 0.59213 Positive My: Mcrl/My = 1.77090 Mcrd/My = 0.96762 Negative My: Mcrl/My = 1.97936 Mcrd/My = 1.18292 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 21 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Interior Purlin Strong Axis Analysis SS Only.cfsa eng60 Interior Strong Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:32:30 PM By: eng60 Printed: 1/24/2024 3:33:14 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Interior Super Purlin Strong Axis.cfss 1/24/2024 3:23:09 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.94981 18.000 58.128 Total 18.000 58.128 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 18.000 Top 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 XT 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -14.980 -14.980 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -44.850 -44.850 lb/ft 22 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Interior Purlin Strong Axis Analysis SS Only.cfsa eng60 Interior Strong Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:32:30 PM By: eng60 Printed: 1/24/2024 3:33:14 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.000 0.000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -87.850 -87.850 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 96.630 96.630 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 23 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Interior Purlin Strong Axis Analysis SS Only.cfsa eng60 Interior Strong Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:32:30 PM By: eng60 Printed: 1/24/2024 3:33:14 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D+0.6Wdn+0.5S Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Strong Axis.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.6667 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0 2.7414 0 0.0000 0 Applied 0 2.7414 0 0.0000 0 Strength 3908 5.8543 10423 0.8080 10902 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.468 + 0.000 = 0.468 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.110 + 0.000)= 0.332 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 24 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Interior Super Purlin Weak Axis.cfss eng60 Interior Super Purlin Weak Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:35:56 PM By: eng60 Printed: 1/24/2024 3:41:39 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.7500 360.000 0.11800 Single 0.000 0.0000 0.3750 2 2.5000 270.000 0.11800 Single 0.000 0.0000 1.2500 3 1.4062 180.000 0.11800 Single 0.000 0.0000 0.7031 4 0.2804 145.000 0.11800 None 0.000 0.0000 0.1402 5 0.5000 180.000 0.11800 None 0.000 0.0000 0.2500 6 0.2804 215.000 0.11800 None 0.000 0.0000 0.1402 7 3.2762 180.000 0.11800 Single 0.000 0.0000 1.6381 8 0.2804 145.000 0.11800 None 0.000 0.0000 0.1402 9 0.5000 180.000 0.11800 None 0.000 0.0000 0.2500 10 0.2804 215.000 0.11800 None 0.000 0.0000 0.1402 11 1.2062 180.000 0.11800 Single 0.000 0.0000 0.6031 12 1.2500 270.000 0.11800 Single 0.000 0.0000 0.6250 13 0.2082 180.000 0.03000 Single 0.000 0.0000 0.0900 14 1.1700 90.000 0.03000 Single 0.000 0.0000 0.5850 15 0.1500 45.000 0.03000 Single 0.000 0.0000 0.0750 16 1.1700 90.000 0.03000 Single 0.000 0.0000 0.5850 17 0.2082 180.000 0.03000 Single 0.000 0.0000 0.0900 18 1.2500 270.000 0.03000 Single 0.000 0.0000 0.6250 19 0.7500 180.000 0.11800 Single 0.000 0.0000 0.3750 25 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Section: Interior Super Purlin Weak Axis.cfss eng60 Interior Super Purlin Weak Axis Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:35:56 PM By: eng60 Printed: 1/24/2024 3:41:39 PM Direct Strength Parameters Prequalified Section: Yes Compression: Pcrl/Py = 0.45862 Pcrd/Py = 0.25570 Positive Mx: Mcrl/My = 1.77094 Mcrd/My = 0.96765 Negative Mx: Mcrl/My = 2.06707 Mcrd/My = 1.18302 Positive My: Mcrl/My = 1.17596 Mcrd/My = 0.59212 Negative My: Mcrl/My = 2.09631 Mcrd/My = 0.77030 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 26 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Interior Purlin Strong Axis Analysis SS Only.cfsa eng60 Interior Weak Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:40:51 PM By: eng60 Printed: 1/24/2024 3:41:39 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Interior Super Purlin Weak Axis.cfss 1/24/2024 3:35:56 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.94983 18.000 58.130 Total 18.000 58.130 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 18.000 Left 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 T 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -2.6400 -2.6400 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft 27 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Interior Purlin Strong Axis Analysis SS Only.cfsa eng60 Interior Weak Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:40:51 PM By: eng60 Printed: 1/24/2024 3:41:39 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 28 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Interior Purlin Strong Axis Analysis SS Only.cfsa eng60 Interior Weak Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:40:51 PM By: eng60 Printed: 1/24/2024 3:41:39 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D+0.6Wdn+0.5S Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 18.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Weak Axis.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Left kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0 0.1069 0 0.0000 0 Applied 0 0.1069 0 0.0000 0 Strength 3907 0.8080 10902 1.3068 10424 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.132 + 0.000 = 0.132 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.010 + 0.000)= 0.102 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 29 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Edge Super Purlin Strong.cfss eng60 Purlin Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:47:21 PM By: eng60 Printed: 1/24/2024 3:54:37 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.11800 Single 0.000 0.0000 0.5000 2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500 3 7.6250 90.000 0.11800 Single 0.000 0.0000 3.8125 4 1.2500 0.000 0.11800 Single 0.000 0.0000 0.6250 5 0.1560 90.000 0.00010 None 0.000 0.0000 0.0570 6 1.2500 180.000 0.00010 None 0.000 0.0000 0.6250 7 0.7500 90.000 0.11800 None 0.000 0.0000 0.3750 Direct Strength Parameters Prequalified Section: No Compression: Pcrl/Py = 0.11512 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 1.14697 Mcrd/My = 1.22160 Negative Mx: Mcrl/My = 0.37778 Mcrd/My = 1.30661 Positive My: Mcrl/My = 1.10636 Mcrd/My = 1.16877 Negative My: Mcrl/My = 0.39532 Mcrd/My =1000.00000 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 30 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Exterior Purlin Strong Axis Analysis SS+C.cfsa eng60 Exterior Strong Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:54:14 PM By: eng60 Printed: 1/24/2024 3:54:37 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Edge Super Purlin Strong.cfss 1/24/2024 3:47:21 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.80653 22.500 61.699 Total 22.500 61.699 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 22.500 Top 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 XT 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 4 XT 22.500 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -9.460 -9.460 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -22.430 -22.430 lb/ft 31 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Exterior Purlin Strong Axis Analysis SS+C.cfsa eng60 Exterior Strong Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:54:14 PM By: eng60 Printed: 1/24/2024 3:54:37 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.000 0.000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -43.920 -43.920 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 48.320 48.320 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 32 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Exterior Purlin Strong Axis Analysis SS+C.cfsa eng60 Exterior Strong Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:54:14 PM By: eng60 Printed: 1/24/2024 3:54:37 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: 0.67D+0.6Wup+0.5S Design Parameters at 8.438 ft: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Edge Super Purlin Strong.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0.0 -0.8064 0.0 0.0000 0.0 Applied 0.0 -0.8064 0.0 0.0000 0.0 Strength 3417.6 2.2734 3821.0 0.3904 5505.2 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.355 + 0.000 = 0.355 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.062 + 0.000)= 0.248 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 33 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Edge Super Purlin Weak.cfss eng60 Purlin Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:55:38 PM By: eng60 Printed: 1/24/2024 3:57:17 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 0.000 0.11800 Single 0.000 0.0000 0.5000 2 2.5000 270.000 0.11800 Single 0.000 0.0000 1.2500 3 7.6250 180.000 0.11800 Single 0.000 0.0000 3.8125 4 1.2500 90.000 0.11800 Single 0.000 0.0000 0.6250 5 0.1560 180.000 0.00010 None 0.000 0.0000 0.0570 6 1.2500 270.000 0.00010 None 0.000 0.0000 0.6250 7 0.7500 180.000 0.11800 None 0.000 0.0000 0.3750 Direct Strength Parameters Prequalified Section: No Compression: Pcrl/Py = 0.11512 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 1.10636 Mcrd/My = 1.16877 Negative Mx: Mcrl/My = 0.39532 Mcrd/My =1000.00000 Positive My: Mcrl/My = 0.37778 Mcrd/My = 1.30661 Negative My: Mcrl/My = 1.14698 Mcrd/My = 1.22161 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 34 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Exterior Purlin Weak Axis Analysis SS+C.cfsa eng60 Exterior Weak Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:56:49 PM By: eng60 Printed: 1/24/2024 3:57:17 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Edge Super Purlin Weak.cfss 1/24/2024 3:55:38 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.80653 22.500 61.699 Total 22.500 61.699 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 22.500 Left 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 T 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 4 T 22.500 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -1.6700 -1.6700 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft 35 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Exterior Purlin Weak Axis Analysis SS+C.cfsa eng60 Exterior Weak Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:56:49 PM By: eng60 Printed: 1/24/2024 3:57:17 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 0.0000 0.0000 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 36 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Exterior Purlin Weak Axis Analysis SS+C.cfsa eng60 Exterior Weak Axis Analysis SS+C Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:56:49 PM By: eng60 Printed: 1/24/2024 3:57:17 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: 0.67D+0.6Wup+0.5S Design Parameters at 8.438 ft: Lx 18.000 ft Ly 18.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Edge Super Purlin Weak.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Left kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0.0 0.03983 0.0 0.00000 0.0 Applied 0.0 0.03983 0.0 0.00000 0.0 Strength 3417.6 0.39041 5505.2 0.98419 3821.0 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.102 + 0.000 = 0.102 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.003 + 0.000)= 0.056 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 37 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Edge Super Purlin Strong.cfss eng60 Purlin Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:47:21 PM By: eng60 Printed: 1/24/2024 3:53:33 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.11800 Single 0.000 0.0000 0.5000 2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500 3 7.6250 90.000 0.11800 Single 0.000 0.0000 3.8125 4 1.2500 0.000 0.11800 Single 0.000 0.0000 0.6250 5 0.1560 90.000 0.00010 None 0.000 0.0000 0.0570 6 1.2500 180.000 0.00010 None 0.000 0.0000 0.6250 7 0.7500 90.000 0.11800 None 0.000 0.0000 0.3750 Direct Strength Parameters Prequalified Section: No Compression: Pcrl/Py = 0.11512 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 1.14697 Mcrd/My = 1.22160 Negative Mx: Mcrl/My = 0.37778 Mcrd/My = 1.30661 Positive My: Mcrl/My = 1.10636 Mcrd/My = 1.16877 Negative My: Mcrl/My = 0.39532 Mcrd/My =1000.00000 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 38 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Exterior Purlin Strong Axis Analysis SS Only.cfsa eng60 Exterior Strong Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:53:09 PM By: eng60 Printed: 1/24/2024 3:53:33 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Edge Super Purlin Strong.cfss 1/24/2024 3:47:21 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.80653 18.000 49.360 Total 18.000 49.360 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 18.000 Top 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 XT 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -9.460 -9.460 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -22.430 -22.430 lb/ft 39 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Exterior Purlin Strong Axis Analysis SS Only.cfsa eng60 Exterior Strong Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:53:09 PM By: eng60 Printed: 1/24/2024 3:53:33 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.000 0.000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -43.920 -43.920 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 48.320 48.320 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 40 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Exterior Purlin Strong Axis Analysis SS Only.cfsa eng60 Exterior Strong Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:53:09 PM By: eng60 Printed: 1/24/2024 3:53:33 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D+0.6Wdn+0.5S Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Edge Super Purlin Strong.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.6667 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0.0 1.4504 0.0 0.0000 0.0 Applied 0.0 1.4504 0.0 0.0000 0.0 Strength 3417.6 4.4690 3821.0 0.3904 5505.2 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.325 + 0.000 = 0.325 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.093 + 0.000)= 0.305 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 41 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Edge Super Purlin Weak.cfss eng60 Purlin Caruso Turley Scott Inc. Rev. Date: 1/24/2024 3:55:38 PM By: eng60 Printed: 1/24/2024 3:59:40 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 0 in⁴ Warping Constant Override, Cw 0 in⁶ Purlin, Thickness 0.058 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 0.000 0.11800 Single 0.000 0.0000 0.5000 2 2.5000 270.000 0.11800 Single 0.000 0.0000 1.2500 3 7.6250 180.000 0.11800 Single 0.000 0.0000 3.8125 4 1.2500 90.000 0.11800 Single 0.000 0.0000 0.6250 5 0.1560 180.000 0.00010 None 0.000 0.0000 0.0570 6 1.2500 270.000 0.00010 None 0.000 0.0000 0.6250 7 0.7500 180.000 0.11800 None 0.000 0.0000 0.3750 Direct Strength Parameters Prequalified Section: No Compression: Pcrl/Py = 0.11512 Pcrd/Py =1000.00000 Positive Mx: Mcrl/My = 1.10636 Mcrd/My = 1.16877 Negative Mx: Mcrl/My = 0.39532 Mcrd/My =1000.00000 Positive My: Mcrl/My = 0.37778 Mcrd/My = 1.30661 Negative My: Mcrl/My = 1.14698 Mcrd/My = 1.22161 Shear: Vcr/Vy(y)= 0.00000 Vcr/Vy(x)= 0.00000 42 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Analysis: Exterior Purlin Weak Axis Analysis SS Only.cfsa eng60 Exterior Weak Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:59:06 PM By: eng60 Printed: 1/24/2024 3:59:41 PM Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 Edge Super Purlin Weak.cfss 1/24/2024 3:55:38 PM Material Area Length Weight (in²) (ft) (lb) 1 A653 HSLAS Grade 80 0.80653 18.000 49.360 Total 18.000 49.360 Start Loc. End Loc. Braced R kφ Lm ex ey (ft) (ft) Flange (lb) (ft) (in) (in) 1 0.000 18.000 Left 0.0000 0.0000 18.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 T 9.000 1.00 Yes 1.0000 3 XYT 18.000 1.00 Yes 1.0000 Loading: D Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -1.6700 -1.6700 lb/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft 43 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Analysis: Exterior Purlin Weak Axis Analysis SS Only.cfsa eng60 Exterior Weak Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:59:06 PM By: eng60 Printed: 1/24/2024 3:59:41 PM Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.0000 0.0000 lb/ft Load Combination: D Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 Load Combination: D+Lr Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D+0.6Wdn+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 3 S 0.500 Load Combination: 0.67D+0.6Wup+0.5S Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 3 S 0.500 Load Combination: D+S+0.3Wdn Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 44 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 3 Analysis: Exterior Purlin Weak Axis Analysis SS Only.cfsa eng60 Exterior Weak Axis Analysis SS Only Caruso Turley Scott Inc. SCF Arcadia Solar Canopy Rev. Date: 1/24/2024 3:59:06 PM By: eng60 Printed: 1/24/2024 3:59:41 PM Load Combination: 0.67D+S+0.3Wup Specification: AISI S100-16/S1-18, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 S 1.000 3 Wup 0.300 Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D+0.6Wdn+0.5S Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 18.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Edge Super Purlin Weak.cfss Material Type: A653 HSLAS Grade 80, Fy=80 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Left kφ 0 lb Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Total 0.0 0.06764 0.0 0.00000 0.0 Applied 0.0 0.06764 0.0 0.00000 0.0 Strength 3417.6 0.39041 5505.2 0.98419 3821.0 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.173 + 0.000 = 0.173 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.009 + 0.000)= 0.096 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 45 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Simple Span Length of Purlin =18 ft Cantilever Length of Purlin =5 ft Tributary Width to Purlin =45 in Effective Wind Area = Trib to Connection =66.9 Ft2 > 4a2 = 36 Ft2 where a=3' min. Components & Cladding Downward Wind =23.5 psf Components & Cladding Uplift Wind =-25.9 psf Dead Load to Purlin =15.15 plf Find Maximum Uplift Reaction. Maximum Reaction for Simple Spans =0.6DL+0.6W =-876 lb Maximum Reaction for Cantilever =0.6DL+0.6W =-684 lb Design Screw Connection for Purlin to Beam Maximum Reaction for Design =876 lb Capacity of Screw in Tension =861 lb/screw # of screws required = 1.0 screws Use 6 DESIGN SINGLE SCREW CONNECTION FOR LATERAL Maximum Lateral Reaction for Design =361 lb Capacity of Screw in Shear =676 lb/screw # of screws required = 0.5 screws Use 2 Sheet Updated 5/6/20 Purlin to Beam Connection Design #14 SCREWS TO CONNECT PURLIN TO BEAM #14 SCREWS TO CONNECT PURLIN TO BEAM F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 46 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Design Screw Size = #14 Thickness of Material in Connection =0.135 in d =nominal screw diameter (in.)=0.25 dw =larger of head or washer diameter, not larger than 5/16" (in.)=0.5 Ω =factor of safety =3.00 Pns =nominal shear strength of sheet per screw Pss =nominal shear strength of screw (lb/screw)=2440 (Worst case for ESR-2196, 1271, 1976) Pnot =nominal pull-out strength of sheet per screw Pnov =nominal pull-over strength of sheet per screw Pts =nominal tension strength of screw (lb/screw)=3658 (Worst case for ESR-2196, 1271, 1976) t1 =thickness of member in contact with screw head =0.058 in t2 =thickness of member not in contact with screw head =0.135 in tc =Lesser of depth of penetration and thickness t2 =0.135 in Fu1 =tensile strength of member in contact with screw or washer (psi)=85000 Fu2 =tensile strength of member not in contact with screw or washer (psi)=90000 For t2 / t1 ≤ 1.0, Pns shall be taken as the smallest of:For t2 / t1 > 2.5, Pns shall be taken as the smaller of: Pns =4.2 (t2 3d)(1/2)Fu2 (Eq. E/J 4.3.1-1) = 9375 lb Pns =2.7 t1 d Fu1 (Eq. E/J 4.3.1-4)= 3328 lb Pns =2.7 t1 d Fu1 (Eq. E/J 4.3.1-2)= 3328 lb Pns =2.7 t2 d Fu2 (Eq. E/J 4.3.1-5)= 8201 lb Pns =2.7 t2 d Fu2 (Eq. E/J 4.3.1-3)= 8201 lb Min = 3328 lb For 1.0< t2 / t1 > 2.5, Pns shall be determined by linear interpolation between the above two cases. For t2 / t1 =2.33 Pns =3328 lb 1109 lb Pns =Pss / Ω =813 lb Shear Capacity = P/Ω =813 lb / screw Pnot =0.85 tc d Fu2 (Eq. E/J 4.4.1-1) =2581.9 lb / Ω = Pnov =1.5 t1 d'w Fu1 (Eq. E/J 4.4.2-1) =3697.5 lb / Ω =where dw shall be taken not larger than 3/4 in. Pts =Pts / Ω =1219 lb Tension Capacity = P/Ω =861 lb / screw NOTE: 1. Based on the AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100. 2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d. Sheet Updated 7/14/22 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch. Washers shall be at least 0.050 inch thick for t1 greater than 0.027 in and at least 0.024 in for t1 equal to or less than 0.027 in. The washer shall be at least 0.063 in thick when 5/8 < dw < 3/4 in. Screw Connection: Definitions and Design Values (PURLIN TO BEAM DIRECT CONNECT) 0.058 in connected to Section E4.3.1 Connection Shear Limited by Tilting and Bearing Min = 3328 lb lb / Ω = Section E4.3.2 Shear in Screws Section E4.4.1 Pull-Out 861 lb Section E4.4.2 Pull-Over 1233 lb Section E4.4.3 Tension in Screws &R&RF:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 47 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Simple Span Length of Purlin =18 ft Cantilever Length of Purlin =5 ft Tributary Width to Purlin =45 in Effective Wind Area = Trib to Connection =66.9 Ft2 > 4a2 = 36 Ft2 where a=3' min. Components & Cladding Downward Wind =23.5 psf Components & Cladding Uplift Wind =-25.9 psf Dead Load to Purlin =15.15 plf Find Maximum Downward Reaction. (Design for purlins that aren't fully seated on beam.) Maximum Reaction for Simple Spans =DL+0.6W =1216 lb Maximum Reaction for Cantilever =DL+0.6W =950 lb Find Maximum Uplift Reaction. Maximum Reaction for Simple Spans =0.6DL+0.6W =-876 lb Maximum Reaction for Cantilever =0.6DL+0.6W =-684 lb DESIGN SCREW CONNECTION FOR PURLIN TO CLIP Maximum Reaction for Design =1216 lb Capacity of Screw in Shear =627 lb/screw # of screws required = 1.9 screws Use 6 DESIGN SCREW CONNECTION FOR CLIP TO BEAM Maximum Uplift Reaction for Design =876 lb Capacity of Screw in Tension =676 lb/screw # of screws required = 1.3 screws Use 6 DESIGN WELDED CONNECTION FOR CLIP TO BEAM Transverse Weld Loading:Length of weld=6 in For t > 0.10 in, also check: Allowable Weld Capacity =17047 lb Okay to weld clip to beam! Sheet Updated 7/14/22 17047 lb #12 SCREWS TO CONNECT PLATE TO BEAM #12 SCREWS TO CONNECT CLIP TO BEAM 28187 lb Purlin to Beam Connection Design 28187 lb F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 48 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Design Screw Size = #12 Thickness of Material in Connection =0.074 in d =nominal screw diameter (in.)=0.216 dw =larger of head or washer diameter, not larger than 5/16" (in.)=0.415 Ω =factor of safety =3.00 Pns =nominal shear strength of sheet per screw Pss =nominal shear strength of screw (lb/screw)=1880 (Worst case for ESR-2196, 1271, 1976) Pnot =nominal pull-out strength of sheet per screw Pnov =nominal pull-over strength of sheet per screw Pts =nominal tension strength of screw (lb/screw)=2325 (Worst case for ESR-2196, 1271, 1976) t1 =thickness of member in contact with screw head =0.138 in t2 =thickness of member not in contact with screw head =0.074 in tc =Lesser of depth of penetration and thickness t2 =0.074 in Fu1 =tensile strength of member in contact with screw or washer (psi)=80000 Fu2 =tensile strength of member not in contact with screw or washer (psi)=85000 For t2 / t1 ≤ 1.0, Pns shall be taken as the smallest of:For t2 / t1 > 2.5, Pns shall be taken as the smaller of: Pns =4.2 (t2 3d)(1/2)Fu2 (Eq. E/J 4.3.1-1) = 3340 lb Pns =2.7 t1 d Fu1 (Eq. E/J 4.3.1-4)= 6439 lb Pns =2.7 t1 d Fu1 (Eq. E/J 4.3.1-2)= 6439 lb Pns =2.7 t2 d Fu2 (Eq. E/J 4.3.1-5)= 3668 lb Pns =2.7 t2 d Fu2 (Eq. E/J 4.3.1-3)= 3668 lb Min = 3340 lb For 1.0< t2 / t1 > 2.5, Pns shall be determined by linear interpolation between the above two cases. For t2 / t1 =0.54 Pns =3340 lb 1113 lb Pns =Pss / Ω =627 lb Shear Capacity = P/Ω =627 lb / screw Pnot =0.85 tc d Fu2 (Eq. E/J 4.4.1-1) =1154.8 lb / Ω = Pnov =1.5 t1 d'w Fu1 (Eq. E/J 4.4.2-1) =6872.4 lb / Ω =where dw shall be taken not larger than 3/4 in. Pts =Pts / Ω =775 lb Tension Capacity = P/Ω =385 lb / screw NOTE: 1. Based on the AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100. 2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d. Sheet Updated 7/14/22 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch. Washers shall be at least 0.050 inch thick for t1 greater than 0.027 in and at least 0.024 in for t1 equal to or less than 0.027 in. The washer shall be at least 0.063 in thick when 5/8 < dw < 3/4 in. Min = 3668 lb Section E4.4.3 Tension in Screws Screw Connection: Definitions and Design Values (CLIP TO PURLIN) 0.138 in connected to lb / Ω = 385 lb 2291 lb Section E4.3.1 Connection Shear Limited by Tilting and Bearing Section E4.3.2 Shear in Screws Section E4.4.1 Pull-Out Section E4.4.2 Pull-Over &R&RF:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 49 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Design Screw Size = #12 Thickness of Material in Connection =0.138 in d =nominal screw diameter (in.)=0.216 dw =larger of head or washer diameter, not larger than 5/16" (in.)=0.415 Ω =factor of safety =3.00 Pns =nominal shear strength of sheet per screw Pss =nominal shear strength of screw (lb/screw)=1880 (Worst case for ESR-2196, 1271, 1976) Pnot =nominal pull-out strength of sheet per screw Pnov =nominal pull-over strength of sheet per screw Pts =nominal tension strength of screw (lb/screw)=2325 (Worst case for ESR-2196, 1271, 1976) t1 =thickness of member in contact with screw head =0.138 in t2 =thickness of member not in contact with screw head =0.138 in tc =Lesser of depth of penetration and thickness t2 =0.138 in Fu1 =tensile strength of member in contact with screw or washer (psi)=80000 Fu2 =tensile strength of member not in contact with screw or washer (psi)=80000 For t2 / t1 ≤ 1.0, Pns shall be taken as the smallest of:For t2 / t1 > 2.5, Pns shall be taken as the smaller of: Pns =4.2 (t2 3d)(1/2)Fu2 (Eq. E/J 4.3.1-1) = 8005 lb Pns =2.7 t1 d Fu1 (Eq. E/J 4.3.1-4)= 6439 lb Pns =2.7 t1 d Fu1 (Eq. E/J 4.3.1-2)= 6439 lb Pns =2.7 t2 d Fu2 (Eq. E/J 4.3.1-5)= 6439 lb Pns =2.7 t2 d Fu2 (Eq. E/J 4.3.1-3)= 6439 lb Min = 6439 lb For 1.0< t2 / t1 > 2.5, Pns shall be determined by linear interpolation between the above two cases. For t2 / t1 =1.00 Pns =6439 lb 2146 lb Pns =Pss / Ω =627 lb Shear Capacity = P/Ω =627 lb / screw Pnot =0.85 tc d Fu2 (Eq. E/J 4.4.1-1) =2026.9 lb / Ω = Pnov =1.5 t1 d'w Fu1 (Eq. E/J 4.4.2-1) =6872.4 lb / Ω =where dw shall be taken not larger than 3/4 in. Pts =Pts / Ω =775 lb Tension Capacity = P/Ω =676 lb / screw NOTE: 1. Based on the AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100. 2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d. Sheet Updated 7/14/22 Screw Connection: Definitions and Design Values (CLIP TO BEAM) 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch. Washers shall be at least 0.050 inch thick for t1 greater than 0.027 in and at least 0.024 in for t1 equal to or less than 0.027 in. The washer shall be at least 0.063 in thick when 5/8 < dw < 3/4 in. 0.138 in connected to Min = 6439 lb lb / Ω = 676 lb 2291 lb Section E4.4.3 Tension in Screws Section E4.4.1 Pull-Out Section E4.3.2 Shear in Screws Section E4.3.1 Connection Shear Limited by Tilting and Bearing Section E4.4.2 Pull-Over &R&RF:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Purlin Beam Connection\Purlin to Beam Connection Design1 50 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 1 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Nodal Point 1 1 DL DL -1 2 5 2 2 LL RLL 2 5 3 3 LL(UNB)RLL 1 3 5 5 WL(MWFRS)WL 4 10 6 6 WL(MWFRS)WL 4 10 7 7 WL(MWFRS)WL 4 10 8 8 WL(MWFRS)WL 4 10 9 9 WL(MWFRS)WL 4 10 10 10 WL(MWFRS)WL 4 10 11 11 WL(MWFRS)WL 4 10 12 12 WL(MWFRS)WL 4 10 25 25 ELX ELX 1.068 2 5 26 26 ELZ ELZ 0.822 2 5 27 27 ELY ELY 0.205 2 5 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 1 DL Y 1 1 2 2 LL Y 2 1 3 3 LL(UNB)Y 3 1 4 5 WL(MWFRS)Y 5 1 5 6 WL(MWFRS)Y 6 1 6 7 WL(MWFRS)Y 7 1 7 8 WL(MWFRS)Y 8 1 8 9 WL(MWFRS)Y 9 1 9 10 WL(MWFRS)Y 10 1 10 11 WL(MWFRS)Y 11 1 11 12 WL(MWFRS)Y 12 1 12 25 ELX Y 25 1 13 26 ELZ Y 26 1 14 27 ELY Y 27 1 15 DL+RLL(2)Yes Y 1 1 2 1 16 DL+RLL(3)Yes Y 1 1 3 1 17 DL+0.6WL(5)Yes Y 1 1 5 0.6 18 DL+0.6WL(6)Yes Y 1 1 6 0.6 19 DL+0.6WL(7)Yes Y 1 1 7 0.6 20 DL+0.6WL(8)Yes Y 1 1 8 0.6 21 DL+0.6WL(9)Yes Y 1 1 9 0.6 22 DL+0.6WL(10)Yes Y 1 1 10 0.6 23 DL+0.6WL(11)Yes Y 1 1 11 0.6 24 DL+0.6WL(12)Yes Y 1 1 12 0.6 25 DL+SL(4)+0.714pELX(25)+-0.714ELY(27)Yes Y 1 1 4 1 25 0.714 27 -0.714 26 DL+SL(4)+-0.714pELX(25)+-0.714ELY(27)Yes Y 1 1 4 1 25 -0.714 27 -0.714 27 DL+SL(4)+0.714pELZ(26)+-0.714ELY(27)Yes Y 1 1 4 1 26 0.714 27 -0.714 28 DL+SL(4)+-0.714pELZ(26)+-0.714ELY(27)Yes Y 1 1 4 1 26 -0.714 27 -0.714 29 0.9DL+0.714pELX(25)+0.714ELY(27)Yes Y 1 0.9 25 0.714 27 0.714 30 0.9DL+-0.714pELX(25)+0.714ELY(27)Yes Y 1 0.9 25 -0.714 27 0.714 31 0.9DL+0.714pELZ(26)+0.714ELY(27)Yes Y 1 0.9 26 0.714 27 0.714 32 0.9DL+-0.714pELZ(26)+0.714ELY(27)Yes Y 1 0.9 26 -0.714 27 0.714 33 0.67DL+0.6WL(5)Yes Y 1 0.67 5 0.6 34 0.67DL+0.6WL(6)Yes Y 1 0.67 6 0.6 35 0.67DL+0.6WL(7)Yes Y 1 0.67 7 0.6 36 0.67DL+0.6WL(8)Yes Y 1 0.67 8 0.6 37 0.67DL+0.6WL(9)Yes Y 1 0.67 9 0.6 51 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 2 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 38 0.67DL+0.6WL(10)Yes Y 1 0.67 10 0.6 39 0.67DL+0.6WL(11)Yes Y 1 0.67 11 0.6 40 0.67DL+0.6WL(12)Yes Y 1 0.67 12 0.6 Node Loads and Enforced Displacements (BLC 1 : 1 DL) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y -0.173 2 4 L Y -0.173 Node Loads and Enforced Displacements (BLC 2 : 2 LL) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y -0.398 2 4 L Y -0.398 Node Loads and Enforced Displacements (BLC 3 : 3 LL(UNB)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y -0.398 Node Loads and Enforced Displacements (BLC 5 : 5 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y 0.512 2 4 L Y 0.326 3 3 L X -0.09 4 4 L X -0.058 Node Loads and Enforced Displacements (BLC 6 : 6 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y 0 2 4 L Y 0.73 3 3 L X 0 4 4 L X -0.129 Node Loads and Enforced Displacements (BLC 7 : 7 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y 0.699 2 4 L Y 0.481 3 3 L X -0.123 4 4 L X -0.085 Node Loads and Enforced Displacements (BLC 8 : 8 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y 0.342 2 4 L Y 0.854 3 3 L X -0.06 4 4 L X -0.151 52 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 3 Node Loads and Enforced Displacements (BLC 9 : 9 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y -0.481 2 4 L Y -0.714 3 3 L X 0.085 4 4 L X 0.126 Node Loads and Enforced Displacements (BLC 10 : 10 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y -0.776 2 4 L Y -0.186 3 3 L X 0.137 4 4 L X 0.033 Node Loads and Enforced Displacements (BLC 11 : 11 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y 0 2 4 L Y 0.544 3 3 L X 0 4 4 L X -0.096 Node Loads and Enforced Displacements (BLC 12 : 12 WL(MWFRS)) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y -0.435 2 4 L Y 0.14 3 3 L X 0.077 4 4 L X -0.025 Node Loads and Enforced Displacements (BLC 25 : 25 ELX) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L X 0.185 2 4 L X 0.185 Node Loads and Enforced Displacements (BLC 26 : 26 ELZ) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Z 0.142 2 4 L Z 0.142 Node Loads and Enforced Displacements (BLC 27 : 27 ELY) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 3 L Y 0.036 2 4 L Y 0.036 Member Point Loads (BLC 1 : 1 DL) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 Y -0.274 3.727 2 2 Y -0.274 7.465 53 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 4 Member Point Loads (BLC 1 : 1 DL) (Continued) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 3 2 Y -0.274 11.202 4 3 Y -0.274 0.114 5 3 Y -0.274 3.852 Member Point Loads (BLC 2 : 2 LL) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 Y -0.795 3.727 2 2 Y -0.795 7.465 3 2 Y -0.795 11.202 4 3 Y -0.795 0.114 5 3 Y -0.795 3.852 Member Point Loads (BLC 3 : 3 LL(UNB)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 Y -0.795 3.727 2 2 Y -0.795 7.465 3 2 Y -0.795 11.202 Member Point Loads (BLC 5 : 5 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X -0.181 3.727 2 2 Y 1.026 3.727 3 2 X -0.181 7.465 4 2 Y 1.028 7.465 5 2 X -0.148 11.202 6 2 Y 0.842 11.202 7 3 X -0.115 0.114 8 3 Y 0.654 0.114 9 3 X -0.115 3.852 10 3 Y 0.653 3.852 Member Point Loads (BLC 6 : 6 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X 0 3.727 2 2 Y 0 3.727 3 2 X 0 7.465 4 2 Y 0 7.465 5 2 X -0.128 11.202 6 2 Y 0.728 11.202 7 3 X -0.258 0.114 8 3 Y 1.464 0.114 9 3 X -0.258 3.852 10 3 Y 1.462 3.852 Member Point Loads (BLC 7 : 7 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X -0.247 3.727 2 2 Y 1.4 3.727 3 2 X -0.247 7.465 54 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 5 Member Point Loads (BLC 7 : 7 WL(MWFRS)) (Continued) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 4 2 Y 1.402 7.465 5 2 X -0.209 11.202 6 2 Y 1.185 11.202 7 3 X -0.17 0.114 8 3 Y 0.965 0.114 9 3 X -0.17 3.852 10 3 Y 0.964 3.852 Member Point Loads (BLC 8 : 8 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X -0.121 3.727 2 2 Y 0.684 3.727 3 2 X -0.121 7.465 4 2 Y 0.685 7.465 5 2 X -0.211 11.202 6 2 Y 1.196 11.202 7 3 X -0.302 0.114 8 3 Y 1.713 0.114 9 3 X -0.302 3.852 10 3 Y 1.711 3.852 Member Point Loads (BLC 9 : 9 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X 0.17 3.727 2 2 Y -0.964 3.727 3 2 X 0.17 7.465 4 2 Y -0.965 7.465 5 2 X 0.211 11.202 6 2 Y -1.198 11.202 7 3 X 0.253 0.114 8 3 Y -1.433 0.114 9 3 X 0.252 3.852 10 3 Y -1.431 3.852 Member Point Loads (BLC 10 : 10 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X 0.274 3.727 2 2 Y -1.555 3.727 3 2 X 0.275 7.465 4 2 Y -1.557 7.465 5 2 X 0.171 11.202 6 2 Y -0.969 11.202 7 3 X 0.066 0.114 8 3 Y -0.374 0.114 9 3 X 0.066 3.852 10 3 Y -0.373 3.852 55 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 6 Member Point Loads (BLC 11 : 11 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X 0 3.727 2 2 Y 0 3.727 3 2 X 0 7.465 4 2 Y 0 7.465 5 2 X -0.096 11.202 6 2 Y 0.542 11.202 7 3 X -0.192 0.114 8 3 Y 1.09 0.114 9 3 X -0.192 3.852 10 3 Y 1.089 3.852 Member Point Loads (BLC 12 : 12 WL(MWFRS)) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X 0.154 3.727 2 2 Y -0.871 3.727 3 2 X 0.154 7.465 4 2 Y -0.872 7.465 5 2 X 0.053 11.202 6 2 Y -0.299 11.202 7 3 X -0.049 0.114 8 3 Y 0.28 0.114 9 3 X -0.049 3.852 10 3 Y 0.28 3.852 Member Point Loads (BLC 25 : 25 ELX) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 X 0.292 3.727 2 2 X 0.292 7.465 3 2 X 0.292 11.202 4 3 X 0.292 0.114 5 3 X 0.292 3.852 Member Point Loads (BLC 26 : 26 ELZ) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 Z 0.225 3.727 2 2 Z 0.225 7.465 3 2 Z 0.225 11.202 4 3 Z 0.225 0.114 5 3 Z 0.225 3.852 Member Point Loads (BLC 27 : 27 ELY) Member Label Direction Magnitude [k, k-ft]Location [(ft, %)] 1 2 Y 0.056 3.727 2 2 Y 0.056 7.465 3 2 Y 0.056 11.202 4 3 Y 0.056 0.114 5 3 Y 0.056 3.852 56 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:22:19 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 7 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 1 max 2.484 30 8.027 15 1.91 28 22.315 28 5.109 32 21.012 29 1 min -2.484 25 -2.129 36 -1.91 27 -22.315 27 -5.109 31 -38.741 26 2 Totals:max 2.484 30 8.027 15 1.91 28 3 min -2.484 25 -2.129 36 -1.91 27 Envelope Member Section Forces Member Sec Axial[k]LC y Shear[k]LC z Shear[k]LC Torque[k-ft]LC y-y Moment[k-ft]LC z-z Moment[k-ft]LC 0 1 1 max 8.027 15 2.488 25 1.965 28 5.109 32 22.315 27 21.012 29 1 min -2.129 36 -2.5 26 -1.965 27 -5.109 31 -22.315 28 -38.741 26 2 2 max 7.865 15 2.364 25 1.87 28 5.109 32 16.052 27 13.09 29 3 min -2.238 36 -2.376 26 -1.87 27 -5.109 31 -16.052 28 -32.599 16 4 3 max 7.702 15 2.24 25 1.775 28 5.109 32 10.1 27 8.964 35 5 min -2.346 36 -2.252 26 -1.775 27 -5.109 31 -10.1 28 -32.498 16 6 4 max 7.54 15 2.117 25 1.68 28 5.109 32 4.458 27 11.424 35 7 min -2.455 36 -2.128 26 -1.68 27 -5.109 31 -4.458 28 -32.397 16 8 5 max 7.378 15 1.993 25 1.585 28 5.109 32 0.901 32 13.885 35 9 min -2.564 36 -2.005 26 -1.585 27 -5.109 31 -0.901 31 -34.151 22 10 2 1 max 0.107 29 0.311 35 0.066 31 0 40 0 40 0 40 11 min -0.164 26 -0.641 22 -0.066 32 0 15 0 15 0 15 12 2 max 0.199 29 0.214 35 0.152 31 0 40 0.405 31 2.645 22 13 min -0.304 26 -0.786 22 -0.152 32 0 15 -0.405 32 -0.973 35 14 3 max 0.46 29 0.788 35 0.4 31 0 40 1.722 31 10.315 22 15 min -0.705 26 -2.149 22 -0.4 32 0 15 -1.722 32 -4.061 35 16 4 max 0.721 29 1.364 35 0.647 31 0 40 3.951 31 23 22 17 min -1.105 26 -3.512 22 -0.647 32 0 15 -3.951 32 -9.263 35 18 5 max 0.983 29 1.808 35 0.894 31 0 40 7.091 31 39.404 22 19 min -1.506 26 -4.518 22 -0.894 32 0 15 -7.091 32 -16.1 35 20 3 1 max 0.972 26 3.187 21 0.577 32 0 40 1.903 31 10.257 21 21 min -0.635 29 -1.931 36 -0.577 31 0 15 -1.903 32 -5.747 36 22 2 max 0.64 26 1.97 21 0.372 32 0 40 1.136 31 6.313 21 23 min -0.418 29 -1.118 36 -0.372 31 0 15 -1.136 32 -3.571 36 24 3 max 0.568 26 1.895 21 0.327 32 0 40 0.473 31 2.641 21 25 min -0.371 29 -1.168 36 -0.327 31 0 15 -0.473 32 -1.4 36 26 4 max 0.236 26 0.68 21 0.122 32 0 40 0.19 31 1.22 21 27 min -0.154 29 -0.357 36 -0.122 31 0 15 -0.19 32 -0.725 36 28 5 max 0.164 26 0.605 21 0.078 32 0 40 0 40 0 40 29 min -0.107 29 -0.406 36 -0.078 31 0 15 0 15 0 15 57 1610 E First St - 101118465 & 201822505/7/2024 Detail Report: 1 Load Combination:LC 26: DL+SL(4) +-0.714pELX(25) +-0.714ELY(27) Code check:0.257 (axial/bending) y z y z x Input Data Shape:W12X50 Member Type:Column Length (ft):13.063 Material Type:Hot Rolled Steel Design Rule:Typical Internal Sections:97 Design Code:AISC 14th (360-10): ASD I Node:1 J Node:2 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Diagrams: 0.469 at 13.06 ft y Deflection (in)z Deflection (in) 3.734 at 0 ft 2.99 at 13.06 ft Axial Force (k) -2.005 at 13.06 ft -2.5 at 0 ft y Shear Force (k)z Shear Force (k) Torsion (k-ft)y-y Moment (k-ft) -9.321 at 13.06 ft -38.741 at 0 ft z-z Moment (k-ft) 0.256 at 0 ft 0.205 at 13.06 ft Axial Stress (ksi) 7.253 at 0 ft 1.745 at 13.06 ft Bending Compression Stress (ksi) -1.745 at 13.06 ft -7.253 at 0 ft Bending Tension Stress (ksi) AISC 14th (360-10): ASD Code Check Limit State Required Available Unity Check Result Applied Loading -Bending/Axial ---- Applied Loading -Shear + Torsion ---- Axial Tension Analysis 0 k 437.126 k -- Axial Compression Analysis 3.734 k 274.327 k -- Flexural Analysis (Strong Axis)38.741 k-ft 155.021 k-ft -- Flexural Analysis (Weak Axis)0 k-ft 53.144 k-ft -- Shear Analysis (Major Axis y)2.5 k 90.28 k 0.028 PASS Shear Analysis (Minor Axis z)0 k 185.792 k 0 PASS Bending & Axial Interaction Check (UC Bending Max)--0.257 PASS RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 1 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:30:38 PM 58 1610 E First St - 101118465 & 201822505/7/2024 Detail Report: 1 Load Combination:LC 28: DL+SL(4) +-0.714pELZ(26) +-0.714ELY(27) Code check:1.272 (axial/bending) y z y z x Input Data Shape:W12X50 Member Type:Column Length (ft):13.063 Material Type:Hot Rolled Steel Design Rule:Typical Internal Sections:97 Design Code:AISC 14th (360-10): ASD I Node:1 J Node:2 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Diagrams: 0.174 at 13.06 ft y Deflection (in) -1.602 at 13.06 ft z Deflection (in) 3.734 at 0 ft 2.99 at 13.06 ft Axial Force (k) -0.006 at 0 ft y Shear Force (k) 1.965 at 0 ft 1.585 at 13.06 ft z Shear Force (k) 4.947 at 0 ft Torsion (k-ft) 0.872 at 13.06 ft -22.315 at 0 ft y-y Moment (k-ft) -10.644 at 13.06 ft -10.722 at 0 ft z-z Moment (k-ft) 0.256 at 0 ft 0.205 at 13.06 ft Axial Stress (ksi) 56.731 at 0 ft 10.697 at 6.53 ft Bending Compression Stress (ksi) -10.697 at 6.53 ft -56.731 at 0 ft Bending Tension Stress (ksi) AISC 14th (360-10): ASD Code Check Limit State Required Available Unity Check Result Applied Loading -Bending/Axial ---- Applied Loading -Shear + Torsion ---- Axial Tension Analysis 0 k 437.126 k -- Axial Compression Analysis 3.734 k 274.327 k -- Flexural Analysis (Strong Axis)10.722 k-ft 155.021 k-ft -- Flexural Analysis (Weak Axis)63.55 k-ft 53.144 k-ft -- Shear Analysis (Major Axis y)56.337 k 90.28 k 0.624 PASS Shear Analysis (Minor Axis z)137.595 k 185.792 k 0.741 PASS Bending & Axial Interaction Check (UC Bending Max)--1.272 FAIL RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 1 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:31:23 PM 59 1610 E First St - 101118465 & 201822505/7/2024 Job Name Job No.:Sheet No.: By: Date: Reaction Type Reaction Proportion Proportioned Reaction Capacity Ratio Axial (A)3.734 K 1.0000 3.734 K 107.410 K 0.03 0.000 ≤1.000 Strong Axis Moment (Mz)-38.741 K-FT 1.0000 -38.741 K-FT 90.285 K-FT 0.43 0.464 ≤1.000 H (Height of Column) Strong Axis Shear (Vy)-2.500 K 1.0000 -2.500 K 31.236 K 0.08 0.436 ≤1.000 13.063 ft Weak Axis Moment (My)0.000 K-FT 1.0000 0.000 K-FT 36.791 K-FT 0.00 0.000 ≤1.000 14 ft Weak Axis Shear (Vz)0.000 K 1.0000 0.000 K 53.389 K 0.00 0.362 ≤0.782 Torsion (T)0.000 K-FT 1.0000 0.000 K-FT 19.140 K-FT 0.00 0.000 ≤0.782 0.470 ≤1.000 Strong Axis Design OK Inside Box Strong Axis Moment (Mz)-38.741 K-FT 0.4301 -16.662 K-FT 75.861 K-FT 0.22 0.000 ≤1.000 Strong Axis Shear (Vy)-2.500 K 0.5310 -1.328 K 35.369 K 0.04 0.220 ≤1.000 Weak Axis Moment (My)0.000 K-FT 0.4529 0.000 K-FT 33.362 K-FT 0.00 0.223 ≤1.000 Weak Axis Shear (Vz)0.000 K 0.4798 0.000 K 49.249 K 0.00 0.000 ≤1.000 Torsion (T)0.000 K-FT 0.4540 0.000 K-FT 20.403 K-FT 0.00 0.184 ≤0.782 0.000 ≤0.782 0.221 ≤1.000 Reaction Type Reaction Proportion Proportioned Reaction Capacity Ratio Axial (A)3.734 K 1.0000 3.734 K 107.410 K 0.03 0.000 ≤1.000 Strong Axis Moment (Mz)-10.722 K-FT 1.0000 -10.722 K-FT 90.285 K-FT 0.12 0.760 ≤1.000 H (Height of Column) Strong Axis Shear (Vy)-0.006 K 1.0000 -0.006 K 31.236 K 0.00 0.119 ≤1.000 13.063 ft Weak Axis Moment (My)-22.315 K-FT 1.0000 -22.315 K-FT 36.791 K-FT 0.61 0.608 ≤1.000 14 ft Weak Axis Shear (Vz)1.965 K 1.0000 1.965 K 53.389 K 0.04 0.071 ≤0.782 Torsion (T)4.947 K-FT 1.0000 4.947 K-FT 19.140 K-FT 0.26 0.417 ≤0.782 0.847 ≤1.000 Weak Axis Design OK Inside Box Strong Axis Moment (Mz)-10.722 K-FT 0.4301 -4.611 K-FT 75.861 K-FT 0.06 0.000 ≤1.000 Strong Axis Shear (Vy)-0.006 K 0.5310 -0.003 K 35.369 K 0.00 0.364 ≤1.000 Weak Axis Moment (My)-22.315 K-FT 0.4529 -10.107 K-FT 33.362 K-FT 0.30 0.061 ≤1.000 Weak Axis Shear (Vz)1.965 K 0.4798 0.943 K 49.249 K 0.02 0.304 ≤1.000 Torsion (T)4.947 K-FT 0.4540 2.246 K-FT 20.403 K-FT 0.11 0.037 ≤0.782 0.207 ≤0.782 0.380 ≤1.000 Notes: 1. AT or AC capacities are determined based on reaction input sign where (+) indicates compression, and (-) indicates tension. 2. Mz, Vy, My, and Vz capacities are determined per CFS in accordance with AISI S100-16. 3. Torsional capacity is determined in accordance with ANSI/AISC 360-16. 4. When column is reinforced with inside box column, proportioning is done as follows: a. Moment is proportioned by ratio of ( Ix or Iy ). b. Shear is proportioned based on section area ( A ). c. Torsion is proportioned based on torsional constant ( C )Last Revision Strong Axis Design OK Weak Axis Design OK AISI S100-16 Equation H1.2-1 AISI S100-16 Equation H2-1 AISI S100-16 Equation H2-1 AISI S100-16 Equation H3-1a AISI S100-16 Equation H3-1a AISI S100-16 Equation H1.2-1 AISI S100-16 Equation H2-1 AISI S100-16 Equation H2-1 AISI S100-16 Equation H3-1a 3/7/2022 Indo Chinese Islamic Center Solar Canopy COLUMN THICKNESS = 0.138" DESIGN 24-0076 JKC 1/25/2024 Steel Column with Optional Steel Box Insert Design Only √[(Mz/Maloz)2 + (Vy/Vay)2] STRONG AXIS: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing)Interaction Equations Per AISI S100-16 and AISC A-360-16 STRONG AXIS - Box Column Section Mz/Mazt + My/Mayt + T/Ta Mz/Maz + My/May + (-T or C) / (Ta or Ca) AISI S100-16 Equation H1.1-1 AISI S100-16 Equation H1.2-1 AISI S100-16 Equation H2-1 0.91(P/Pn) + (Mz/Mnloz) √[(My/Maloy)2 + (Vz/Vaz)2] 0.91(P/Pn) + (Mz/Mnloz) 0.91(P/Pn) + (My/Mnloy) (Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2 STRONG AXIS - Inside Box Column Section Mz/Mazt + My/Mayt + T/Ta Mz/Maz + My/May + (-T or C) / (Ta or Ca) √[(Mz/Maloz)2 + (Vy/Vay)2] √[(My/Maloy)2 + (Vz/Vaz)2] AISI S100-16 Equation H2-1 AISI S100-16 Equation H3-1a AISI S100-16 Equation H3-1a AISC A360-16 Equation H3-6 AISI S100-16 Equation H1.1-1 0.91(P/Pn) + (Mz/Mnloz) 0.91(P/Pn) + (My/Mnloy) 0.91(P/Pn) + (My/Mnloy) (Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2 WEAK AXIS - Box Column Section Mz/Mazt + My/Mayt + T/Ta Mz/Maz + My/May + (-T or C) / (Ta or Ca) √[(Mz/Maloz)2 + (Vy/Vay)2] √[(My/Maloy)2 + (Vz/Vaz)2] WEAK AXIS: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing)Interaction Equations Per AISI S100-16 and AISC A-360-16 AISI S100-16 Equation H3-1a AISC A360-16 Equation H3-6 AISI S100-16 Equation H1.1-1 (Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2 WEAK AXIS - Inside Box Column Section (Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2 Mz/Mazt + My/Mayt + T/Ta AISC A360-16 Equation H3-6 AISI S100-16 Equation H3-1a AISI S100-16 Equation H3-1a AISI S100-16 Equation H2-1 AISI S100-16 Equation H2-1 AISI S100-16 Equation H1.2-1 AISI S100-16 Equation H1.1-1 AISC A360-16 Equation H3-6 Mz/Maz + My/May + (-T or C) / (Ta or Ca) √[(Mz/Maloz)2 + (Vy/Vay)2] √[(My/Maloy)2 + (Vz/Vaz)2] 0.91(P/Pn) + (Mz/Mnloz) 0.91(P/Pn) + (My/Mnloy) 60 1610 E First St - 101118465 & 201822505/7/2024 Detail Report: 2 Load Combination:LC 22: DL+0.6WL(10)Code check:0.349 (axial/bending) y z y z x Input Data Shape:W12X40 Member Type:Beam Length (ft):14.825 Material Type:Hot Rolled Steel Design Rule:Typical Internal Sections:97 Design Code:AISC 14th (360-10): ASD I Node:3 J Node:2 I Release:Fixed J Release:Fixed I Offset:N/A J Offset:N/A T/C Only:Both Way Diagrams: 0.079 at 14.83 ft -1.601 at 0 ft y Deflection (in)z Deflection (in) -0.03 at 0 ft -0.275 at 14.83 ft Axial Force (k) -0.641 at 0 ft -4.518 at 14.83 ft y Shear Force (k)z Shear Force (k) Torsion (k-ft)y-y Moment (k-ft) 39.404 at 14.83 ft z-z Moment (k-ft) -0.003 at 0 ft -0.024 at 14.83 ft Axial Stress (ksi) 9.164 at 14.83 ft Bending Compression Stress (ksi) -9.164 at 14.83 ft Bending Tension Stress (ksi) AISC 14th (360-10): ASD Code Check Limit State Required Available Unity Check Result Applied Loading -Bending/Axial ---- Applied Loading -Shear + Torsion ---- Axial Tension Analysis 0.275 k 350.299 k -- Axial Compression Analysis 0 k 189.585 k -- Flexural Analysis (Strong Axis)39.404 k-ft 113.113 k-ft -- Flexural Analysis (Weak Axis)0 k-ft 41.916 k-ft -- Shear Analysis (Major Axis y)4.518 k 70.21 k 0.064 PASS Shear Analysis (Minor Axis z)0 k 148.209 k 0 PASS Bending & Axial Interaction Check (UC Bending Max)--0.349 PASS RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 1 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:37:15 PM 61 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 1 Section: Box 15.75x4x0.75x0.138.cfss eng60 Box 15.75x4x0.75x0.138 Caruso Turley Scott Inc. Rev. Date: 1/25/2024 3:39:38 PM By: eng60 Printed: 1/25/2024 3:44:40 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 80 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 80 ksi Tensile Strength, Fu 90 ksi Torsion Constant Override, J 177.14 in⁴ Warping Constant Override, Cw 221.65 in⁶ Connector Spacing 0 in Left Channel, Thickness 0.138 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 270.000 0.25000 None 0.000 0.000 0.375 2 4.000 180.000 0.25000 Single 0.000 0.000 2.000 3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875 4 4.000 0.000 0.25000 Single 0.000 0.000 2.000 5 0.750 -90.000 0.25000 None 0.000 0.000 0.375 Right Channel, Thickness 0.138 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.750 -90.000 0.25000 None 0.000 0.000 0.375 2 4.000 0.000 0.25000 Single 0.000 0.000 2.000 3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875 4 4.000 180.000 0.25000 Single 0.000 0.000 2.000 5 0.750 270.000 0.25000 None 0.000 0.000 0.375 62 1610 E First St - 101118465 & 201822505/7/2024 CFS Version 13.0.2 Page 2 Section: Box 15.75x4x0.75x0.138.cfss eng60 Box 15.75x4x0.75x0.138 Caruso Turley Scott Inc. Rev. Date: 1/25/2024 3:39:38 PM By: eng60 Printed: 1/25/2024 3:44:40 PM Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material Type: A653 HSLAS Grade 80, Fy=80 ksi Design Parameters: Lx 14.825 ft Ly 14.825 ft Lt 14.825 ft Kx 2.1000 Ky 1.2000 Kt 1.2000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kφ 0 lb Red. Factor, R: 0 Lm 1.000 ft Entered moments include P-δ effects Loads: P Mx Vy My Vx (lb) (k-ft) (lb) (k-ft) (lb) Entered -275 39.404 -4518 0.000 0 Applied -275 39.404 -4518 0.000 0 Strength 299947 90.285 31236 36.791 53389 Interaction Equations Eq. H1.1-1 (Mx, My, T) 0.339 + 0.000 + 0.001 = 0.340 <= 1.0 Eq. H1.1-2 (Mx, My, T) 0.436 + 0.000 - 0.001 = 0.436 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.172 + 0.021)= 0.439 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 63 1610 E First St - 101118465 & 201822505/7/2024 6864 1610 E First St - 101118465 & 201822505/7/2024 -34.151 -34.151 6965 1610 E First St - 101118465 & 201822505/7/2024 1.585 1.585 0.9 10.8 =25.36 k-in 3.17 25.36 3.17 k 3.17 7066 1610 E First St - 101118465 & 201822505/7/2024 1.585 1.585 2.38 7167 1610 E First St - 101118465 & 201822505/7/2024 Company Designer Job Number Model Name : : : : Caruso Turley Scott, Inc. JKC 24-0076 22 ft Semi-Cantilever Checked By : __________ 1/25/2024 3:54:16 PM RISA-3D Version 21 [ 24-0076 22 ft Semi-Cantilever.r3d ]Page 1 Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 0 1 1 0 3.257 0 0 0 -9.343 1 1 Totals:0 3.257 0 2 1 COG (ft):X: -2.853 Y: 11.258 Z: 0 3 2 1 0 4.77 0 0 0 -17.162 4 2 Totals:0 4.77 0 5 2 COG (ft):X: -3.566 Y: 12.434 Z: 0 6 3 1 0 2.783 0 0 0 -23.189 7 3 Totals:0 2.783 0 8 3 COG (ft):X: -8.299 Y: 11.599 Z: 0 9 4 1 0.889 -5.042 0 0 0 13.116 10 4 Totals:0.889 -5.042 0 11 4 COG (ft):X: -4.792 Y: 12.218 Z: 0 12 5 1 0.773 -4.383 0 0 0 -18.789 13 5 Totals:0.773 -4.383 0 14 5 COG (ft):X: 1.956 Y: 13.408 Z: 0 15 6 1 1.251 -7.096 0 0 0 16.844 16 6 Totals:1.251 -7.096 0 17 6 COG (ft):X: -4.583 Y: 12.255 Z: 0 18 7 1 1.267 -7.185 0 0 0 -7.616 19 7 Totals:1.267 -7.185 0 20 7 COG (ft):X: -1.201 Y: 12.851 Z: 0 21 8 1 -1.267 7.186 0 0 0 -2.021 22 8 Totals:-1.267 7.186 0 23 8 COG (ft):X: -2.491 Y: 12.623 Z: 0 24 9 1 -1.021 5.791 0 0 0 -28.547 25 9 Totals:-1.021 5.791 0 26 9 COG (ft):X: -6.946 Y: 11.838 Z: 0 27 10 1 0.576 -3.264 0 0 0 -14.02 28 10 Totals:0.576 -3.264 0 29 10 COG (ft):X: 1.956 Y: 13.408 Z: 0 30 11 1 -0.313 1.777 0 0 0 -22.181 31 11 Totals:-0.313 1.777 0 32 11 COG (ft):X: -14.292 Y: 10.543 Z: 0 33 12 1 -3.478 0 0 0 0 39.209 34 12 Totals:-3.478 0 0 35 12 COG (ft):NC NC NC 36 13 1 0 0 -2.676 -30.123 -7.634 0 37 13 Totals:0 0 -2.676 38 13 COG (ft):NC NC NC 39 14 1 0 -0.669 0 0 0 1.906 40 14 Totals:0 -0.669 0 41 14 COG (ft):X: -2.853 Y: 11.258 Z: 0 68 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Maximum Moment =38741 lb-ft Maximum Axial Load =8027 lb Allowable Lateral Soil Bearing Pressure = R =150 psf/ft Skin Friction = Allow bearing / 6 =250 psf/ft Is Multiplier of 2 permitted on Allowable Lateral Soil Bearing Pressure? Yes R design =300 psf/ft Assumed Caisson Diameter = b =2.50 ft Minimum Depth of Drilled Pier for Axial Load =4.09 ft Mo = moment per foot of pile diameter, applied at the resisting surface = M / d =15496.4 lb-ft / ft L = depth of pile =9.91 ft Maximum Moment =38741 k-ft S3 = (Depth of Embedment) x (Allow. Lateral Soil Bearing Pressure) where d = depth of embedment . Combine equations and solve for "d": 6.03 ft Average =7.97 ft Sheet Updated 1/13/23 Use 30 in diameter x 7.97 ft deep concrete drilled pier DRILLED PIER DESIGN FOR SHADE AND SOLAR CANOPIES UNCONSTRAINED ANALYSIS (CZERNIAK) CONSTRAINED ANALYSIS (IBC) AVERAGE OF UNCONSTRAINED AND CONSTRAINED ANALYSIS FOR ASPHALT Use 30 in diameter x 9.91 ft deep concrete drilled pier Use 30 in diameter x 6.03 ft deep concrete drilled pier ==3 66.2 R ML o bS Md 3 25.4= = =3 25.4 bR Md F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Drilled Pier\Foundation Master Design1 69 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . f'c =2500 psi Fy =60000 psi h =0.8D h =24.0 in db = d =20.5 in D =30 in Ag =707 in2 MAXIMUM MU FROM STRENGTH DESIGN LOAD COMBOS =(5.3.1c) 1.2D + 1.6Lr + 0.5W =62588 LB*FT L = drilled pier embedment (ft) =9.916667 <--- Reinforcing only valid for this drilled pier depth x = column embedment into drilled pier (ft) =4 Minimum depth (x) of embedment (ft) = L/3 =3.31 =51128 ft*lb No. of Bars Bar #As (in2) 1 5 0.31 1 6 0.44 .1 7 0.60 1 8 0.79 1 9 0.99 3 5 0.92 2 6 0.88 2 7 1.20 1 8 0.79 1 9 0.99 0.0012 0.0012 As req' per side = r bd =0.75 in2 Use 2 # 6 each side of column Sheet Updated 1/13/23 0.0033 Design Code is 2018 IBC 55.1 0.0113 DRILLED PIER REINFORCING DESIGN Transform area of circle into equivalent rectangle. Diameter = D =29.5 in Diameter of reinforcing bars 0.0009 Ar e a p e r b a r si z e Re q u i r e d # o f ba r s p e r s i z e h=0.8D D Abg 8.0=        +  −= 43 341 L x L xMMox ===229.0 )12( bd M bd MK ft in uu u  == y c F f '319.0 1maxr =                 = yy c FF f 200;'3maxminr ==calcrr3 4 min =r 2 ""3 bdhd−−= =   −− = y c u c F f Kf '425.011')85.0( r F:\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Drilled Pier\Foundation Master Design1 70 1610 E First St - 101118465 & 201822505/7/2024 General Footing LIC# : KW-06016452, Build:20.23.10.31 CARUSO TURLEY SCOTT (c) ENERCALC INC 1983-2023 DESCRIPTION:Downward Wind Spread Footing Design Project File: Spread Footing.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 2.0 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =130.0 pcf # Dimensions Width parallel to X-X Axis 10.50 ft Length parallel to Z-Z Axis = 5.750 ft Load location offset from footing center... ex : Prll to X-X Axis 39 in= in= =Pedestal dimensions... px : parallel to X-X Axis 16.0 in pz : parallel to Z-Z Axis 8.0 in Height = = 12.0 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 12.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6 Number of Bars = 7.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =6 Number of Bars =13.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 70.8 % # Bars required on each side of zone 29.2 % Applied Loads 3.257 4.770 7.186 -0.6690 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k-1.267 -3.478 V-z k-2.676 -28.547 M-xx = -9.343 k-ft=-23.189 k-ft 39.209 -30.123 H = 71 1610 E First St - 101118465 & 201822505/7/2024 General Footing LIC# : KW-06016452, Build:20.23.10.31 CARUSO TURLEY SCOTT (c) ENERCALC INC 1983-2023 DESCRIPTION:Downward Wind Spread Footing Design Project File: Spread Footing.ec6 Project Title: Engineer: Project ID: Project Descr: PASS 2.658 Sliding - X-X 2.435 k 6.472 k +0.60D+0.70E PASS 4.723 Sliding - Z-Z 1.873 k 8.847 k +0.60D+0.70E DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7720 Soil Bearing 1.158 ksf 1.50 ksf +0.60D+0.70E about X-X axis PASS 1.277 Overturning - X-X 28.052 k-ft 35.821 k-ft +0.60D+0.70E PASS 2.536 Overturning - Z-Z 28.383 k-ft 71.971 k-ft +0.60D+0.70E PASS 26.606 Uplift -0.4683 k 12.459 k +0.60D+0.70E PASS 0.009627 Z Flexure (+X)0.2638 k-ft/ft 27.406 k-ft/ft +1.20D+E PASS 0.3621 Z Flexure (-X)9.924 k-ft/ft 27.406 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.02908 X Flexure (+Z)0.8096 k-ft/ft 27.846 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.07965 X Flexure (-Z)2.218 k-ft/ft 27.846 k-ft/ft +0.90D+E PASS 0.009087 1-way Shear (+X)0.6815 psi 75.0 psi +1.20D+E PASS 0.1904 1-way Shear (-X)14.283 psi 75.0 psi +1.20D+1.60Lr+0.50W PASS 0.05003 1-way Shear (+Z)3.752 psi 75.0 psi +1.20D+E PASS 0.1054 1-way Shear (-Z)7.905 psi 75.0 psi +0.90D+E PASS 0.08218 2-way Punching 12.327 psi 150.0 psi +1.20D+1.60Lr+0.50W Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. 72 1610 E First St - 101118465 & 201822505/7/2024 General Footing LIC# : KW-06016452, Build:20.23.10.31 CARUSO TURLEY SCOTT (c) ENERCALC INC 1983-2023 DESCRIPTION:Uplift Wind Spread Footing Design CARUSO TURLEY SCOTT, INC. 1215 W. RIO SALADO PKWY, SUITE 200 TEMPE, AZ 85281 Project File: Spread Footing.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 2.0 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =130.0 pcf # Dimensions Width parallel to X-X Axis 10.50 ft Length parallel to Z-Z Axis = 5.750 ft Load location offset from footing center... ex : Prll to X-X Axis 39 in= in= =Pedestal dimensions... px : parallel to X-X Axis 16.0 in pz : parallel to Z-Z Axis 8.0 in Height = = 12.0 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 12.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6 Number of Bars = 7.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =6 Number of Bars =13.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 70.8 % # Bars required on each side of zone 29.2 % Applied Loads 3.257 4.770 -7.185 -0.6690 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k1.267 -3.478 V-z k-2.676 16.844 M-xx = -9.343 k-ft=-23.189 k-ft 39.209 -30.123 H = 1610 E First St - 101118465 & 201822505/7/2024 General Footing LIC# : KW-06016452, Build:20.23.10.31 CARUSO TURLEY SCOTT (c) ENERCALC INC 1983-2023 DESCRIPTION:Uplift Wind Spread Footing Design CARUSO TURLEY SCOTT, INC. 1215 W. RIO SALADO PKWY, SUITE 200 TEMPE, AZ 85281 Project File: Spread Footing.ec6 Project Title: Engineer: Project ID: Project Descr: PASS 2.658 Sliding - X-X 2.435 k 6.472 k +0.60D+0.70E PASS 4.723 Sliding - Z-Z 1.873 k 8.847 k +0.60D+0.70E DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7720 Soil Bearing 1.158 ksf 1.50 ksf +0.60D+0.70E about X-X axis PASS 1.277 Overturning - X-X 28.052 k-ft 35.821 k-ft +0.60D+0.70E PASS 2.536 Overturning - Z-Z 28.383 k-ft 71.971 k-ft +0.60D+0.70E PASS 2.890 Uplift -4.311 k 12.459 k +0.60D+0.60W PASS 0.009627 Z Flexure (+X)0.2638 k-ft/ft 27.406 k-ft/ft +1.20D+E PASS 0.2715 Z Flexure (-X)7.442 k-ft/ft 27.406 k-ft/ft +1.20D+1.60Lr PASS 0.02218 X Flexure (+Z)1.107 k-ft/ft 49.909 k-ft/ft +1.20D+E PASS 0.07965 X Flexure (-Z)2.218 k-ft/ft 27.846 k-ft/ft +0.90D+E PASS 0.009087 1-way Shear (+X)0.6815 psi 75.0 psi +1.20D+E PASS 0.1434 1-way Shear (-X)10.756 psi 75.0 psi +1.20D+1.60Lr PASS 0.05003 1-way Shear (+Z)3.752 psi 75.0 psi +1.20D+E PASS 0.1054 1-way Shear (-Z)7.905 psi 75.0 psi +0.90D+E PASS 0.06267 2-way Punching 9.401 psi 150.0 psi +1.20D+1.60Lr Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. 1610 E First St - 101118465 & 201822505/7/2024 Job Name: Indo Chinese Islamic Center Solar Canopy . Job No.: 24-0076 Sheet No.: . By: JKC Date: Jan-24 . Axial (lb)Moment (lb-ft) DL Maximum =3257 9343 Lr Maximum =4770 23189 S Maximum =0 0 W Maximum =7186 28547 W Uplift Maximum =-7185 16844 Column Dimension (Moment)=16 in Column Dimension (Rebar Length)=8 in Axial (lb)Moment (lb-ft) 1.2D + 1.6(Lr or S)+0.5W=15133 62587.5 1.2D + 0.5(Lr or S)+1.0W=13479 51353.1 0.9D-1.0W =-4254 25252.7 Governing =15133 62587.5 g = 1.0 for normal weight concrete yt = > 12” of fresh concrete below, yt = 1.3. For all others, yt = 1.0. 54507 lb ye = for uncoated and zinc-coated (galvanized) reinforcement, ye = 1.0. ys = For #6 and smaller bars and deformed wires, ys = 0.8. Avf = Vu =54507 lb = 0.43 in2 ys = For #7 and larger bars, ys = 1.0.f'c =2500 psi 2 f fy m (2)(0.75)(fy)(1.4)yt ye = need not be greater than 1.7.fy =60000 psi 2.5 (Based on commentary R12.2) 3 4 0.59 14 6 9.84 2 5 0.61 18 8 12.30 1 6 0.44 22 11 14.77 1 7 0.60 32 15 17.23 1 8 0.79 36 19 19.69 1 9 0.99 41 24 22.15 Note: This Spreadsheet is not for Earthquake Loads at this time.Sheet Updated 1/13/23 SPREAD FOOTING REINFORCING DESIGN Strength Design Load Combinations No. of Bars per Column Side (Total is double this amount)Bar #As (in2)ld (in)Min Length of Straight Bar reduced by Asreqd/Asprovided (in) 48 48 USE 1 #6 x 51" LONG BARS (1 BAR PER SIDE OF COLUMN) Hooked Bar Length Beyond Face of Column (in) Capacity of One 6" Long Weld of Bar to Column (K) 48 48 51 54 b b trb set c y d d d Kcf fl       +=yyy '40 3 &R&R\\ctsfs01\Engineer Projects\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Drilled Pier\Foundation Master Design1 \\ctsfs01\Engineer Projects\_CTS ENG JOBS 2024\240076 Indo Chinese Islamic Center Solar Canopy - Santa Ana, CA - DEE - ENG\Calculations\Drilled Pier\Foundation Master Design1 1610 E First St - 101118465 & 201822505/7/2024 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 4 4 4 4 4 4 4 4 4 4 Elijah Chaffino 623 7423854 Santa Ana1610 E 1st St, Santa Ana, CA 92701 EC EC 10 3 23 ___________________Solar install 45mods, 24.75kw system size_______________ 1610 E First St - 101118465 & 201822505/7/2024 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: _________________________________ Updated: 06/02/2020 rs 1610 E First St - 101118465 & 201822505/7/2024