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Home My WebLink AboutSOLAR PANEL PLANS - 21-00232 - Bell Black Insurance - Flood PlainCONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT PROJECT INFORMATION, VICINITY MAP www.bigdogenergy.com P V - 1 2/19/2021 ALL CONDUIT TO RUN ON EXTERIOROF HOUSE UNLESS OTHERWISE NOTEDOCCUPANCY:R-3CONSTRUCTION TYPE:VBUNSPRINKLEREDALL MODULES WILL BE GROUNDED IN ACCORDANCE WITH THECODE AND THE MANUFACTURES INSTALLATION INSTRUCTIONS.ALL PLACARDS REQUIRED BY NEC 2017 CODE MACHINEPRINTED LETTERS IN A CONTRASTING COLOR TO THE PLACARD.LIQUID TIGHT FLEXIBLE CONDUIT SHALL BE SUNLIGHTRESISTANT. ELECTRICAL INSTALLATION WILL COMPLY WITH NEC2017 CODE. ALL SOLAR MODULES EQUIPMENT AND METALLICCOMPONENTS ARE TO BE BONDED. ALL PLUMBING ANDMECHANICAL ROOF VENTS TO CLEAR FROM PHOTOVOLTAICARRAY, OR EXTEND ABOVE SOLAR PANELS. SOLARPHOTOVOLTAIC SYSTEM TO BE INSTALLED ON RESIDENTIALSTRUCTURE. DESIGN COMPLYING WITH THE IBC 2015 CODEAND ALL LOCAL ORDINANCES AND POLICIES. THE PROJECT HASBEEN DESIGNED TO WITHSTAND A MINIMUM 110 MPH WINDLOAD. THE SYSTEM WILL NOT BE INTERCONNECTED UNTILAPPROVAL FROM THE LOCAL JURISDICTION AND A UTILITY ISOBTAINED. IF THE MAIN SERVICE PANEL DOES NOT HAVEVERIFIABLE GROUNDING ELECTRODE, IT IS THE CONTRACTORSRESPONSIBILITY TO INSTALL SUPPLEMENTAL GROUNDINGELECTRODE. EACH MODULE WILL BE GROUNDED USING THESUPPLIED CONNECTION POINTS IDENTIFIED ON THE MODULEAND THE MANUFACTURERS INSTALLATION INSTRUCTIONS. ALADDER SHALL BE IN PLACE FOR INSPECTION IN COMPLIANCEWITH OSHA REGULATIONS. PROPER ACCESS AND WORKINGCLEARANCE WILL BE PROVIDED "WARNING: PV POWERSOURCE" TO BE PLACED EVERY 10 FT.GFCI PROTECTION IN INVERTER.MSPSUBACDCSLCMINVJBCBFMC M A I N S E R V I C E P A N E L S U B S E R V I C E P A N E L A C D I S C O N N E C T D C D I S C O N N E C T S O L A R L O A D C E N T E R M O N I T O R I N G M E T E R I N V E R T E R J U N C T I O N B O X C O M B I N E R B O X F L E X I B L E M E T A L L I C C O N D U I T ( E ) ( N ) E X T I N T E M T R M T V O C V M P I S C N T S E X I S T I N G N E W E X T E R I O R I N T E R I O R E L E C T R I C A L M E T A L L I C T U B I N G R I G I D M E T A L L I C T U B I N G V O L T A G E O P E N C I R C U I T V O L T A G E A T M A X . P O W E R S H O R T C I R C U I T C U R R E N T N O T T O S C A L E I M P C U R R E N T A T M A X . P O W E R A L L W O R K T O C O M P L Y W I T H T H E F O L L O W I N G C O D E : N E C 2 0 1 7 C O D E I B C 2 0 1 5 C O D E P V - 1 P R O J E C T I N F O R M A T I O N , V I C I N I T Y M A P P V - 2 S I T E P L A N , A E R I A L V I E W P V - 3 E L E C T R I C A L L I N E D I A G R A M A N D N O T E S P V - 4 R E Q U I R E D S I G N A G E ADDITIONAL NOTES P L A N S E T L E G E N D A B B R E V I A T I O N S P R O J E C T I N F O R M A T I O N V I C I N I T Y M A P A P P L I C A B L E C O D E S S H E E T I N D E X 6 5 X 3 6 5 W J I N K O P H O T O V O L T A I C M O D U L E S 2 X 1 1 . 4 K W S O L A R E D G E S Y S T E M S I Z E : 2 3 , 7 2 5 W D C S T C A R R A Y A R E A : 1 1 0 5 S F B E L L B L A C K I N S U R A N C E M E T E R A 2 3 7 N 2 N D E R E X B U R G , I D 8 3 4 4 0 2 0 8 - 3 5 6 - 9 5 6 5 BELL BLACK INSURANCE METER A 237 N 2ND E REXBURG, ID 83440 208-356-9565 Big Dog Renewable Electric Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT PROJECT INFORMATION, VICINITY MAP www.bigdogenergy.com P V - 1 2/19/2021 ALL CONDUIT TO RUN ON EXTERIOROF HOUSE UNLESS OTHERWISE NOTEDOCCUPANCY:R-3CONSTRUCTION TYPE:VBUNSPRINKLEREDALL MODULES WILL BE GROUNDED IN ACCORDANCE WITH THECODE AND THE MANUFACTURES INSTALLATION INSTRUCTIONS.ALL PLACARDS REQUIRED BY NEC 2017 CODE MACHINEPRINTED LETTERS IN A CONTRASTING COLOR TO THE PLACARD.LIQUID TIGHT FLEXIBLE CONDUIT SHALL BE SUNLIGHTRESISTANT. ELECTRICAL INSTALLATION WILL COMPLY WITH NEC2017 CODE. ALL SOLAR MODULES EQUIPMENT AND METALLICCOMPONENTS ARE TO BE BONDED. ALL PLUMBING ANDMECHANICAL ROOF VENTS TO CLEAR FROM PHOTOVOLTAICARRAY, OR EXTEND ABOVE SOLAR PANELS. SOLARPHOTOVOLTAIC SYSTEM TO BE INSTALLED ON RESIDENTIALSTRUCTURE. DESIGN COMPLYING WITH THE IBC 2015 CODEAND ALL LOCAL ORDINANCES AND POLICIES. THE PROJECT HASBEEN DESIGNED TO WITHSTAND A MINIMUM 110 MPH WINDLOAD. THE SYSTEM WILL NOT BE INTERCONNECTED UNTILAPPROVAL FROM THE LOCAL JURISDICTION AND A UTILITY ISOBTAINED. IF THE MAIN SERVICE PANEL DOES NOT HAVEVERIFIABLE GROUNDING ELECTRODE, IT IS THE CONTRACTORSRESPONSIBILITY TO INSTALL SUPPLEMENTAL GROUNDINGELECTRODE. EACH MODULE WILL BE GROUNDED USING THESUPPLIED CONNECTION POINTS IDENTIFIED ON THE MODULEAND THE MANUFACTURERS INSTALLATION INSTRUCTIONS. ALADDER SHALL BE IN PLACE FOR INSPECTION IN COMPLIANCEWITH OSHA REGULATIONS. PROPER ACCESS AND WORKINGCLEARANCE WILL BE PROVIDED "WARNING: PV POWERSOURCE" TO BE PLACED EVERY 10 FT.GFCI PROTECTION IN INVERTER.MSPSUBACDCSLCMINVJBCBFMC M A I N S E R V I C E P A N E L S U B S E R V I C E P A N E L A C D I S C O N N E C T D C D I S C O N N E C T S O L A R L O A D C E N T E R M O N I T O R I N G M E T E R I N V E R T E R J U N C T I O N B O X C O M B I N E R B O X F L E X I B L E M E T A L L I C C O N D U I T ( E ) ( N ) E X T I N T E M T R M T V O C V M P I S C N T S E X I S T I N G N E W E X T E R I O R I N T E R I O R E L E C T R I C A L M E T A L L I C T U B I N G R I G I D M E T A L L I C T U B I N G V O L T A G E O P E N C I R C U I T V O L T A G E A T M A X . P O W E R S H O R T C I R C U I T C U R R E N T N O T T O S C A L E I M P C U R R E N T A T M A X . P O W E R A L L W O R K T O C O M P L Y W I T H T H E F O L L O W I N G C O D E : N E C 2 0 1 7 C O D E I B C 2 0 1 5 C O D E P V - 1 P R O J E C T I N F O R M A T I O N , V I C I N I T Y M A P P V - 2 S I T E P L A N , A E R I A L V I E W P V - 3 E L E C T R I C A L L I N E D I A G R A M A N D N O T E S P V - 4 R E Q U I R E D S I G N A G E ADDITIONAL NOTES P L A N S E T L E G E N D A B B R E V I A T I O N S P R O J E C T I N F O R M A T I O N V I C I N I T Y M A P A P P L I C A B L E C O D E S S H E E T I N D E X 6 6 X 3 6 5 W J I N K O P H O T O V O L T A I C M O D U L E S 2 X 1 1 . 4 K W S O L A R E D G E S Y S T E M S I Z E : 2 4 , 0 9 0 W D C S T C A R R A Y A R E A : 1 1 2 2 S F B E L L B L A C K I N S U R A N C E M E T E R C 2 3 7 N 2 N D E R E X B U R G , I D 8 3 4 4 0 2 0 8 - 3 5 6 - 9 5 6 5 BELL BLACK INSURANCE METER C 237 N 2ND E REXBURG, ID 83440 208-356-9565 Big Dog Renewable Electric Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT PROJECT INFORMATION, VICINITY MAP www.bigdogenergy.com P V - 1 2/19/2021 ALL CONDUIT TO RUN ON EXTERIOROF HOUSE UNLESS OTHERWISE NOTEDOCCUPANCY:R-3CONSTRUCTION TYPE:VBUNSPRINKLEREDALL MODULES WILL BE GROUNDED IN ACCORDANCE WITH THECODE AND THE MANUFACTURES INSTALLATION INSTRUCTIONS.ALL PLACARDS REQUIRED BY NEC 2017 CODE MACHINEPRINTED LETTERS IN A CONTRASTING COLOR TO THE PLACARD.LIQUID TIGHT FLEXIBLE CONDUIT SHALL BE SUNLIGHTRESISTANT. ELECTRICAL INSTALLATION WILL COMPLY WITH NEC2017 CODE. ALL SOLAR MODULES EQUIPMENT AND METALLICCOMPONENTS ARE TO BE BONDED. ALL PLUMBING ANDMECHANICAL ROOF VENTS TO CLEAR FROM PHOTOVOLTAICARRAY, OR EXTEND ABOVE SOLAR PANELS. SOLARPHOTOVOLTAIC SYSTEM TO BE INSTALLED ON RESIDENTIALSTRUCTURE. DESIGN COMPLYING WITH THE IBC 2015 CODEAND ALL LOCAL ORDINANCES AND POLICIES. THE PROJECT HASBEEN DESIGNED TO WITHSTAND A MINIMUM 110 MPH WINDLOAD. THE SYSTEM WILL NOT BE INTERCONNECTED UNTILAPPROVAL FROM THE LOCAL JURISDICTION AND A UTILITY ISOBTAINED. IF THE MAIN SERVICE PANEL DOES NOT HAVEVERIFIABLE GROUNDING ELECTRODE, IT IS THE CONTRACTORSRESPONSIBILITY TO INSTALL SUPPLEMENTAL GROUNDINGELECTRODE. EACH MODULE WILL BE GROUNDED USING THESUPPLIED CONNECTION POINTS IDENTIFIED ON THE MODULEAND THE MANUFACTURERS INSTALLATION INSTRUCTIONS. ALADDER SHALL BE IN PLACE FOR INSPECTION IN COMPLIANCEWITH OSHA REGULATIONS. PROPER ACCESS AND WORKINGCLEARANCE WILL BE PROVIDED "WARNING: PV POWERSOURCE" TO BE PLACED EVERY 10 FT.GFCI PROTECTION IN INVERTER.MSPSUBACDCSLCMINVJBCBFMC M A I N S E R V I C E P A N E L S U B S E R V I C E P A N E L A C D I S C O N N E C T D C D I S C O N N E C T S O L A R L O A D C E N T E R M O N I T O R I N G M E T E R I N V E R T E R J U N C T I O N B O X C O M B I N E R B O X F L E X I B L E M E T A L L I C C O N D U I T ( E ) ( N ) E X T I N T E M T R M T V O C V M P I S C N T S E X I S T I N G N E W E X T E R I O R I N T E R I O R E L E C T R I C A L M E T A L L I C T U B I N G R I G I D M E T A L L I C T U B I N G V O L T A G E O P E N C I R C U I T V O L T A G E A T M A X . P O W E R S H O R T C I R C U I T C U R R E N T N O T T O S C A L E I M P C U R R E N T A T M A X . P O W E R A L L W O R K T O C O M P L Y W I T H T H E F O L L O W I N G C O D E : N E C 2 0 1 7 C O D E I B C 2 0 1 5 C O D E P V - 1 P R O J E C T I N F O R M A T I O N , V I C I N I T Y M A P P V - 2 S I T E P L A N , A E R I A L V I E W P V - 3 E L E C T R I C A L L I N E D I A G R A M A N D N O T E S P V - 4 R E Q U I R E D S I G N A G E ADDITIONAL NOTES P L A N S E T L E G E N D A B B R E V I A T I O N S P R O J E C T I N F O R M A T I O N V I C I N I T Y M A P A P P L I C A B L E C O D E S S H E E T I N D E X 6 5 X 3 6 5 W J I N K O P H O T O V O L T A I C M O D U L E S 2 X 1 1 . 4 K W S O L A R E D G E S Y S T E M S I Z E : 2 3 , 7 2 5 W D C S T C A R R A Y A R E A : 1 1 0 5 S F B E L L B L A C K I N S U R A N C E M E T E R F 2 3 7 N 2 N D E R E X B U R G , I D 8 3 4 4 0 2 0 8 - 3 5 6 - 9 5 6 5 BELL BLACK INSURANCE METER F 237 N 2ND E REXBURG, ID 83440 208-356-9565 Big Dog Renewable Electric Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ N TILTUP TILT DOWN T I L T D O W N MTRMTRMSPMSPACAC INVINVINVINVINVINVCMBCMBDISCONNECTSWITHIN 3' OF METERS 32' TRENCHMTRMSPAC CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT SITE PLAN, AERIAL VIEW www.bigdogenergy.com P V - 2 SITE PLAN A E R I A L V I E W S C A L E : N T S S C A L E : 1 " = 3 0 ' - 0 " TOTAL # OF PANELS6598 TO METER A A B B R E V I A T I O N S I N V M S P A C I N V E R T E R M A I N S E R V I C E P A N E L A C D I S C O N N E C T M T R M E T E R Big Dog Renewable Electric Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ 2/19/2021 BELL BLACK INSURANCE 237 N 2ND E REXBURG, ID 83440 208-356-9565 C M B C O M B I N E R B O X TOTAL # OF PANELS65 TO METER FTOTAL # OF PANELS66 TO METER C ELECTRICAL EQ U I P M E N T C A L L O U T S 11.4kW INVERTE R U N G R O U N D E D SOLAREDGE SE1 1 4 0 0 H - U S (240V) INVERTER240VAC, 47.5A, N E M A 3 R , U L L I S T E D , (W/ INTEGRATED D C D I S C O N N E C T ) WITH INTEGRATE D G F P , W / I N T E G R A T E D A F P SQUARE D SAFE T Y S W I T C H , P / N 3 1 1 2 6 0 0 V D C , 2 0 0 A , NEMA 3R, FUSIBL E , 1 0 , 0 0 0 A I C , U L , N E M A , C S A , N O M CERTIFIED W/125 A F U S E S # H 2 2 4 N R B 200A MAIN SERVI C E P A N E L (W/ BIDIRECTION A L U T I L I T Y M E T E R ) SOLADECK MOD E L 0 7 8 3 - 4 1 J U N C T I O N B O X / R O O F PENETRATION 60 0 V P370 SOLAREDG E O P T I M I Z E R 125A BREAKER P A N E L M A R K E D F O R S O L A R O N L Y B 23,725W TOTAL SOLAR ARRAY65 JINKO 365W MODULESARRAY 12 STRINGS OF 16/17 MODULES @ 11.4KW SOLAREDGE INVERTER2 STRINGS OF 16 MODULES @ 11.4KW SOLAREDGE INVERTERCDE AWIRE AND CONDUIT CALLOUTS(4) #10 AWG PV/RHW-2 IN FREE AIR(1) #6 AWG BARE COPPER GND IN FREE AIR(4) #10 AWG THWN-2(1) #10 AWG THWN-2 GND IN 3/4" EMT/FMC(2) #6 AWG THWN-2(1) #10 AWG THWN-2 GND IN 3/4" EMT(2)#1 AWG THWN-2 IN 1 1/4" PVC(1)#6 AWG THWN-2(2)#1 AWG THWN-2 IN 1" EMT(1)#6 AWG THWN-2 1234 S T R I N G 1 - 2 T I L T : 2 8 ° A Z I M U T H : 1 8 0 ° S T R I N G 1 - 2 T I L T : 2 8 ° A Z I M U T H : 1 8 0 ° M O D U L E : J I N K O 3 6 5 W V o c = 4 8 . 2 V I s c = 9 . 5 7 A V m p = 3 9 . 7 V I m p = 9 . 2 A A L L M O D U L E S W I L L B E G R O U N D E D I N A C C O R D A N C E W I T H C O D E A N D T H E M A N U F A C T U R E R ' S I N S T A L L A T I O N I N S T R U C T I O N S . 2 1 6 M O D U L E S I N S E R I E S D E O N E P E R P A N E L 2 1 6 M O D U L E S I N S E R I E S D 1 7 M O D U L E S I N S E R I E S E O N E P E R P A N E L 1 6 M O D U L E S I N S E R I E S E O N E P E R P A N E L 1 1 M P P T 1 M P P T 3 _~A3M P P T 2 M P P T 1 M P P T 3 _~AM P P T 2 60A60A F3NNG C200ABNGNNGL1L2L1L254 FTAP 27.WITHIN 3'5 ELECTRICAL SINGLE LINE DIAGRAM CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT SINGLE LINE DIAGRAM P V - 3 S C A L E : N T S E L E C T R I C A L N O T E S R A C K I N G & M O D U L E S A R E G R O U N D E D V I A A C O N T I N U O U S # 6 A W G C O P P E R C O N D U C T O R C O N N E C T E D W / W E E B S - M O D U L E S A R E F A C T O R Y P R O V I D E D W / 2 T H R E A D E D H O L E S T O F A C I L I T A T E L A N D I N G O F T H E L U G S A L L E Q U I P M E N T S H A L L B E P R O P E R L Y G R O U N D E D A N D B O N D E D I N A C C O R D A N C E W I T H A R T I C L E 2 5 0 . A L L C I R C U I T S C O N N E C T E D T O M O R E T H A N O N E S O U R C E S H A L L H A V E O V E R C U R R E N T D E V I C E S L O C A T E D S O A S T O P R O V I D E O V E R C U R R E N T P R O T E C T I O N F R O M A L L S O U R C E S 6 9 0 . 9 ( A ) www.bigdogenergy.com Big Dog Renewable Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ 2/19/2021 BELL BLACK INSURANCE A 237 N 2ND E REXBURG, ID 83440 208-356-9565 1 . P V A R R A Y S A R E P E R S I N G L E L I N E . 2 . P V A R R A Y W I R I N G T O J U N C T I O N I S # 1 0 A W G U S E 2 W / F I E L D I N S T A L L E D M C C O N N E C T O R S T O I N T E R F A C E W / M O D U L E S . 3 . P V A R R A Y C O M B I N E R / J U N C T I O N B O X P R O V I D E S T R A N S I T I O N F R O M A R R A Y W I R I N G T O C O N D U I T W I R I N G . 4 . U S E U F E R G R O U N D E L E C T R O D E S Y S T E M F R O M I N V E R T E R T O E X I S T I N G M A I N S E R V I C E G R O U N D E L E C T R O D E P E R N . E . C . 2 5 0 . 5 8 . 5 . G R O U N D E L E C T R O D E C O N D U C T O R F R O M I N V E R T E R T O G R O U N D E L E C T R O D E T O B E M I N I M U M P R O T E C T I O N O F B A R E A R M O R S H E A T H E D C A B L E F O R A L L C O N D U C T O R S I Z E S . 6 . A L L G R O U N D C O N N E C T E D T O M A I N S E R V I C E G R O U N D I N M A I N S E R V I C E P A N E L . 7 . C O N N E C T O R S S H A L L B E P O L A R I S O R E U R O S T R I P I T C O N N E C T O R S . 8 . I N V E R T E R S H A L L B E P E R S I N G L E L I N E , S E E A T T A C H E D C U T S H E E T . 9 . I N V E R T E R I S P E R S I N G L E L I N E . 1 0 . A C D I S C O N N E C T S H A L L B E P E R S I N G L E L I N E . 1 1 . E Q U I P M E N T G R O U N D I N G C O N D U C T O R S O N A C A N D D C S I D E S I Z E D A C C O R D I N G T O N . E . C . 6 9 0 . 1 2 . P O L E O F P V A R R A Y R E F E R E N C E D T O G R O U N D A T T H E I N V E R T E R I N S I N G L E L I N E . 1 3 . A L L C O N D U C T O R S S H A L L B E 6 0 0 V , 9 0 C S T A N D A R D C O P P E R . A L L C O N D U C T O R S I N C O N D U I T S H A L L B E T H W N - 2 . 1 4 . M A X I M U M D C V O L T A G E D R O P S H A L L B E 2 . 5 % 1 5 . A L L C O N D U C T O R S S H A L L B E I N C O N D U I T U N L E S S O T H E R W I S E N O T E D . 1 6 . A L L W O R K T O C O M P L Y W I T H N E C 2 0 1 7 C O D E . 1 7 . D C A R R A Y C O N D U C T O R S A R E T O R E M A I N O U T S I D E O F B U I L D I N G P R I O R T O F U S I B L E C O M B I N E R B O X O R F U S I B L E D C D I S C O N N E C T M E A N S . 1 8 . E X A C T C O N D U I T R U N L O C A T I O N S S U B J E C T T O C H A N G E . 1 9 . 3 . 0 P S F M A X ( . 5 P S F F R O M R A C K I N G , 2 . 5 P S F F R O M M O D U L E S ) D E A D L O A D C O N T R I B U T E D F R O M S O L A R A R R A Y . 2 0 . A R C F A U L T I N S T A L L E D A T I N V E R T E R O R I N C O M B I N E R B O X . 2 1 . D C G R O U N D F A U L T P R O T E C T I O N I N T E G R A T E D I N I N V E R T E R . 2 2 . P O I N T O F C O N N E C T I O N B R E A K E R T O B E L O C A T E D O P P O S I T E E N D O F B U S B A R F R O M M A I N U N L E S S O T H E R W I S E N O T E D . 2 3 . A N Y U N D E R G R O U N D W I R I N G M E T H O D S W I L L C O M P L Y W I T H N E C 3 0 0 . 5 ( J ) , 3 0 0 . 7 ( B ) , 3 5 2 . 4 4 , A N D O T H E R S E C T I O N S O F C H A P T E R 3 A S A P P L I C A B L E . 2 4 . A N Y E X P O S E D P V C C O N D U I T S H A L L C O M P L Y W I T H N E C 3 5 2 . 1 0 2 5 . A L L P V S Y S T E M D C C I R C U I T S R U N I N S I D E A B U I L D I N G S H A L L B E C O N T A I N E D I N A M E T A L R A C E W A Y I N A C C O R D A N C E T O N E C 6 9 0 . 3 1 ( G ) 2 6 . C O M P L I E S W I T H 7 0 5 . 1 2 ( B ) ( 2 ) ( 3 ) ( B ) 2 7 . S U P P L Y S I D E C O N N E C T I O N W I T H L I S T E D I N S U L A T I O N P I E R C I N G C O N N E C T O R S I N A C C O R D A N C E W I T H 7 0 5 . 1 2 ( A ) A N D 2 3 0 . 8 2 2 8 . C O N N E C T I O N A T P A N E L S E C O N D A R Y S E R V I C E L O C A T I O N ELECTRICAL E Q U I P M E N T C A L L O U T S 11.4kW INVER T E R U N G R O U N D E D SOLAREDGE S E 1 1 4 0 0 H - U S (240V) INVER T E R 240VAC, 47.5A , N E M A 3 R , U L L I S T E D , (W/ INTEGRAT E D D C D I S C O N N E C T ) WITH INTEGR A T E D G F P , W / I N T E G R A T E D A F P SQUARE D SA F E T Y S W I T C H , P / N 3 1 1 2 6 0 0 V D C , 2 0 0 A , NEMA 3R, FU S I B L E , 1 0 , 0 0 0 A I C , U L , N E M A , C S A , N O M CERTIFIED W/ 1 2 5 A F U S E S # H 2 2 4 N R B 200A MAIN SE R V I C E P A N E L (W/ BIDIRECTI O N A L U T I L I T Y M E T E R ) SOLADECK M O D E L 0 7 8 3 - 4 1 J U N C T I O N B O X / R O O F PENETRATIO N 6 0 0 V P370 SOLARE D G E O P T I M I Z E R 125A BREAKE R P A N E L M A R K E D F O R S O L A R O N L Y B 24,090W TOTAL SOLAR ARRAY66 JINKO 365W MODULESARRAY 12 STRINGS OF 16/17 MODULES @ 11.4KW SOLAREDGE INVERTER2 STRINGS OF 16/17 MODULES @ 11.4KW SOLAREDGE INVERTERCDE AWIRE AND CONDUIT CALLOUTS(4) #10 AWG PV/RHW-2 IN FREE AIR(1) #6 AWG BARE COPPER GND IN FREE AIR(4) #10 AWG THWN-2(1) #10 AWG THWN-2 GND IN 3/4" EMT/FMC(2) #6 AWG THWN-2(1) #10 AWG THWN-2 GND IN 3/4" EMT(2)#1 AWG THWN-2 IN 1 1/4" PVC(1)#6 AWG THWN-2(2)#1 AWG THWN-2 IN 1" EMT(1)#6 AWG THWN-2 1234 S T R I N G 1 - 2 T I L T : 2 8 ° A Z I M U T H : 1 8 0 ° S T R I N G 1 - 2 T I L T : 2 8 ° A Z I M U T H : 1 8 0 ° M O D U L E : J I N K O 3 6 5 W V o c = 4 8 . 2 V I s c = 9 . 5 7 A V m p = 3 9 . 7 V I m p = 9 . 2 A A L L M O D U L E S W I L L B E G R O U N D E D I N A C C O R D A N C E W I T H C O D E A N D T H E M A N U F A C T U R E R ' S I N S T A L L A T I O N I N S T R U C T I O N S . 2 1 6 M O D U L E S I N S E R I E S D E O N E P E R P A N E L 2 1 6 M O D U L E S I N S E R I E S D 1 7 M O D U L E S I N S E R I E S E O N E P E R P A N E L 1 7 M O D U L E S I N S E R I E S E O N E P E R P A N E L 1 1 M P P T 1 M P P T 3 _~ A 3 M P P T 2 M P P T 1 M P P T 3 _~ A M P P T 2 60A60A F3NNG C200ABNGNNGL1L2L1L254 FTAP 27.WITHIN 3'5 ELECTRICAL SINGLE LINE DIAGRAM CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT SINGLE LINE DIAGRAM P V - 3 S C A L E : N T S E L E C T R I C A L N O T E S R A C K I N G & M O D U L E S A R E G R O U N D E D V I A A C O N T I N U O U S # 6 A W G C O P P E R C O N D U C T O R C O N N E C T E D W / W E E B S - M O D U L E S A R E F A C T O R Y P R O V I D E D W / 2 T H R E A D E D H O L E S T O F A C I L I T A T E L A N D I N G O F T H E L U G S A L L E Q U I P M E N T S H A L L B E P R O P E R L Y G R O U N D E D A N D B O N D E D I N A C C O R D A N C E W I T H A R T I C L E 2 5 0 . A L L C I R C U I T S C O N N E C T E D T O M O R E T H A N O N E S O U R C E S H A L L H A V E O V E R C U R R E N T D E V I C E S L O C A T E D S O A S T O P R O V I D E O V E R C U R R E N T P R O T E C T I O N F R O M A L L S O U R C E S 6 9 0 . 9 ( A ) www.bigdogenergy.com Big Dog Renewable Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ 2/19/2021 BELL BLACK INSURANCE C 237 N 2ND E REXBURG, ID 83440 208-356-9565 1 . P V A R R A Y S A R E P E R S I N G L E L I N E . 2 . P V A R R A Y W I R I N G T O J U N C T I O N I S # 1 0 A W G U S E 2 W / F I E L D I N S T A L L E D M C C O N N E C T O R S T O I N T E R F A C E W / M O D U L E S . 3 . P V A R R A Y C O M B I N E R / J U N C T I O N B O X P R O V I D E S T R A N S I T I O N F R O M A R R A Y W I R I N G T O C O N D U I T W I R I N G . 4 . U S E U F E R G R O U N D E L E C T R O D E S Y S T E M F R O M I N V E R T E R T O E X I S T I N G M A I N S E R V I C E G R O U N D E L E C T R O D E P E R N . E . C . 2 5 0 . 5 8 . 5 . G R O U N D E L E C T R O D E C O N D U C T O R F R O M I N V E R T E R T O G R O U N D E L E C T R O D E T O B E M I N I M U M P R O T E C T I O N O F B A R E A R M O R S H E A T H E D C A B L E F O R A L L C O N D U C T O R S I Z E S . 6 . A L L G R O U N D C O N N E C T E D T O M A I N S E R V I C E G R O U N D I N M A I N S E R V I C E P A N E L . 7 . C O N N E C T O R S S H A L L B E P O L A R I S O R E U R O S T R I P I T C O N N E C T O R S . 8 . I N V E R T E R S H A L L B E P E R S I N G L E L I N E , S E E A T T A C H E D C U T S H E E T . 9 . I N V E R T E R I S P E R S I N G L E L I N E . 1 0 . A C D I S C O N N E C T S H A L L B E P E R S I N G L E L I N E . 1 1 . E Q U I P M E N T G R O U N D I N G C O N D U C T O R S O N A C A N D D C S I D E S I Z E D A C C O R D I N G T O N . E . C . 6 9 0 . 1 2 . P O L E O F P V A R R A Y R E F E R E N C E D T O G R O U N D A T T H E I N V E R T E R I N S I N G L E L I N E . 1 3 . A L L C O N D U C T O R S S H A L L B E 6 0 0 V , 9 0 C S T A N D A R D C O P P E R . A L L C O N D U C T O R S I N C O N D U I T S H A L L B E T H W N - 2 . 1 4 . M A X I M U M D C V O L T A G E D R O P S H A L L B E 2 . 5 % 1 5 . A L L C O N D U C T O R S S H A L L B E I N C O N D U I T U N L E S S O T H E R W I S E N O T E D . 1 6 . A L L W O R K T O C O M P L Y W I T H N E C 2 0 1 7 C O D E . 1 7 . D C A R R A Y C O N D U C T O R S A R E T O R E M A I N O U T S I D E O F B U I L D I N G P R I O R T O F U S I B L E C O M B I N E R B O X O R F U S I B L E D C D I S C O N N E C T M E A N S . 1 8 . E X A C T C O N D U I T R U N L O C A T I O N S S U B J E C T T O C H A N G E . 1 9 . 3 . 0 P S F M A X ( . 5 P S F F R O M R A C K I N G , 2 . 5 P S F F R O M M O D U L E S ) D E A D L O A D C O N T R I B U T E D F R O M S O L A R A R R A Y . 2 0 . A R C F A U L T I N S T A L L E D A T I N V E R T E R O R I N C O M B I N E R B O X . 2 1 . D C G R O U N D F A U L T P R O T E C T I O N I N T E G R A T E D I N I N V E R T E R . 2 2 . P O I N T O F C O N N E C T I O N B R E A K E R T O B E L O C A T E D O P P O S I T E E N D O F B U S B A R F R O M M A I N U N L E S S O T H E R W I S E N O T E D . 2 3 . A N Y U N D E R G R O U N D W I R I N G M E T H O D S W I L L C O M P L Y W I T H N E C 3 0 0 . 5 ( J ) , 3 0 0 . 7 ( B ) , 3 5 2 . 4 4 , A N D O T H E R S E C T I O N S O F C H A P T E R 3 A S A P P L I C A B L E . 2 4 . A N Y E X P O S E D P V C C O N D U I T S H A L L C O M P L Y W I T H N E C 3 5 2 . 1 0 2 5 . A L L P V S Y S T E M D C C I R C U I T S R U N I N S I D E A B U I L D I N G S H A L L B E C O N T A I N E D I N A M E T A L R A C E W A Y I N A C C O R D A N C E T O N E C 6 9 0 . 3 1 ( G ) 2 6 . C O M P L I E S W I T H 7 0 5 . 1 2 ( B ) ( 2 ) ( 3 ) ( B ) 2 7 . S U P P L Y S I D E C O N N E C T I O N W I T H L I S T E D I N S U L A T I O N P I E R C I N G C O N N E C T O R S I N A C C O R D A N C E W I T H 7 0 5 . 1 2 ( A ) A N D 2 3 0 . 8 2 2 8 . C O N N E C T I O N A T P A N E L S E C O N D A R Y S E R V I C E L O C A T I O N ELECTRICAL EQ U I P M E N T C A L L O U T S 11.4kW INVERTE R U N G R O U N D E D SOLAREDGE SE1 1 4 0 0 H - U S (240V) INVERTER240VAC, 47.5A, N E M A 3 R , U L L I S T E D , (W/ INTEGRATED D C D I S C O N N E C T ) WITH INTEGRATE D G F P , W / I N T E G R A T E D A F P SQUARE D SAFE T Y S W I T C H , P / N 3 1 1 2 6 0 0 V D C , 2 0 0 A , NEMA 3R, FUSIBL E , 1 0 , 0 0 0 A I C , U L , N E M A , C S A , N O M CERTIFIED W/125 A F U S E S # H 2 2 4 N R B 200A MAIN SERVI C E P A N E L (W/ BIDIRECTION A L U T I L I T Y M E T E R ) SOLADECK MOD E L 0 7 8 3 - 4 1 J U N C T I O N B O X / R O O F PENETRATION 60 0 V P370 SOLAREDG E O P T I M I Z E R 125A BREAKER P A N E L M A R K E D F O R S O L A R O N L Y B 23,725W TOTAL SOLAR ARRAY65 JINKO 365W MODULESARRAY 12 STRINGS OF 16/17 MODULES @ 11.4KW SOLAREDGE INVERTER2 STRINGS OF 16 MODULES @ 11.4KW SOLAREDGE INVERTERCDE AWIRE AND CONDUIT CALLOUTS(4) #10 AWG PV/RHW-2 IN FREE AIR(1) #6 AWG BARE COPPER GND IN FREE AIR(4) #10 AWG THWN-2(1) #10 AWG THWN-2 GND IN 3/4" EMT/FMC(2) #6 AWG THWN-2(1) #10 AWG THWN-2 GND IN 3/4" EMT(2)#1 AWG THWN-2 IN 1 1/4" PVC(1)#6 AWG THWN-2(2)#1 AWG THWN-2 IN 1" EMT(1)#6 AWG THWN-2 1234 S T R I N G 1 - 2 T I L T : 2 8 ° A Z I M U T H : 1 8 0 ° S T R I N G 1 - 2 T I L T : 2 8 ° A Z I M U T H : 1 8 0 ° M O D U L E : J I N K O 3 6 5 W V o c = 4 8 . 2 V I s c = 9 . 5 7 A V m p = 3 9 . 7 V I m p = 9 . 2 A A L L M O D U L E S W I L L B E G R O U N D E D I N A C C O R D A N C E W I T H C O D E A N D T H E M A N U F A C T U R E R ' S I N S T A L L A T I O N I N S T R U C T I O N S . 2 1 6 M O D U L E S I N S E R I E S D E O N E P E R P A N E L 2 1 6 M O D U L E S I N S E R I E S D 1 7 M O D U L E S I N S E R I E S E O N E P E R P A N E L 1 6 M O D U L E S I N S E R I E S E O N E P E R P A N E L 1 1 M P P T 1 M P P T 3 _~A3M P P T 2 M P P T 1 M P P T 3 _~AM P P T 2 60A60A F3NNG C200ABNGNNGL1L2L1L254 FTAP 27.WITHIN 3'5 ELECTRICAL SINGLE LINE DIAGRAM CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT SINGLE LINE DIAGRAM P V - 3 S C A L E : N T S E L E C T R I C A L N O T E S R A C K I N G & M O D U L E S A R E G R O U N D E D V I A A C O N T I N U O U S # 6 A W G C O P P E R C O N D U C T O R C O N N E C T E D W / W E E B S - M O D U L E S A R E F A C T O R Y P R O V I D E D W / 2 T H R E A D E D H O L E S T O F A C I L I T A T E L A N D I N G O F T H E L U G S A L L E Q U I P M E N T S H A L L B E P R O P E R L Y G R O U N D E D A N D B O N D E D I N A C C O R D A N C E W I T H A R T I C L E 2 5 0 . A L L C I R C U I T S C O N N E C T E D T O M O R E T H A N O N E S O U R C E S H A L L H A V E O V E R C U R R E N T D E V I C E S L O C A T E D S O A S T O P R O V I D E O V E R C U R R E N T P R O T E C T I O N F R O M A L L S O U R C E S 6 9 0 . 9 ( A ) www.bigdogenergy.com Big Dog Renewable Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ 2/19/2021 BELL BLACK INSURANCE F 237 N 2ND E REXBURG, ID 83440 208-356-9565 1 . P V A R R A Y S A R E P E R S I N G L E L I N E . 2 . P V A R R A Y W I R I N G T O J U N C T I O N I S # 1 0 A W G U S E 2 W / F I E L D I N S T A L L E D M C C O N N E C T O R S T O I N T E R F A C E W / M O D U L E S . 3 . P V A R R A Y C O M B I N E R / J U N C T I O N B O X P R O V I D E S T R A N S I T I O N F R O M A R R A Y W I R I N G T O C O N D U I T W I R I N G . 4 . U S E U F E R G R O U N D E L E C T R O D E S Y S T E M F R O M I N V E R T E R T O E X I S T I N G M A I N S E R V I C E G R O U N D E L E C T R O D E P E R N . E . C . 2 5 0 . 5 8 . 5 . G R O U N D E L E C T R O D E C O N D U C T O R F R O M I N V E R T E R T O G R O U N D E L E C T R O D E T O B E M I N I M U M P R O T E C T I O N O F B A R E A R M O R S H E A T H E D C A B L E F O R A L L C O N D U C T O R S I Z E S . 6 . A L L G R O U N D C O N N E C T E D T O M A I N S E R V I C E G R O U N D I N M A I N S E R V I C E P A N E L . 7 . C O N N E C T O R S S H A L L B E P O L A R I S O R E U R O S T R I P I T C O N N E C T O R S . 8 . I N V E R T E R S H A L L B E P E R S I N G L E L I N E , S E E A T T A C H E D C U T S H E E T . 9 . I N V E R T E R I S P E R S I N G L E L I N E . 1 0 . A C D I S C O N N E C T S H A L L B E P E R S I N G L E L I N E . 1 1 . E Q U I P M E N T G R O U N D I N G C O N D U C T O R S O N A C A N D D C S I D E S I Z E D A C C O R D I N G T O N . E . C . 6 9 0 . 1 2 . P O L E O F P V A R R A Y R E F E R E N C E D T O G R O U N D A T T H E I N V E R T E R I N S I N G L E L I N E . 1 3 . A L L C O N D U C T O R S S H A L L B E 6 0 0 V , 9 0 C S T A N D A R D C O P P E R . A L L C O N D U C T O R S I N C O N D U I T S H A L L B E T H W N - 2 . 1 4 . M A X I M U M D C V O L T A G E D R O P S H A L L B E 2 . 5 % 1 5 . A L L C O N D U C T O R S S H A L L B E I N C O N D U I T U N L E S S O T H E R W I S E N O T E D . 1 6 . A L L W O R K T O C O M P L Y W I T H N E C 2 0 1 7 C O D E . 1 7 . D C A R R A Y C O N D U C T O R S A R E T O R E M A I N O U T S I D E O F B U I L D I N G P R I O R T O F U S I B L E C O M B I N E R B O X O R F U S I B L E D C D I S C O N N E C T M E A N S . 1 8 . E X A C T C O N D U I T R U N L O C A T I O N S S U B J E C T T O C H A N G E . 1 9 . 3 . 0 P S F M A X ( . 5 P S F F R O M R A C K I N G , 2 . 5 P S F F R O M M O D U L E S ) D E A D L O A D C O N T R I B U T E D F R O M S O L A R A R R A Y . 2 0 . A R C F A U L T I N S T A L L E D A T I N V E R T E R O R I N C O M B I N E R B O X . 2 1 . D C G R O U N D F A U L T P R O T E C T I O N I N T E G R A T E D I N I N V E R T E R . 2 2 . P O I N T O F C O N N E C T I O N B R E A K E R T O B E L O C A T E D O P P O S I T E E N D O F B U S B A R F R O M M A I N U N L E S S O T H E R W I S E N O T E D . 2 3 . A N Y U N D E R G R O U N D W I R I N G M E T H O D S W I L L C O M P L Y W I T H N E C 3 0 0 . 5 ( J ) , 3 0 0 . 7 ( B ) , 3 5 2 . 4 4 , A N D O T H E R S E C T I O N S O F C H A P T E R 3 A S A P P L I C A B L E . 2 4 . A N Y E X P O S E D P V C C O N D U I T S H A L L C O M P L Y W I T H N E C 3 5 2 . 1 0 2 5 . A L L P V S Y S T E M D C C I R C U I T S R U N I N S I D E A B U I L D I N G S H A L L B E C O N T A I N E D I N A M E T A L R A C E W A Y I N A C C O R D A N C E T O N E C 6 9 0 . 3 1 ( G ) 2 6 . C O M P L I E S W I T H 7 0 5 . 1 2 ( B ) ( 2 ) ( 3 ) ( B ) 2 7 . S U P P L Y S I D E C O N N E C T I O N W I T H L I S T E D I N S U L A T I O N P I E R C I N G C O N N E C T O R S I N A C C O R D A N C E W I T H 7 0 5 . 1 2 ( A ) A N D 2 3 0 . 8 2 2 8 . C O N N E C T I O N A T P A N E L S E C O N D A R Y S E R V I C E L O C A T I O N CONTRACTOR INFORMATIONDESIGNED BYSOLAR PHOTOVOLTAIC SYSTEMDATEISSUED FOR: PERMIT REQUIRED SIGNAGE www.bigdogenergy.com P V - 4 REQUIRED SIGNAGE1. PROVIDE A PLACARD WITH THE FOLLOWING WORKING IN 14"HIGH LETTERING PER NEC 690-17.2. LABEL FOR SOLAR AC DISCONNECT:FIRE DEPARTMENT REQUIRED SIGNAGE3. THE FOLLOWING SIGNAGE MUST HAVE A MINIMUM OF 38" HIGHLETTERING, IN ARIAL FONT (NON-BOLD), WITH CAPITAL LETTERS,WHITE ON RED BACKGROUND AND A REFLECTIVE, WEATHERRESISTANT MATERIAL.AT THE MAIN SERVICE DISCONNECT PROVIDE A SIGN WITH THEFOLLOWING WORDING:WARNING:ELECTRICAL SHOCK HAZARD.DO NOT TOUCH TERMINALS. TERMINALS ONBOTH THE LINE AND LOAD SIDES MAY BEENERGIZED IN THE OPEN POSITION."SOLAR AC DISCONNECT" 6 . R E F L E C T I V E P L A C A R D A T S E R V I C E S T A T I N G : 7 . A T S E R V I C E D I S C O N N E C T : P H O T O V O L T A I C S Y S T E M E Q U I P P E D W I T H R A P I D S H U T D O W N R A P I D S H U T D O W N D I S C O N N E C T 2/19/2021 BELL BLACK INSURANCE 237 N 2ND E REXBURG, ID 83440 208-356-9565 Big Dog Renewable Electric Energy Contractor Lic #017916 620 Pheasant Ridge Dr Chubbuck, ID 83202 208-242-3352 T 208-232-5935 F X____________________ WARNINGDUAL POWER SUPPLYSOURCES: UTILITY GRIDAND PV SOLAR ELECTRIC SYSTEMTHE SIGN SHOULD BE PLACED ON THE OUTSIDE COVER IF THEMAIN SERVICE DISCONNECT IS OPERABLE WITH THE SERVICEPANEL CLOSED.4. LABELS TO BE INSTALLED ON FACE OF THE UTILITY ACDISCONNECT:CUSTOMER OWNEDONSITE POWER GENERATIONSYSTEM DISCONNECT5. LABEL INSTALLATION AT INTERCONNECT BREAKER:WARNING:INVERTER CONNECTION.DO NOT RELOCATE THISOVERCURRENT DEVICE. www.jinkosolar.com LINEAR PERFORMANCE WARRANTY 10 Year Product Warranty 25 Year Linear Power Warranty 80.2% 90% 95% 97% 100% 15 12 25 yearsGu a r a n t e e d P o w e r P e r f o r m a n c e Linear performance warranty Standard performance warrantyAddition a l v a l u e f r o m J i n k o S o l a r ’ s l i n e a r w a r r a n t y 345-365 Watt MONO PERC MODULE *1500V Available Positive power tolerance of 0~+3% Eagle 72 ISO9001:2008 Quality Standards ISO14001:2004 Environmental Standards OHSAS18001 Occupational Health & Safety Standards KEY FEATURES JKM365M - 72 - V Nomenclature: Code Certification null 1000V V1500V 1500V Innovative Solar Cells Five busbar monocrystalline PERC cell technology improves module efficiency High Voltage UL and IEC 1500V certified; lowers BOS costs and yields better LCOE High Efficiency Higher module conversion efficiency (up to 18.82%) due to Passivated Emitter Rear Contact (PERC) technology PID Free World’s 1st PID-Free module Low-Light Performance Advanced glass technology improves light absorption and retention Strength and Durability Certified for high snow (5400Pa) and wind (2400Pa) loads Weather Resistance Certified for salt mist and ammonia resistance Packaging Configurations Engineering Drawings CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. © Jinko Solar Co., Ltd. All rights reserved. Specifications included in this datasheet are subject to change without notice. US-MKT-365M-72-V_1.0_rev2017 SPECIFICATIONS Electrical Performance & Temperature Dependence Power measurement tolerance: ± 3%* Module Type Maximum Power (Pmax) Maximum Power Voltage (Vmp) Maximum Power Current (Imp) Open-circuit Voltage (Voc) Short-circuit Current (Isc) Module Efficiency STC (%) Operating Temperature (℃)-40℃~+85℃ 1500VDC (UL and IEC) 15A 0~+3% -0.39%/℃ -0.29%/℃ 0.05%/℃ 45±2℃ 26 pcs/box, 52 pcs/pallet, 624 pcs/40'HQ Container Irradiance 1000W/m2 Cell Temperature 25°C AM=1.5 AM=1.5 STC: Irradiance 800W/m2 Ambient Temperature 20°CNOCT:Wind Speed 1m/s * 40mm (1.57”) 950±2mm (37.40”) 100 ± 2 0 m m ( 3 . 9 4 ” ) 86 0 ± 1 m m ( 3 3 . 8 6 ” ) 40 0 m m ( 1 5 . 7 5 ” ) 13 6 0 ± 1 m m ( 5 3 . 5 4 ” ) Installing Holes ú Label Junction box Cathode -+ Anode Connector Grounding A A 2-Ø4 942±2mm (37.09”) 400 m m ( 1 5 . 7 5 ” ) 992±2mm (39.06”) H0.5 1 9 5 6 ± 2 m m ( 7 7 . 0 1 ” ) R4. 5 14 7 7.7 10 R3 . 5 10.5 40 55 55 35 9 5.5 A-A Current-Voltage & Power-Voltage Curves (345W) Temperature Dependence of Isc,Voc,Pmax -50 -25 0 25 50 75 100 20 40 60 80 100 120 140 160 180 Isc Voc Pmax 5 10 15 20 25 30 35 4000 2 4 6 8 10 12 0 50 150 100 200 250 300 350 200 W/m2 400 W/m2 600 W/m2 800 W/m2 1000 W/m2 Mechanical Characteristics Cell Type No.of Cells Dimensions Weight Front Glass Frame Junction Box Output Cables 72 (6×12) 1956x992x40mm (77.01x39.06x1.57 inch) 26.5 kg (58.4 lbs.) Anodized Aluminium Alloy IP67 Rated 12 AWG, Length: 1200mm (47.24 inch) Fire Type Type 1 4.0mm, Anti-Reflection Coating,High Transmission, Low Iron, Tempered Glass JKM360M-72-V 18.57% STC NOCT JKM365M-72-V 18.82% 360Wp 39.5V 9.12A 48.0V 9.51A 270Wp 7.17A 37.7V 46.5V 7.61A STC NOCT JKM345M-72-V 365Wp 39.7V 9.20A 48.2V 9.57A 17.78% 274Wp 7.24A 37.9V 46.8V 7.68A STC NOCT JKM350M-72-V 345Wp 38.9V 8.87A 47.3V 9.31A 18.01% 258Wp 6.98A 37.0V 45.8V 7.38A STC NOCT JKM355M-72-V 350Wp 39.1V 8.94A 47.5V 9.38A 18.31% 262Wp 7.05A 37.2V 46.0V 7.46A 355Wp 39.3V 9.04A 47.8V 9.45A 266Wp 7.09A 37.5V 46.2V 7.54A STC NOCT Monocrystalline PERC 156×156mm (6 inch) (Two boxes=One Pallet) Maximum System Voltage Maximum Series Fuse Rating Power Tolerance Temperature Coefficients of Pmax Temperature Coefficients of Voc Temperature Coefficients of Isc Nominal Operating Cell Temperature (NOCT) A A IN V E R T E R S www.solaredge.us 12-25 Single Phase Inverter with HD-Wave Technology for North America SE3000H-US / SE3800H-US / SE5000H-US / SE6000H-US / SE7600H-US / SE10000H-US / SE11400H-US Optimized installation with HD-Wave technology Specifically designed to work with power optimizers Record-breaking efficiency Fixed voltage inverter for longer strings Integrated arc fault protection and rapid shutdown for NEC 2014 and 2017, per article 690.11 and 690.12 UL1741 SA certified, for CPUC Rule 21 grid compliance Extremely small High reliability without any electrolytic capacitors Built-in module-level monitoring Outdoor and indoor installation Optional: Revenue grade data, ANSI C12.20 Class 0.5 (0.5% accuracy) SE3000H-US SE3800H-US SE5000H-US SE6000H-US SE7600H-US SE10000H-US SE11400H-US OUTPUT Rated AC Power Output 3000 3800 @ 240V 3300 @ 208V 5000 6000 @ 240V 5000 @ 208V 7600 10000 11400 VA Max. AC Power Output 3000 3800 @ 240V 3300 @ 208V 5000 6000 @ 240V 5000 @ 208V 7600 10000 11400 VA AC Output Voltage Min.-Nom.-Max. (183 - 208 - 229)-3 -3 ---Vac AC Output Voltage Min.-Nom.-Max. (211 - 240 - 264) 3 3 3 3 3 3 3 Vac AC Frequency (Nominal)59.3 - 60 - 60.5(1)Hz Maximum Continuous Output Current 208V -16 -24 ---A Maximum Continuous Output Current @240V 12.5 16 21 25 32 42 47.5 A GFDI Threshold 1 AUtility Monitoring, Islanding Protection, C o u nt r y C o nfi g u ra b l e T h r e s h o l d s Yes INPUT Maximum DC Power @240V 4650 5900 7750 9300 11800 15500 17650 W Maximum DC Power @208V -5100 -7750 --- Transformer-less, Ungrounded Yes Maximum Input Voltage 480 Vdc Nominal DC Input Voltage 380 400 Vdc Maximum Input Current 208V -9 -13.5 --- Maximum Input Current @240V 8.5 10.5 13.5 16.5 20 27 30.5 Adc Max. Input Short Circuit Current 45 Adc Reverse-Polarity Protection Yes Ground-Fault Isolation Detection 600k Sensitivity Maximum Inverter Efficiency 99 99.2 % CEC Weighted Efficiency 99 % Nighttime Power Consumption < 2.5 WADDITIONAL FEATURES Supported Communication Interfaces RS485, Ethernet, ZigBee (optional), Cellular (optional)Revenue Grade Data, ANSI C12.20 Optional(2) Rapid Shutdown - NEC 2014 and 2017 690.12 Automatic Rapid Shutdown upon AC Grid Disconnect STANDARD COMPLIANCE Safety UL1741, UL1741 SA, UL1699B, CSA C22.2, Canadian AFCI according to T.I.L. M-07 Grid Connection Standards IEEE1547, Rule 21, Rule 14 (HI) Emissions FCC Part 15 Class B INSTALLATION SPECIFICATIONS AC Output Conduit Size / AWG Range 3/4” minimum / 14-6 AWG 3/4” minimum /14-4 AWG DC Input Conduit Size / # of Strings / AWG Range 3/4” minimum / 1-2 strings / 14-6 AWG 3/4” minimum / 1-3 strings / 14-6 AWG Dimensions with Safety Switch (HxWxD) 17.7 x 14.6 x 6.8 / 450 x 370 x 174 21.3 x 14.6 x 7.3 / 540 x 370 x 185 in / mm Weight with Safety Switch 22 / 10 25.1 / 11.4 26.2 / 11.9 38.8 / 17.6 lb / kg Noise < 25 <50 dBA Cooling Natural Convection Natural convection Operating Temperature Range -13 to +140 / -25 to +60(3) (-40˚F / -40˚C option)(4)˚F / ˚C Protection Rating NEMA 3R (Inverter with Safety Switch) Single Phase Inverter with HD-Wave Technology for North America SE3000H-US / SE3800H-US / SE5000H-US / SE6000H-US/ SE7600H-US / SE10000H-US / SE11400H-US (1) For other regional settings please contact SolarEdge support (2) Revenue grade inverter P/N: SExxxxH-US000NNC2(3) For power de-rating information refer to: https://www.solaredge.com/sites/default/files/se-temperature-derating-note-na.pdf(4) -40 version P/N: SExxxxH-US000NNU4 © SolarEdge Technologies, Inc. All rights reserved. SOLAREDGE, the SolarEdge logo, OPTIMIZED BY SOLAREDGE are trademarks or registered trademarks of SolarEdge Technologies, Inc. All other trademarks mentioned herein are trademarks of their respective owners. Date: 07/2018/V01/ENG NAM. Subject to change without notice. PO W E R O P T I M I Z E R SolarEdge Power Optimizer Module Add-On For North America P320 / P370 / P400 / P405 / P505 Specifically designed to work with SolarEdge inverters Up to 25% more energy Superior efficiency (99.5%) Mitigates all types of module mismatch losses, from manufacturing tolerance to partial shading Flexible system design for maximum space utilization Fast installation with a single bolt Next generation maintenance with module-level monitoring Compliant with arc fault protection and rapid shutdown NEC requirements (when installed as part of the SolarEdge system) Module-level voltage shutdown for installer and firefighter safety PV power optimization at the module-level www.solaredge.usUSA-CANADA-GERMANY-UK-ITALY-THE NETHERLANDS-JAPAN-CHINA-AUSTRALIA-ISRAEL-FRANCE-BELGIUM-TURKEY-INDIA-BULGARIA-ROMANIA-HUNGARY- SWEDEN-SOUTH AFRICA-POLAND-CZECH REPUBLIC OPTIMIZER MODEL (typical module compatibility) P320 (for high-power 60-cell modules) P370 (for higher-power 60 and 72-cell modules) P400 (for 72 & 96-cell modules) P405 (for thin film modules) P505 (for highercurrent modules) INPUT Rated Input DC Power(1)320 370 400 405 505 W Absolute Maximum Input Voltage (Voc at lowest temperature) 48 60 80 125 83 Vdc MPPT Operating Range 8 - 48 8 - 60 8 - 80 12.5 - 105 12.5 - 83 Vdc Maximum Short Circuit Current (Isc) 11 10.1 14 Adc Maximum DC Input Current 13.75 12.63 17.5 Adc Maximum Efficiency 99.5 % Weighted Efficiency 98.8 98.6 % Overvoltage Category II OUTPUT DURING OPERATION (POWER OPTIMIZER CONNECTED TO OPERATING SOLAREDGE INVERTER) Maximum Output Current 15 Adc Maximum Output Voltage 60 85 Vdc OUTPUT DURING STANDBY (POWER OPTIMIZER DISCONNECTED FROM SOLAREDGE INVERTER OR SOLAREDGE INVERTER OFF) Safety Output Voltage per Power Optimizer 1 ± 0.1 Vdc STANDARD COMPLIANCE EMC FCC Part15 Class B, IEC61000-6-2, IEC61000-6-3 Safety IEC62109-1 (class II safety), UL1741 RoHS Yes INSTALLATION SPECIFICATIONS Maximum Allowed System Voltage 1000 Vdc Compatible inverters All SolarEdge Single Phase and Three Phase inverters Dimensions (W x L x H)128 x 152 x 28 / 5 x 5.97 x 1.1 128 x 152 x 36 / 5 x 5.97 x 1.42 128 x 152 x 50 / 5 x 5.97 x 1.96 128 x 152 x 59 / 5 x 5.97 x 2.32 mm / in Weight (including cables)630 / 1.4 750 / 1.7 845 / 1.9 1064 / 2.3 gr / lb Input Connector MC4(2) Output Wire Type / Connector Double Insulated; MC4 Output Wire Length 0.95 / 3.0 1.2 / 3.9 m / ft Operating Temperature Range -40 - +85 / -40 - +185 ˚C / ˚F Protection Rating IP68 / NEMA6P Relative Humidity 0 - 100 % (1) Rated STC power of the module. Module of up to +5% power tolerance allowed. (2) For other connector types please contact SolarEdge SolarEdge Power Optimizer Module Add-On for North America P320 / P370 / P400 / P405 / P505 PV SYSTEM DESIGN USING A SOLAREDGE INVERTER(3)(4) SINGLE PHASE HD-WAVE SINGLE PHASE THREE PHASE 208V THREE PHASE 480V Minimum String Length (Power Optimizers) P320, P370, P400 8 10 18 P405 / P505 6 8 14 Maximum String Length (Power Optimizers)25 25 50(5) Maximum Power per String 5700 (6000 with SE7600H-US, SE10000H-US) 5250 6000 12750 W Parallel Strings of Different Lengths or Orientations Yes © SolarEdge Technologies, Inc. All rights reserved. SOLAREDGE, the SolarEdge logo, OPTIMIZED BY SOLAREDGE are trademarks or registered trademarks of SolarEdge Technologies, Inc. All other trademarks mentioned herein are trademarks of their respective owners. Date: 03/2018/V01/ENG NAM. Subject to change without notice. (3) For detailed string sizing information refer to: http://www.solaredge.com/sites/default/files/string_sizing_na.pdf.(4) It is not allowed to mix P405/P505 with P320/P370/P400/P600/P700/P800 in one string.(5) A string with more than 30 optimizers does not meet NEC rapid shutdown requirements; safety voltage will be above the 30V requirement C A R U S O T U R L E Y S C O T T I N C . c o n s u l t i n g s t r u c t u r a l e n g i n e e r s 1 2 1 5 W . R i o S a l a d o P k w y S u i t e 2 0 0 T e m p e , A r i z o n a 8 5 2 8 1 ( 4 8 0 ) 7 7 4 - 1 7 0 0 ( 4 8 0 ) 7 7 4 - 1 7 0 1 F A X w w w . c t s a z . c o m Y E A R S O F E X C E L L E N C E C A R U S O T U R L E Y S C O T T 1 9 6 3 - 2 0 2 0 PRO F E S S I O N A L E N G I N E E R T H O M A S R . M O R RIS 1 6 6 1 1 S T A T E O F I D A H O 1 0 - 0 9 - 2 0 C A R U S O T U R L E Y S C O T T I N C . c o n s u l t i n g s t r u c t u r a l e n g i n e e r s 1 2 1 5 W . R i o S a l a d o P k w y S u i t e 2 0 0 T e m p e , A r i z o n a 8 5 2 8 1 ( 4 8 0 ) 7 7 4 - 1 7 0 0 ( 4 8 0 ) 7 7 4 - 1 7 0 1 F A X w w w . c t s a z . c o m Y E A R S O F E X C E L L E N C E C A R U S O T U R L E Y S C O T T 1 9 6 3 - 2 0 2 0 S E M I C A N T T I L T D O W N P L A N V I E W S C A L E : 1 / 4 " = 1 ' - 0 " A A S E C T I O N - S E M I C A N T T I L T D O W N S C A L E : 3 / 8 " = 1 ' - 0 " PRO F E S S I O N A L E N G I N E E R T H O M A S R . M O R RIS 1 6 6 1 1 S T A T E O F I D A H O 1 0 - 0 9 - 2 0 P R O F E S S I O N A L ENGIN E E R T H O MAS R . M O R R I S 16611 S T ATE O F I D A H O10-09-20 C A R U S O T U R L E Y S C O T T I N C . c o n s u l t i n g s t r u c t u r a l e n g i n e e r s 1 2 1 5 W . R i o S a l a d o P k w y S u i t e 2 0 0 T e m p e , A r i z o n a 8 5 2 8 1 ( 4 8 0 ) 7 7 4 - 1 7 0 0 ( 4 8 0 ) 7 7 4 - 1 7 0 1 F A X w w w . c t s a z . c o m Y E A R S O F E X C E L L E N C E C A R U S O T U R L E Y S C O T T 1 9 6 3 - 2 0 2 0 PRO F E S S I O N A L E N G I N E E R T H O M A S R . M O R RIS 1 6 6 1 1 S T A T E O F I D A H O 1 0 - 0 9 - 2 0 CARUSO TURLEY SCOTT Job No.20-0776 Sheet No.Cover By PMP Date 09/2020 CLIENT: Big Dog Solar 620 Pheasant Ridge Dr. Pocatello, Idaho 83202 PROJECT: Black Bell Office Solar Canopy 237 N. 2nd E. Rexburg, ID, 83440 ________________________________________________________________________________________________ GENERAL INFORMATION: BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE YOUR VISION IS OUR MISSION 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 CALCULATION INDEX SHEET SHEET #DESCRIPTION 1 - 7 Basis of Design 8 - 41 Purlin Design 42 - 63 Semi-Cantilever Tip Down Canopy Frame Design 64 - 72 Semi-Cantilever Tip Down Canopy Foundation Design 73 - 94 Semi-Cantilever Tip Up Canopy Frame Design 95 - 103 Semi-Cantilever Tip Up Canopy Foundation Design 104 - 107 Column-Beam Connection Job Name Bell Black Office Solar Canopy Job No.20-0776 Sheet No.Index By PMP Date 09/2020 YOUR STRUCTURAL ENGINEERING EXPERTS 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 Job Name Bell Black Office Solar Canopy Job No. 20-0776 Sheet No. By PMP Date 09/2020 BASIS FOR DESIGN 1 1 Matt Pellow From:CD-Inspections <inspections@rexburg.org> Sent:Tuesday, August 4, 2020 10:09 AM To:Matt Pellow Subject:RE: Jurisdiction Question Matt, The ground snow load if 50psf and the roof snow load is 35 psf. Thank you! From: Matt Pellow <mpellow@ctsaz.com> Sent: Monday, August 3, 2020 8:16 AM To: CD-Inspections <inspections@rexburg.org> Subject: RE: Jurisdiction Question Good Morning Ms. Eaton, I just wanted to follow up with you to see if the snow load in the city of Rexburg was reducible from 50psf? Thank you, Matt Pellow,E.I.T. | Structural Designer |480.774.1729 Direct CARUSO TURLEY SCOTT STRUCTURAL ENGINEERS PROFESSIONAL REGISTRATION IN 50 STATES, WASHINGTON DC, PUERTO RICO, US VIRGIN ISLANDS From: Matt Pellow Sent: Monday, July 20, 2020 2:32 PM To: 'CD-Inspections' Subject: RE: Jurisdiction Question Good Afternoon Ms. Eaton, No I do not believe this is in regard to Blue Max. Thank you for this information. Is the snow load reducible by chance? Thank you, Matt Pellow,E.I.T. | Structural Designer |480.774.1729 Direct CARUSO TURLEY SCOTT STRUCTURAL ENGINEERS PROFESSIONAL REGISTRATION IN 50 STATES, WASHINGTON DC, PUERTO RICO, US VIRGIN ISLANDS From: CD-Inspections [mailto:inspections@rexburg.org] Sent: Wednesday, July 15, 2020 4:37 PM To: Matt Pellow Subject: RE: Jurisdiction Question Matt, 2 2 Is this in regard to Blue Max? We require an Idaho licensed Engineer for all Photovoltaic systems installed in Rexburg. Included with submitted plans, all design criteria must be designed per the 2015 IBC. This would includes: -50 lbs ground snow load -90 MPH wind exposure -Seismic category D -Structural Design (Risk Category table 1604.5) category ll -Idaho licensed Electrical contractor for all Photovoltaic installation minus structural frame work Please let us know if you have any additional questions. From: Matt Pellow <mpellow@ctsaz.com> Sent: Wednesday, July 15, 2020 11:08 AM To: CD-Inspections <inspections@rexburg.org> Cc: Matt Parrish <mparrish@ctsaz.com>; Diane Eisenbacher <DEisenbacher@ctsaz.com> Subject: Jurisdiction Question Good Morning Ms. Eaton, My name is Matt Pellow, I am currently working with Paul Scott at Caruso Turley Scott on a solar canopy project in Rexburg, ID. I had a few questions I was hoping you could answer for me. The address of the project is:237 N. 2nd E, Rexburg, ID, 83440 1. Please refer to the attached drawings for a reference to the solar canopies we design. 1. Is the correct code for the structural design of this project the 2015 International Building Code? 1. We typically design these parking lot solar support structures as Risk Category I because: These structures are uninhabitable and do not have an occupancy. These structures represent a low hazard to human life. In a 100 MPH wind event, persons would not likely be under these canopies. Is using Risk Category I acceptable? 1. Can you confirm what wind speed and snow load we should use for this solar canopy? We appreciate you reviewing the provided information and would like to request to be able to use Risk Category I when designing solar and shade canopies in Rexburg, ID. Thank you, Matt Pellow, E.I.T.|Structural Designer PROFESSIONAL REGISTRATION IN 50 STATES, WASHINGTON DC, PUERTO RICO, US VIRGIN ISLANDS 480.774.1729 Direct |mpellow@ctsaz.com CARUSO TURLEY SCOTT STRUCTURAL ENGINEERS 1215 W. Rio Salado Pkwy, Suite 200 | Tempe, AZ 85281 | 480.774.1700 |www.ctsaz.com Structural Solutions Since 1963 This email may contain confidential or private information, if received in error please delete and notify sender. 3 4 5 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . Eqn. (27.4-3) Velocity pressure exposure cooefficient K z =0.85 Topographic factor K zt =1 Wind directionality factor K d =0.85 Basic wind speed V =90 mph Velocity pressure q h =14.96 psf Gust effect factor G =0.85 Net pressure cooefficient C N = From Fig. 27.4-4 Roof Wind Direction, = 0 degrees Wind Direction, = 180 degrees 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)-7.6 -12.7 -12.7 -19.1 11.4 19.1 -2.5 -15.3 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 P (psf)-17.8 0.0 -21.6 -10.2 20.3 3.8 10.2 -3.8 Roof Wind Direction, = 0 degrees Wind Direction, = 180 degrees 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)-11.4 -16.5 -14.0 -19.1 16.5 20.3 5.1 -14.0 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 P (psf)-24.2 0.0 -26.7 -7.6 22.9 7.6 15.3 -3.8 Roof Wind Direction, = 0 degrees Wind Direction, = 180 degrees 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)-8.9 -14.0 -13.1 -19.1 13.1 19.5 0.0 -14.8 B -1.6 0.0 -1.8 -0.7 1.7 0.4 0.9 -0.3 P (psf)-19.9 0.0 -23.3 -9.3 21.2 5.1 11.9 -3.8 Sheet Updated 2/1/18 15 10.00 Eqn. (27.3-1) Clear Wind Flow Obstructed Wind FlowObstructed Wind FlowClear Wind Flow 7.5 Main Wind Force Resisting System ( V = 90 mph; Exposure C; h = 12.1 ft; Angle = 10 deg ) Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow Reference: ASCE 7-10 (Section 27.4.3) NhGCqP 200256.0 VKKKKqedztzh 6 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . Eqn. (30.8-1) Velocity pressure exposure cooefficient Kz =0.85 Topographic factor K zt =1 Wind directionality factor K d =0.85 Basic wind speed V = Velocity pressure q h = Gust effect factor G =0.85 Net pressure cooefficient CN =From Fig. 30.8-1 Effective wind area = EA = L ( L/3 ) [Varies with element designed.] a =3.0 ft a2 =9.0 ft2 4a2 =36.0 ft2 Roof CNbased on Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow (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 40.7 psf -53.4 psf 30.5 psf -26.7 psf 20.3 psf -17.8 psf 20.3 psf -64.9 psf 15.3 psf -33.1 psf 10.2 psf -21.6 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 30.5 psf -26.7 psf 30.5 psf -26.7 psf 20.3 psf -17.8 psf 15.3 psf -33.1 psf 15.3 psf -33.1 psf 10.2 psf -21.6 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 20.3 psf -17.8 psf 20.3 psf -17.8 psf 20.3 psf -17.8 psf 10.2 psf -21.6 psf 10.2 psf -21.6 psf 10.2 psf -21.6 psf Roof CNbased on Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow (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 45.8 psf -48.3 psf 34.3 psf -36.9 psf 22.9 psf -24.2 psf 30.5 psf -53.4 psf 22.9 psf -40.7 psf 15.3 psf -26.7 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 34.3 psf -36.9 psf 34.3 psf -36.9 psf 22.9 psf -24.2 psf 22.9 psf -40.7 psf 22.9 psf -40.7 psf 15.3 psf -26.7 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 22.9 psf -24.2 psf 22.9 psf -24.2 psf 22.9 psf -24.2 psf 15.3 psf -26.7 psf 15.3 psf -26.7 psf 15.3 psf -26.7 psf Roof CNbased on Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow (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 42.4 psf -51.7 psf 31.8 psf -30.1 psf 21.2 psf -19.9 psf 23.7 psf -61. psf 17.8 psf -35.6 psf 11.9 psf -23.3 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 31.8 psf -30.1 psf 31.8 psf -30.1 psf 21.2 psf -19.9 psf 17.8 psf -35.6 psf 17.8 psf -35.6 psf 11.9 psf -23.3 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 21.2 psf -19.9 psf 21.2 psf -19.9 psf 21.2 psf -19.9 psf 11.9 psf -23.3 psf 11.9 psf -23.3 psf 11.9 psf -23.3 psf Sheet Updated 2/1/18 90 mph 14.96 psf Components & Cladding ( V = 90 mph; Exposure C; h = 12.1 ft; Angle = 10 deg ) EA < a2 Reference: ASCE 7-10 (Section 30.8.1) Eqn. (30.3-1) 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 7 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . (+) 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 =20.0 psf Dead Load of Purlins =4.0 plf Snow Load =35.0 psf Total Dead Load (vertical) =13.8 plf Components and Cladding Wind Up =-23.3 psf Components and Cladding Wind Down = 21.2 psf Tributary Width To Purlin =39.3 in Angle = Weak Axis Load: DL * Sin(Angle) * Trib =2.40 plf Strong Axis Load: DL * Cos(Angle) * Trib =13.62 plf Weak Axis Load: Snow * Sin(Angle) * Trib =19.91 plf Strong Axis Load: Snow * Cos(Angle) * Trib =112.92 plf Roof Live Load Down: Lr * Trib =65.52 plf Wind Load Down: Wind Down * Trib =69.44 plf Wind Load Up: Wind Up * Trib =-76.38 plf Tributary Width To Purlin =19.7 in Weak Axis Load: DL * Sin(Angle) * Trib =1.55 plf Strong Axis Load: DL * Cos(Angle) * Trib =8.78 plf Weak Axis Load: Snow * Sin(Angle) * Trib =9.96 plf Strong Axis Load: Snow * Cos(Angle) * Trib =56.46 plf Roof Live Load Down: Lr * Trib =32.76 plf Wind Load Down: Wind Down * Trib =34.72 plf Wind Load Up: Wind Up * Trib =-38.19 plf Purlin Loading - Interior Purlin Purlin Loading - Edge Purlin Solar Canopy Loading 10.0 degrees Page &R 8 CFS Version 12.0.2 Page 1 Section: Interior Super Purlin Strong Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 8/5/2020 7:38:24 AM By: eng22 Printed: 9/2/2020 11:10:51 AM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in Purlin, Thickness 0.074 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 9 CFS Version 12.0.2 Page 1 Analysis: Cantilever Analysis (Int, SA).cfsa eng22 Cantilever - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:09:33 AM By: eng22 Printed: 9/2/2020 11:10:51 AM 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 8/5/2020 7:38:24 AM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 1.1962 27.000 0.10981 Total 27.000 0.10981 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 27.000 Top 0.0000 0.0000 27.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 XT 6.000 1.00 Yes 1.0000 3 XT 12.000 1.00 Yes 1.0000 4 XYT 18.000 1.00 Yes 1.0000 5 XT 22.500 1.00 Yes 1.0000 6 XT 27.000 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 27.000 -0.01362 -0.01362 k/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.06940 -0.06940 k/ft 10 CFS Version 12.0.2 Page 2 Analysis: Cantilever Analysis (Int, SA).cfsa eng22 Cantilever - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:09:33 AM By: eng22 Printed: 9/2/2020 11:10:51 AM Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 0.07638 0.07638 k/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.06552 -0.06552 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.11292 -0.11292 k/ft Load Combination: D+ Lr Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D + S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Load Combination: D + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 Load Combination: 0.67D + 0.6Wup Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 Load Combination: D + S + 0.6Wdn/2 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 11 CFS Version 12.0.2 Page 3 Analysis: Cantilever Analysis (Int, SA).cfsa eng22 Cantilever - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:09:33 AM By: eng22 Printed: 9/2/2020 11:10:51 AM Load Combination: D + S/2 + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 0.500 3 Wdn 0.600 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn/2 Design Parameters at 18.000 ft, Left side: Lx 18.000 ft Ly 6.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Strong Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.9565 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k 0 k Red. Factor, R: 0 Lm 27.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.000 -5.9680 -1.658 0.0000 0.000 Applied 0.000 -5.9680 -1.658 0.0000 0.000 Strength 8.067 6.5736 13.369 0.9790 12.727 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.908 + 0.000 = 0.908 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.908 + 0.000 = 0.908 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.520 + 0.015)= 0.732 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 12 CFS Version 12.0.2 Page 1 Section: Interior Super Purlin Weak Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 8/5/2020 7:16:52 AM By: eng22 Printed: 9/2/2020 11:28:36 AM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in Purlin, Thickness 0.074 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 180.000 0.10690 Single 0.000 0.0000 0.3750 2 2.5000 90.000 0.10690 Single 0.000 0.0000 1.2500 3 1.4062 360.000 0.10690 Single 0.000 0.0000 0.7031 4 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402 5 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500 6 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402 7 3.2762 360.000 0.10690 Single 0.000 0.0000 1.6381 8 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402 9 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500 10 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402 11 1.2062 360.000 0.10690 Single 0.000 0.0000 0.6031 12 1.2500 90.000 0.10690 Single 0.000 0.0000 0.6250 13 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020 14 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850 15 0.1500 225.000 0.03000 Single 0.000 0.0000 0.0750 16 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850 17 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020 18 1.2500 90.000 0.03000 Single 0.000 0.0000 0.6250 19 0.7500 360.000 0.10690 Single 0.000 0.0000 0.3750 13 CFS Version 12.0.2 Page 1 Analysis: Cantilever Analysis (Int, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:27:50 AM By: eng22 Printed: 9/2/2020 11:28:36 AM 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 8/5/2020 7:16:52 AM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 1.1980 27.000 0.10998 Total 27.000 0.10998 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 27.000 None 0.0000 0.0000 27.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 YT 6.000 1.00 Yes 1.0000 3 YT 12.000 1.00 Yes 1.0000 4 XYT 18.000 1.00 Yes 1.0000 5 YT 22.500 1.00 Yes 1.0000 6 T 27.000 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 27.000 -0.002400 -0.002400 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.019910 -0.019910 k/ft 14 CFS Version 12.0.2 Page 2 Analysis: Cantilever Analysis (Int, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:27:50 AM By: eng22 Printed: 9/2/2020 11:28:36 AM Load Combination: D + S + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn Design Parameters at 18.000 ft, Left side: Lx 6.000 ft Ly 18.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Weak Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 27.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.000 -0.0111 -0.056 0.0000 0.000 Applied 0.000 -0.0111 -0.056 0.0000 0.000 Strength 8.100 0.9816 12.819 2.8875 13.499 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.011 + 0.000 = 0.011 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.011 + 0.000 = 0.011 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.010 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 15 CFS Version 12.0.2 Page 1 Section: Interior Super Purlin Strong Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 8/5/2020 7:38:24 AM By: eng22 Printed: 9/2/2020 11:15:01 AM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in Purlin, Thickness 0.074 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 16 CFS Version 12.0.2 Page 1 Analysis: SS Analysis (Int, SA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:14:07 AM By: eng22 Printed: 9/2/2020 11:15:01 AM 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 8/5/2020 7:38:24 AM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 1.1962 18.000 0.073208 Total 18.000 0.073208 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (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 6.000 1.00 Yes 1.0000 3 XT 12.000 1.00 Yes 1.0000 4 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 -0.01362 -0.01362 k/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.06944 -0.06944 k/ft 17 CFS Version 12.0.2 Page 2 Analysis: SS Analysis (Int, SA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:14:07 AM By: eng22 Printed: 9/2/2020 11:15:01 AM Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.07638 0.07638 k/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.06552 -0.06552 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.11292 -0.11292 k/ft Load Combination: D+ Lr Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D + S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Load Combination: D + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 Load Combination: 0.67D + 0.6Wup Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 Load Combination: D + S + 0.6Wdn/2 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 18 CFS Version 12.0.2 Page 3 Analysis: SS Analysis (Int, SA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:14:07 AM By: eng22 Printed: 9/2/2020 11:15:01 AM Load Combination: D + S/2 + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 0.500 3 Wdn 0.600 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn/2 Design Parameters at 9.000 ft: Lx 18.000 ft Ly 6.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Strong Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.000 5.9686 0.000 0.0000 0.000 Applied 0.000 5.9686 0.000 0.0000 0.000 Strength 8.067 9.6762 13.369 0.9790 12.727 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.617 + 0.000 = 0.617 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.617 + 0.000 = 0.617 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.380 + 0.000)= 0.617 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 19 CFS Version 12.0.2 Page 1 Section: Interior Super Purlin Weak Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 8/5/2020 7:16:52 AM By: eng22 Printed: 9/2/2020 11:26:21 AM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in Purlin, Thickness 0.074 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 180.000 0.10690 Single 0.000 0.0000 0.3750 2 2.5000 90.000 0.10690 Single 0.000 0.0000 1.2500 3 1.4062 360.000 0.10690 Single 0.000 0.0000 0.7031 4 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402 5 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500 6 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402 7 3.2762 360.000 0.10690 Single 0.000 0.0000 1.6381 8 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402 9 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500 10 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402 11 1.2062 360.000 0.10690 Single 0.000 0.0000 0.6031 12 1.2500 90.000 0.10690 Single 0.000 0.0000 0.6250 13 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020 14 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850 15 0.1500 225.000 0.03000 Single 0.000 0.0000 0.0750 16 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850 17 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020 18 1.2500 90.000 0.03000 Single 0.000 0.0000 0.6250 19 0.7500 360.000 0.10690 Single 0.000 0.0000 0.3750 20 CFS Version 12.0.2 Page 1 Analysis: SS Analysis (Int, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:25:09 AM By: eng22 Printed: 9/2/2020 11:26:21 AM 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 8/5/2020 7:16:52 AM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 1.1980 18.000 0.073320 Total 18.000 0.073320 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 18.000 None 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 YT 6.000 1.00 Yes 1.0000 3 YT 12.000 1.00 Yes 1.0000 4 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 -0.002400 -0.002400 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.019910 -0.019910 k/ft 21 CFS Version 12.0.2 Page 2 Analysis: SS Analysis (Int, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 11:25:09 AM By: eng22 Printed: 9/2/2020 11:26:21 AM Load Combination: D + S + 0.3Wup Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.3Wup Design Parameters at 9.000 ft: Lx 6.000 ft Ly 18.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Interior Super Purlin Weak Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.000 0.0201 0.000 0.0000 0.000 Applied 0.000 0.0201 0.000 0.0000 0.000 Strength 8.100 1.2197 12.819 2.8875 13.499 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.016 + 0.000 = 0.016 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.016 + 0.000 = 0.016 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.016 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 22 CFS Version 12.0.2 Page 1 Section: Exterior Super Purlin Strong Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 7/11/2018 2:08:59 PM By: eng15 Printed: 9/2/2020 1:00:14 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in 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 23 CFS Version 12.0.2 Page 1 Analysis: Cantilever Analysis (Ext, SA).cfsa eng22 Cantilever Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 12:58:51 PM By: eng22 Printed: 9/2/2020 1:00:15 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 Exterior Super Purlin Strong Axis.cfss 7/11/2018 2:08:59 PM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 0.80653 27.000 0.074039 Total 27.000 0.074039 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 27.000 Top 0.0000 0.0000 27.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 XT 6.000 1.00 Yes 1.0000 3 XT 12.000 1.00 Yes 1.0000 4 XYT 18.000 1.00 Yes 1.0000 5 XT 22.500 1.00 Yes 1.0000 6 XT 27.000 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 27.000 -0.008780 -0.008780 k/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.034720 -0.034720 k/ft 24 CFS Version 12.0.2 Page 2 Analysis: Cantilever Analysis (Ext, SA).cfsa eng22 Cantilever Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 12:58:51 PM By: eng22 Printed: 9/2/2020 1:00:15 PM Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 0.038190 0.038190 k/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.032760 -0.032760 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.056460 -0.056460 k/ft Load Combination: D+ Lr Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D + S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Load Combination: D + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 Load Combination: 0.67D + 0.6Wup Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 Load Combination: D + S + 0.6Wdn/2 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 25 CFS Version 12.0.2 Page 3 Analysis: Cantilever Analysis (Ext, SA).cfsa eng22 Cantilever Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 12:58:51 PM By: eng22 Printed: 9/2/2020 1:00:15 PM Load Combination: D + S/2 + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 0.500 3 Wdn 0.600 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn/2 Design Parameters at 18.0000 ft, Right side: Lx 9.0000 ft Ly 4.5000 ft Lt 4.5000 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Exterior Super Purlin Strong Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.4286 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k 0 k Red. Factor, R: 0 Lm 27.0000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.0000 -3.0641 0.6809 0.0000 0.0000 Applied 0.0000 -3.0641 0.6809 0.0000 0.0000 Strength 4.4322 4.4188 3.7314 0.6169 5.1611 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.693 + 0.000 = 0.693 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.693 + 0.000 = 0.693 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.288 + 0.033)= 0.567 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 26 CFS Version 12.0.2 Page 1 Section: Exterior Super Purlin Weak Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 7/11/2018 2:10:57 PM By: eng15 Printed: 9/2/2020 1:06:49 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in 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 180.000 0.11800 Single 0.000 0.0000 0.5000 2 2.5000 90.000 0.11800 Single 0.000 0.0000 1.2500 3 7.6250 0.000 0.11800 Single 0.000 0.0000 3.8125 4 1.2500 270.000 0.11800 Single 0.000 0.0000 0.6250 5 0.1560 0.000 0.00100 Single 0.000 0.0000 0.0550 6 1.2500 90.000 0.00100 Single 0.000 0.0000 0.6250 7 0.7500 0.000 0.11800 Single 0.000 0.0000 0.3750 27 CFS Version 12.0.2 Page 1 Analysis: Cantilever Analysis (Ext, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:06:12 PM By: eng22 Printed: 9/2/2020 1:06:49 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 Exterior Super Purlin Weak Axis.cfss 7/11/2018 2:10:57 PM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 0.80648 27.000 0.074035 Total 27.000 0.074035 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 27.000 None 0.0000 0.0000 27.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 Yes 1.0000 2 YT 6.000 1.00 Yes 1.0000 3 YT 12.000 1.00 Yes 1.0000 4 XYT 18.000 1.00 Yes 1.0000 5 YT 22.500 1.00 Yes 1.0000 6 T 27.000 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 27.000 -0.0015500 -0.0015500 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.0099600 -0.0099600 k/ft 28 CFS Version 12.0.2 Page 2 Analysis: Cantilever Analysis (Ext, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:06:12 PM By: eng22 Printed: 9/2/2020 1:06:49 PM Load Combination: D + S + 0.6Wdn/2 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn/2 Design Parameters at 18.0000 ft, Right side: Lx 4.5000 ft Ly 9.0000 ft Lt 4.5000 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Exterior Super Purlin Weak Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 27.0000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.0000 -0.0057 0.0013 0.0000 0.0000 Applied 0.0000 -0.0057 0.0013 0.0000 0.0000 Strength 4.4296 0.6168 6.8154 1.4414 4.7297 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.009 + 0.000 = 0.009 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.009 + 0.000 = 0.009 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.007 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 29 CFS Version 12.0.2 Page 1 Section: Exterior Super Purlin Strong Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 7/11/2018 2:08:59 PM By: eng15 Printed: 9/2/2020 1:04:24 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in 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 30 CFS Version 12.0.2 Page 1 Analysis: SS Analysis (Ext, SA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:02:48 PM By: eng22 Printed: 9/2/2020 1:04:24 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 Exterior Super Purlin Strong Axis.cfss 7/11/2018 2:08:59 PM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 0.80653 18.000 0.049359 Total 18.000 0.049359 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (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 6.000 1.00 Yes 1.0000 3 XT 12.000 1.00 Yes 1.0000 4 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 -0.008780 -0.008780 k/ft Loading: Wdn Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.034720 -0.034720 k/ft 31 CFS Version 12.0.2 Page 2 Analysis: SS Analysis (Ext, SA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:02:48 PM By: eng22 Printed: 9/2/2020 1:04:24 PM Loading: Wup Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.038190 0.038190 k/ft Loading: Lr Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.032760 -0.032760 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.056460 -0.056460 k/ft Load Combination: D+ Lr Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Lr 1.000 Load Combination: D + S Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Load Combination: D + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 Wdn 0.600 Load Combination: 0.67D + 0.6Wup Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 0.670 2 Wup 0.600 Load Combination: D + S + 0.6Wdn/2 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 3 Wdn 0.300 32 CFS Version 12.0.2 Page 3 Analysis: SS Analysis (Ext, SA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:02:48 PM By: eng22 Printed: 9/2/2020 1:04:24 PM Load Combination: D + S/2 + 0.6Wdn Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 0.500 3 Wdn 0.600 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn/2 Design Parameters at 9.000 ft: Lx 18.000 ft Ly 6.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Exterior Super Purlin Strong Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.0000 3.0641 0.0000 0.0000 0.0000 Applied 0.0000 3.0641 0.0000 0.0000 0.0000 Strength 3.4176 4.7532 3.7314 0.5491 5.1611 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.645 + 0.000 = 0.645 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.645 + 0.000 = 0.645 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.310 + 0.000)= 0.557 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 33 CFS Version 12.0.2 Page 1 Section: Exterior Super Purlin Weak Axis.cfss eng22 Purlin Caruso Turley Scott Inc. Rev. Date: 7/11/2018 2:10:57 PM By: eng15 Printed: 9/2/2020 1:08:27 PM Section Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material: A653 HSLAS Grade 70 Apply cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 75 ksi Tensile Strength, Fu 80 ksi Torsion Constant Override, J 0 in Warping Constant Override, Cw 0 in 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 180.000 0.11800 Single 0.000 0.0000 0.5000 2 2.5000 90.000 0.11800 Single 0.000 0.0000 1.2500 3 7.6250 0.000 0.11800 Single 0.000 0.0000 3.8125 4 1.2500 270.000 0.11800 Single 0.000 0.0000 0.6250 5 0.1560 0.000 0.00100 Single 0.000 0.0000 0.0550 6 1.2500 90.000 0.00100 Single 0.000 0.0000 0.6250 7 0.7500 0.000 0.11800 Single 0.000 0.0000 0.3750 34 CFS Version 12.0.2 Page 1 Analysis: SS Analysis (Ext, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:08:01 PM By: eng22 Printed: 9/2/2020 1:08:27 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 Exterior Super Purlin Weak Axis.cfss 7/11/2018 2:10:57 PM Material Area Length Weight (in²) (ft) (k) 1 A653 HSLAS Grade 70 0.80648 18.000 0.049357 Total 18.000 0.049357 Start Loc. End Loc. Braced R k Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 18.000 None 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 YT 6.000 1.00 Yes 1.0000 3 YT 12.000 1.00 Yes 1.0000 4 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 -0.0015500 -0.0015500 k/ft Loading: S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.0099600 -0.0099600 k/ft 35 CFS Version 12.0.2 Page 2 Analysis: SS Analysis (Ext, WA).cfsa eng22 Simple Span - Strong Caruso Turley Scott Inc. Rev. Date: 9/2/2020 1:08:01 PM By: eng22 Printed: 9/2/2020 1:08:27 PM Load Combination: D + S + 0.6Wdn/2 Specification: AISI S100-12, US, ASD Inflection Point Bracing: No Loading Factor 1 D 1.000 2 S 1.000 Member Check - AISI S100-12, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: D + S + 0.6Wdn/2 Design Parameters at 9.000 ft: Lx 6.000 ft Ly 18.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Exterior Super Purlin Weak Axis.cfss Material Type: A653 HSLAS Grade 70, Fy=75 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0.0000 0.01036 0.0000 0.00000 0.0000 Applied 0.0000 0.01036 0.0000 0.00000 0.0000 Strength 2.8009 0.83865 6.8154 0.83379 4.7297 Interaction Equations Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.012 + 0.000 = 0.012 <= 1.0 Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.012 + 0.000 = 0.012 <= 1.0 Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.012 <= 1.0 Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 36 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Sep-20 . Simple Span Length of Purlin =18 ft Cantilever Length of Purlin =9 ft Tributary Width to Purlin =63 in Effective Wind Area = Trib to Connection =93.9 Ft2 > 4a2 = 36 Ft2 where a=3' min. Components & Cladding Downward Wind =21.2 psf Components & Cladding Uplift Wind =-23.3 psf Dead Load to Purlin =19.65 plf Find Maximum Uplift Reaction. Maximum Reaction for Simple Spans = 0.6DL+0.6W =-1101 lb Maximum Reaction for Cantilever = 0.6DL+0.6W =-1238 lb Design Screw Connection for Purlin to Beam Maximum Reaction for Design =1238 lb Capacity of Screw in Tension =861 lb/screw # of screws required =1.4 screws Use 6 DESIGN SINGLE SCREW CONNECTION FOR LATERAL Maximum Lateral Reaction for Design =325 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 37 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Sep-20 . Simple Span Length of Purlin =18 ft Cantilever Length of Purlin =9 ft Tributary Width to Purlin =63 in Effective Wind Area = Trib to Connection =93.9 Ft2 > 4a2 = 36 Ft2 where a=3' min. Components & Cladding Downward Wind =21.2 psf Components & Cladding Uplift Wind =-23.3 psf Dead Load to Purlin =19.65 plf Find Maximum Downward Reaction. (Design for purlins that aren't fully seated on beam.) Maximum Reaction for Simple Spans = DL+0.6W =1548 lb Maximum Reaction for Cantilever = DL+0.6W =1742 lb Find Maximum Uplift Reaction. Maximum Reaction for Simple Spans = 0.6DL+0.6W =-1101 lb Maximum Reaction for Cantilever = 0.6DL+0.6W =-1238 lb DESIGN SCREW CONNECTION FOR PURLIN TO CLIP Maximum Reaction for Design =1742 lb Capacity of Screw in Shear =627 lb/screw # of screws required =2.8 screws Use 6 DESIGN SCREW CONNECTION FOR CLIP TO BEAM Maximum Uplift Reaction for Design =1238 lb Capacity of Screw in Tension =676 lb/screw # of screws required =1.8 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 3/6/20 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 38 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Sep-20 . 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 = 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 (t23d)(1/2)Fu2 (Eq. E4.3.1-1)= 8005 lb Pns =2.7 t1 d Fu1 (Eq. E4.3.1-4)= 6439 lb Pns =2.7 t1 d Fu1 (Eq. E4.3.1-2)= 6439 lb Pns =2.7 t2 d Fu2 (Eq. E4.3.1-5)= 6439 lb Pns =2.7 t2 d Fu2 (Eq. E4.3.1-3)= 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 / =627 lb Shear Capacity = P/ =627 lb / screw Pnot= 0.85 tc d Fu2 (Eq. E4.4.1-1) =2026.9 lb / = Pnov=1.5 t1 d'w Fu1 (Eq. E4.4.2-1) =6872.4 lb / =where dw shall be taken not larger than 3/4 in. Pts =Pts / =775 lb Tension Capacity = P/ =676 lb / screw NOTE: 1. Based on the 2012 Edition of AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100-12. 2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d.Template Updated 2/9/17 Sheet Updated 3/6/20 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 / = 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 39 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Sep-20 . 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 = 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 (t23d)(1/2)Fu2 (Eq. E4.3.1-1)= 9375 lb Pns =2.7 t1d Fu1 (Eq. E4.3.1-4)= 3328 lb Pns =2.7 t1 d Fu1 (Eq. E4.3.1-2)= 3328 lb Pns =2.7 t2d Fu2 (Eq. E4.3.1-5)= 8201 lb Pns =2.7 t2 d Fu2 (Eq. E4.3.1-3)= 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 / =813 lb Shear Capacity = P/ =813 lb / screw Pnot= 0.85 tc d Fu2 (Eq. E4.4.1-1) =2581.9 lb / = Pnov=1.5 t1 d'w Fu1 (Eq. E4.4.2-1) =3697.5 lb / =where dw shall be taken not larger than 3/4 in. Pts =Pts / =1219 lb Tension Capacity = P/ =861 lb / screw NOTE: 1. Based on the 2012 Edition of AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100-12. 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 3/6/20 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 / = 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 40 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Sep-20 . 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 = 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 (t23d)(1/2)Fu2 (Eq. E4.3.1-1)= 3340 lb Pns =2.7 t1d Fu1 (Eq. E4.3.1-4)= 6439 lb Pns =2.7 t1 d Fu1 (Eq. E4.3.1-2)= 6439 lb Pns =2.7 t2d Fu2 (Eq. E4.3.1-5)= 3668 lb Pns =2.7 t2 d Fu2 (Eq. E4.3.1-3)= 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 / =627 lb Shear Capacity = P/ =627 lb / screw Pnot= 0.85 tc d Fu2 (Eq. E4.4.1-1) =1154.8 lb / = Pnov=1.5 t1 d'w Fu1 (Eq. E4.4.2-1) =6872.4 lb / =where dw shall be taken not larger than 3/4 in. Pts =Pts / =775 lb Tension Capacity = P/ =385 lb / screw NOTE: 1. Based on the 2012 Edition of AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100-12. 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 3/6/20 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 / = 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 41 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . Label X (ft)Y (ft) 1 0 0 2 0 11.14 3 -14.084 8.657 4 8.5 12.639 Label i-Node j-Node 1 1 2 2 3 2 3 2 4 X (kips)Y (kips) 0 2.58 0 6.497 0 4.177 0 14.228 -1.169 -6.626 1.168 6.628 -1.518 -8.092 1.427 8.609 -1.151 0 0 0 0.67DL+0.6WL(7) 0.856 0.67DL+0.6WL(14) Max Value Load Combination DL+SL(4)+0.3WL(13)-3.126 0.67DL+0.6WL(14)19.391 Moment (k-ft)-53.673 DL+SL(4)+0.3WL(10)3.549 Seismic Load Z 0 Seismic Load X 11.692 -28.918 Components and Cladding Max 7.474 Snow Load -39.849 MWFRS Min -24.348 MWFRS Max 13.197 Components and Cladding Min -7.951 Unbalanced Live Load Live Load -18.197 Basic Load Case Moment (k-ft) Y (kips) Min Value Load Combination Dead Load -6.52 X (kips)-0.911 DL+0.6WL(13) Reactions MWFRS Maximum Reactions Steel Frame Model Info and Base Reactions Nodes Members 1 2 3 1 2 3 4X Y 0 5 10 15 -15 -10 -5 0 5 10 15 Page &R 42 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . Applicable Code:ASCE 7-10 Structure Frame Shape Type:Semi-Cantilever Number of Panels Parallel to Beam:7 Horizontal Width:22.6 ft Length of Panel Parallel to Beam:39.0625 in Mean Roof Height:12.1 ft Spacing Between Solar Panels:0.25 in Eave Height:8 ft Column Spacing / Tributary to Frame:18 ft Roof Slope:10 degrees Column Location from End of Beam:169.006783532047 in Purlin Type:Solar Purlin Dead Load of Panels = Purlin Depth from Base of Roof:8 in Dead Load of Purlins = Number of Purlins at each frame:8 Dead Load of Solar Panel:3 psf Dead Load of Purlins:4 plf Risk Category:II Roof Live Load on Solar Panel:20 psfBasic Wind Speed:90 mph Live Load Reducible to:15.74 psf Wind Exposure Category:C Ground Snow Load:35 psf MWFRS Velocity Pressure Coeffecient:0.85 Snow Load is Unreducible 35 psf CC Velocity Pressure Coeffecient:0.85 Snow Importance Factor:1 Topographic Factor:1 Snow Exposure:Fully Exposed Wind Directionality Factor:0.85 Gust Effect Factor:0.85 Short Period Spectral Response Acceleration Ss:0.446 1 Second Spectral Response Acceleration S1:0.157 Soil Site Class:D Short Period Site Coefficient (at 0.2 sec period) Fa:1.443 Long Period Site Coefficient (at 1.0 sec period) Fv:2.172 Spectral Response Acceleration at short Periods Sms:0.64358 Spectral Response Acceleration at a Period of 1 sec Sm1:0.341 Spectral Response Acceleration Parameter at Short Periods Sds:0.429 Spectral Response Acceleration Parameter of 1 sec Sd1:0.227 Redundancy Factor 1 Perpendicular to the Frame:1 Redundancy Factor 2 Parallel to the Frame:1.3 Response Modification Factor R:1.25 Overstrength Factor o: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 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 Reaction Type Reaction Proportion Modified Reaction Capacity Ratio Axial (A)16.965 K 1.0000 16.965 K 76.699 K 0.2212 Strong Axis Moment (Mz)-56.966 K-FT 1.0000 -56.966 K-FT 90.285 K-FT 0.6310 H (Height of Column)Strong Axis Shear (Vy)-1.034 K 1.0000 -1.034 K 31.236 K 0.0331 11.14 ft Weak Axis Moment (My)0.000 K-FT 1.0000 0.000 K-FT 36.791 K-FT 0.0000 12 ft Weak Axis Shear (Vz)0.000 K 1.0000 0.000 K 53.389 K 0.0000 Torsion (T)0.000 K-FT 1.0000 0.000 K-FT 19.140 K-FT 0.0000 Inside Box Strong Axis Moment (Mz)-56.966 K-FT 0.4301 -24.501 K-FT 75.861 K-FT 0.3230 Strong Axis Shear (Vy)-1.034 K 0.5310 -0.549 K 35.369 K 0.0155 Weak Axis Moment (My)0.000 K-FT 0.4529 0.000 K-FT 33.362 K-FT 0.0000 Weak Axis Shear (Vz)0.000 K 0.4798 0.000 K 49.249 K 0.0000 Torsion (T)0.000 K-FT 0.4540 0.000 K-FT 20.403 K-FT 0.0000 Reaction Type Reaction Proportion Modified Reaction Capacity Ratio Axial (A)16.965 K 1.0000 16.965 K 76.699 K 0.2212 Strong Axis Moment (Mz)-48.495 K-FT 1.0000 -48.495 K-FT 90.285 K-FT 0.5371 H (Height of Column)Strong Axis Shear (Vy)-0.191 K 1.0000 -0.191 K 31.236 K 0.0061 11.14 ft Weak Axis Moment (My)7.055 K-FT 1.0000 7.055 K-FT 36.791 K-FT 0.1918 12 ft Weak Axis Shear (Vz)-0.689 K 1.0000 -0.689 K 53.389 K 0.0129 Torsion (T)-1.567 K-FT 1.0000 -1.567 K-FT 19.140 K-FT 0.0819 Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Strong Axis Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Weak Axis 62 0.0000 1.000 AISI S100-16 Equation H1.1-1 0.8521 1.000 AISI S100-16 Equation H1.2-1 0.6318 1.000 AISI S100-16 Equation H2-1 0.0000 1.000 AISI S100-16 Equation H2-1 0.4214 0.782 AISI S100-16 Equation H3-1a 0.0000 0.782 AISI S100-16 Equation H3-1a 0.8532 1.000 AISC A360-16 Equation H3-6 0.0000 1.000 AISI S100-16 Equation H1.1-1 0.3230 1.000 AISI S100-16 Equation H1.2-1 0.3233 1.000 AISI S100-16 Equation H2-1 0.0000 1.000 AISI S100-16 Equation H2-1 0.2152 0.782 AISI S100-16 Equation H3-1a 0.0000 0.782 AISI S100-16 Equation H3-1a 0.3232 1.000 AISC A360-16 Equation H3-6 0.0000 1.000 AISI S100-16 Equation H1.1-1 0.9501 1.000 AISI S100-16 Equation H1.2-1 0.5372 1.000 AISI S100-16 Equation H2-1 0.1922 1.000 AISI S100-16 Equation H2-1 0.3297 0.782 AISI S100-16 Equation H3-1a 0.1337 0.782 AISI S100-16 Equation H3-1a 0.9603 1.000 AISC A360-16 Equation H3-6 [(Mz/Maloz)2 + (Vy/Vay)2] Interaction Equations Per AISI S100-16 and AISC A-360-16 Box Column Section Mz/Mazt + My/Mayt + T/Ta Mz/Maz + My/May + (-T or C) / (Ta or Ca) 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 Inside Box 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] Strong Axis Design OK 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 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] Strong Axis Design OK Interaction Equations Per AISI S100-16 and AISC A-360-16 (Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2 Weak Axis Design OK Inside Box 63 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . Maximum Moment =56966 lb-ft Maximum Axial Load =18795 lb Allowable Lateral Soil Bearing Pressure = R =150 psf/ft Skin Friction = Allow bearing / 6 = 333 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 =7.18 ft Mo = moment per foot of pile diameter, applied at the resisting surface = M / d =22786.4 lb-ft / ft L = depth of pile =11.27 ft Maximum Moment =56966 k-ft S3 = (Depth of Embedment) x (Allow. Lateral Soil Bearing Pressure) where d = depth of embedment . Combine equations and solve for "d": 6.86 ft Average =9.06 ft Use 30 in diameter x 9.06 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 11.27 ft deep concrete drilled pier Use 30 in diameter x 7.18 ft deep concrete drilled pier 366.2 R ML o bS Md 3 25.4 3 25.4 bR Md 64 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . Drilled Pier Diameter = 30 in Moment at Base of Column, M = 56.966 k-ft 7.055 k-ft Depth of Drilled Pier Per Constrained Design Equation =9.57 ft 9.57 ft Minimum Thickness of Asphalt =2 in 2 in Moment Arm, d = Pier Depth - 24"/2 - Thickness of Asphalt/2 =8.49 ft 8.49 ft Ph = Force at Top or Bottom of Drilled Pier = M/d =6.71 k 0.83 k Asphalt Class B Compressive Strength = 0.246 ksi 0.246 ksi Factor of Safety =2.0 2.0 Constrainment Pad Length, L =27.3 in 3.4 in Strong Axis Weak Axis Use 30 in Long x 30 in Wide Constrainment Pad to use Constrained Drilled Pier Embedment Depth in Asphalt Constrainment Pad on Top of Drilled Pier in Asphalt Areas 65 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . 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 ==60927 LB*FT L = drilled pier embedment (ft) =9.57 <--- Reinforcing only valid for this drilled pier depth x = column embedment into drilled pier (ft) =4 Minimum depth (x) of embedment (ft) = L/3 =3.19 =48710 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 =bd =0.71 in2 Use 2 # 6 each side of column Sheet Updated 4/17/18 0.0033 Design Code is 2015 IBC 52.5 0.0113 DRILLED PIER REINFORCING DESIGN Transform area of circle into equivalent rectangle. Diameter = D =29.5 in Diameter of reinforcing bars 0.0009 A r e a p e r b a r s i z e R e q u i r e d # o f b a 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 yy c FF f 200;'3maxmin calc3 4 min 2 ""3 bdhd y c uc F f Kf '425.011')85.0( 66 67 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Up Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer:Project ID: Printed: 2 SEP 2020, 10:26AM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = Values 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 strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 11.0 ft Length parallel to Z-Z Axis = 5.0 ft Load location offset from footing center... ex : Prll to X-X Axis 42 in= in= =Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight== 0.50 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6Number of Bars =6 Bars parallel to Z-Z Axis Reinforcing Bar Size =6Number of Bars =13 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 62.5 % # Bars required on each side of zone 37.5 % Applied Loads 2.579 6.497 14.226 -6.626 -0.2210 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k-1.169 -1.151V-z k-0.8850 -41.085 -24.742M-xx =-6.553 k-ft=-29.133 k-ft-8.989 H = 68 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Up Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer:Project ID: Printed: 2 SEP 2020, 10:26AM Project Descr: PASS 5.193 Sliding - X-X 0.7014 k 3.643 k +0.60D+0.60W PASS 10.636 Sliding - Z-Z 0.6195 k 6.589 k +0.60D+0.70E DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.3940 Soil Bearing 0.7053 ksf 1.790 ksf +D+S about Z-Z axis PASS 3.499 Overturning - X-X 7.944 k-ft 27.794 k-ft +0.60D+0.70E PASS 1.189 Overturning - Z-Z 55.989 k-ft 66.562 k-ft +0.60D+0.60W PASS 2.796 Uplift -3.976 k 11.117 k +0.60D+0.60W PASS 0.01163 Z Flexure (+X)0.5632 k-ft/ft 48.420 k-ft/ft +1.20D+1.60S PASS 0.3238 Z Flexure (-X)15.677 k-ft/ft 48.420 k-ft/ft +1.20D+1.60S+0.50W PASS 0.02313 X Flexure (+Z)1.103 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S PASS 0.02313 X Flexure (-Z)1.103 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.1546 1-way Shear (-X)11.593 psi 75.0 psi +1.20D+1.60S+0.50W PASS 0.009950 1-way Shear (+Z)0.7462 psi 75.0 psi +1.20D+1.60S PASS 0.009950 1-way Shear (-Z)0.7462 psi 75.0 psi +1.20D+1.60S PASS 0.05403 2-way Punching 8.105 psi 150.0 psi +1.20D+1.60S 69 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Down Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer: Project ID: Printed: 2 SEP 2020, 10:22AM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = Values 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 strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 7.0 ft Length parallel to Z-Z Axis = 4.0 ft Load location offset from footing center...ex : Prll to X-X Axis 18 in= in= =Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight== 0.50 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6Number of Bars =5 Bars parallel to Z-Z Axis Reinforcing Bar Size =6Number of Bars =9 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 72.7 % # Bars required on each side of zone 27.3 % Applied Loads 2.579 6.497 14.228 6.628 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k1.168V-z k -41.085 12.901M-xx =-6.553 k-ft=-29.133 k-ft11.693 H = 70 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Down Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer: Project ID: Printed: 2 SEP 2020, 10:22AM Project Descr: PASS 6.163 Sliding - X-X 0.7008 k 4.319 k +0.60D+0.60W PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8771 Soil Bearing 1.570 ksf 1.790 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.068 Overturning - Z-Z 35.686 k-ft 73.80 k-ft +D+Lr PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.01683 Z Flexure (+X)0.8477 k-ft/ft 50.374 k-ft/ft +0.90D+W PASS 0.290 Z Flexure (-X)14.607 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S PASS 0.02795 X Flexure (+Z)1.447 k-ft/ft 51.766 k-ft/ft +1.20D+1.60S+0.50W PASS 0.02795 X Flexure (-Z)1.447 k-ft/ft 51.766 k-ft/ft +1.20D+1.60S+0.50W PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.2186 1-way Shear (-X)16.392 psi 75.0 psi +1.20D+1.60S PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a PASS 0.05226 2-way Punching 7.839 psi 150.0 psi +1.20D+1.60S+0.50W 71 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . Axial (lb)Moment (lb-ft) DL Maximum =2579 6553 Lr Maximum =6497 29133 S Maximum =14228 41085 W Maximum =6628 12901 W Uplift Maximum =-6626 -24742 Column Dimension (Moment)=15.75 in Column Dimension (Rebar Length)=8 in Axial (lb)Moment (lb-ft) 1.2D + 1.6(Lr or S)+0.5W=29174 80050.1 1.2D + 0.5(Lr or S)+1.0W=16837 41307.1 0.9D-1.0W =-4305 1477.7 Governing =29174 80050.1 = 1.0 for normal weight concrete t = > 12” of fresh concrete below,t = 1.3. For all others,t = 1.0. 75577 lb e = for uncoated and zinc-coated (galvanized) reinforcement,e = 1.0. s = For #6 and smaller bars and deformed wires,s = 0.8. Avf = Vu =75577 lb = 0.60 in2 s = For #7 and larger bars,s = 1.0.f'c =2500 psi 2 fy (2)(0.75)(fy)(1.4)t e = need not be greater than 1.7.fy =60000 psi 2.5 (Based on commentary R12.2) 4 4 0.79 14 6 2 5 0.61 18 8 2 6 0.88 22 11 1 7 0.60 32 15 1 8 0.79 36 19 1 9 0.99 41 24 SPREAD FOOTING REINFORCING DESIGN Hooked Bar Length Beyond Face of Column (in) Strength Design Load Combinations 63 57 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) 30 43 37 71 USE 4 #5 x 43" LONG BARS (2 BARS PER SIDE OF COLUMN) b b trb set c y d d d Kcf fl '40 3 &R 72 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . Label X (ft)Y (ft) 1 0 0 2 0 10.155 3 -8.5 8.657 4 14.084 12.639 Label i-Node j-Node 1 1 2 2 3 2 3 2 4 X (kips)Y (kips) 0 2.58 0 6.497 0 4.177 0 14.228 -1.169 -6.626 1.168 6.628 -1.518 -8.092 1.427 8.609 -1.151 0 0 0 Reactions MWFRS Maximum Reactions Steel Frame Model Info and Base Reactions Nodes Members Min Value Load Combination Dead Load -6.52 X (kips)-0.911 DL+0.6WL(13) Live Load -18.197 Basic Load Case Moment (k-ft) Y (kips) Seismic Load Z 0 Seismic Load X 11.692 -28.918 Components and Cladding Max 7.474 Snow Load -39.849 MWFRS Min -24.348 MWFRS Max 13.197 Components and Cladding Min -7.951 Unbalanced Live Load -3.126 0.67DL+0.6WL(14)19.391 Moment (k-ft)-53.673 DL+SL(4)+0.3WL(10)3.549 0.856 0.67DL+0.6WL(14) Max Value Load Combination DL+SL(4)+0.3WL(13) 0.67DL+0.6WL(7) 1 2 3 1 2 3 4X Y 0 5 10 15 -15 -10 -5 0 5 10 15 Page &R 73 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Aug-20 . Applicable Code:ASCE 7-10 Structure Frame Shape Type:Semi-Cantilever Number of Panels Parallel to Beam:7 Horizontal Width:22.6 ft Length of Panel Parallel to Beam:39.0625 in Mean Roof Height:12.1 ft Spacing Between Solar Panels:0.25 in Eave Height:8 ft Column Spacing / Tributary to Frame:18 ft Roof Slope:10 degrees Column Location from End of Beam:102 in Purlin Type:Solar Purlin Dead Load of Panels = Purlin Depth from Base of Roof:8 in Dead Load of Purlins = Number of Purlins at each frame:8 Dead Load of Solar Panel:3 psf Dead Load of Purlins:4 plf Risk Category:II Roof Live Load on Solar Panel:20 psf Basic Wind Speed:90 mph Live Load Reducible to:15.74 psf Wind Exposure Category:C Ground Snow Load:35 psf MWFRS Velocity Pressure Coeffecient:0.85 Snow Load is Unreducible 35 psf CC Velocity Pressure Coeffecient:0.85 Snow Importance Factor:1 Topographic Factor:1 Snow Exposure:Fully Exposed Wind Directionality Factor:0.85 Gust Effect Factor:0.85 Short Period Spectral Response Acceleration Ss:0.446 1 Second Spectral Response Acceleration S1:0.157 Soil Site Class:D Short Period Site Coefficient (at 0.2 sec period) Fa:1.443 Long Period Site Coefficient (at 1.0 sec period) Fv:2.172 Spectral Response Acceleration at short Periods Sms:0.64358 Spectral Response Acceleration at a Period of 1 sec Sm1:0.341 Spectral Response Acceleration Parameter at Short Periods Sds:0.429 Spectral Response Acceleration Parameter of 1 sec Sd1:0.227 Redundancy Factor 1 Perpendicular to the Frame:1 Redundancy Factor 2 Parallel to the Frame:1.3 Response Modification Factor R:1.25 Overstrength Factor o: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 74 75 76 77 78 79 80 81 82 83 84 CFS Version 12.0.2 Page 1 Section: 15.75x8 10ga Box Section (Beam).cfss eng22 Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc. Rev. Date: 8/10/2020 10:52:56 AM By: eng22 Printed: 9/29/2020 8:16:41 AM 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 173.44 in Warping Constant Override, Cw 217.02 in 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 85 CFS Version 12.0.2 Page 2 Section: 15.75x8 10ga Box Section (Beam).cfss eng22 Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc. Rev. Date: 8/10/2020 10:52:56 AM By: eng22 Printed: 9/29/2020 8:16:41 AM Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material Type: A653 HSLAS Grade 80, Fy=80 ksi Design Parameters: Lx 14.301 ft Ly 14.301 ft Lt 14.301 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 k 0 k Red. Factor, R: 0 Lm 1.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Entered 1.85 84.955 11.94 0.000 0.00 Applied 1.85 85.446 11.94 0.000 0.00 Strength 106.26 90.285 31.24 36.791 53.39 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.017 + 0.946 + 0.000 = 0.964 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.807 + 0.146)= 0.976 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 86 87 CFS Version 12.0.2 Page 1 Section: 15.75x8 10ga Box Section (Beam).cfss eng22 Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc. Rev. Date: 8/10/2020 10:52:56 AM By: eng22 Printed: 9/29/2020 8:18:44 AM 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 173.44 in Warping Constant Override, Cw 217.02 in 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 88 CFS Version 12.0.2 Page 2 Section: 15.75x8 10ga Box Section (Beam).cfss eng22 Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc. Rev. Date: 8/10/2020 10:52:56 AM By: eng22 Printed: 9/29/2020 8:18:44 AM Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material Type: A653 HSLAS Grade 80, Fy=80 ksi Design Parameters: Lx 10.155 ft Ly 10.155 ft Lt 10.155 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 k 0 k Red. Factor, R: 0 Lm 1.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Entered 18.78 60.489 0.59 0.000 0.00 Applied 18.78 62.327 0.59 0.000 0.00 Strength 120.92 90.285 31.24 36.791 53.39 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.155 + 0.690 + 0.000 = 0.846 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.429 + 0.000)= 0.655 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 89 90 CFS Version 12.0.2 Page 1 Section: 15.75x8 10ga Box Section (Beam).cfss eng22 Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc. Rev. Date: 8/10/2020 10:52:56 AM By: eng22 Printed: 9/29/2020 8:20:07 AM 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 173.44 in Warping Constant Override, Cw 217.02 in 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 91 CFS Version 12.0.2 Page 2 Section: 15.75x8 10ga Box Section (Beam).cfss eng22 Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc. Rev. Date: 8/10/2020 10:52:56 AM By: eng22 Printed: 9/29/2020 8:20:07 AM Member Check - AISI S100-16/S1-18, US, ASD ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Material Type: A653 HSLAS Grade 80, Fy=80 ksi Design Parameters: Lx 10.155 ft Ly 10.155 ft Lt 10.155 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 k 0 k Red. Factor, R: 0 Lm 1.000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Entered 16.94 48.638 0.18 6.905 -0.68 Applied 16.94 49.968 0.18 7.089 -0.68 Strength 120.92 90.285 31.24 36.791 53.39 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.140 + 0.553 + 0.193 = 0.886 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.276 + 0.000)= 0.525 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.037 + 0.000)= 0.193 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.1132 k/ft 92 Reaction Type Reaction Proportion Modified Reaction Capacity Ratio Axial (A)18.773 K 1.0000 18.773 K 86.022 K 0.2182 Strong Axis Moment (Mz)60.489 K-FT 1.0000 60.489 K-FT 90.285 K-FT 0.6700 H (Height of Column)Strong Axis Shear (Vy)0.587 K 1.0000 0.587 K 31.236 K 0.0188 10.155 ft Weak Axis Moment (My)0.000 K-FT 1.0000 0.000 K-FT 36.791 K-FT 0.0000 11 ft Weak Axis Shear (Vz)0.000 K 1.0000 0.000 K 53.389 K 0.0000 Torsion (T)0.000 K-FT 1.0000 0.000 K-FT 19.140 K-FT 0.0000 Inside Box Strong Axis Moment (Mz)60.489 K-FT 0.4301 26.016 K-FT 75.861 K-FT 0.3429 Strong Axis Shear (Vy)0.587 K 0.5310 0.312 K 35.369 K 0.0088 Weak Axis Moment (My)0.000 K-FT 0.4529 0.000 K-FT 33.362 K-FT 0.0000 Weak Axis Shear (Vz)0.000 K 0.4798 0.000 K 49.249 K 0.0000 Torsion (T)0.000 K-FT 0.4540 0.000 K-FT 20.403 K-FT 0.0000 Reaction Type Reaction Proportion Modified Reaction Capacity Ratio Axial (A)16.942 K 1.0000 16.942 K 86.022 K 0.1969 Strong Axis Moment (Mz)48.638 K-FT 1.0000 48.638 K-FT 90.285 K-FT 0.5387 H (Height of Column)Strong Axis Shear (Vy)0.175 K 1.0000 0.175 K 31.236 K 0.0056 10.155 ft Weak Axis Moment (My)6.905 K-FT 1.0000 6.905 K-FT 36.791 K-FT 0.1877 11 ft Weak Axis Shear (Vz)-0.679 K 1.0000 -0.679 K 53.389 K 0.0127 Torsion (T)1.635 K-FT 1.0000 1.635 K-FT 19.140 K-FT 0.0854 Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Weak Axis Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Strong Axis 93 0.0000 1.000 AISI S100-16 Equation H1.1-1 0.8882 1.000 AISI S100-16 Equation H1.2-1 0.6702 1.000 AISI S100-16 Equation H2-1 0.0000 1.000 AISI S100-16 Equation H2-1 0.4259 0.782 AISI S100-16 Equation H3-1a 0.0000 0.782 AISI S100-16 Equation H3-1a 0.8886 1.000 AISC A360-16 Equation H3-6 0.0000 1.000 AISI S100-16 Equation H1.1-1 0.3429 1.000 AISI S100-16 Equation H1.2-1 0.3431 1.000 AISI S100-16 Equation H2-1 0.0000 1.000 AISI S100-16 Equation H2-1 0.2177 0.782 AISI S100-16 Equation H3-1a 0.0000 0.782 AISI S100-16 Equation H3-1a 0.3430 1.000 AISC A360-16 Equation H3-6 0.0000 1.000 AISI S100-16 Equation H1.1-1 0.9233 1.000 AISI S100-16 Equation H1.2-1 0.5387 1.000 AISI S100-16 Equation H2-1 0.1881 1.000 AISI S100-16 Equation H2-1 0.3300 0.782 AISI S100-16 Equation H3-1a 0.1310 0.782 AISI S100-16 Equation H3-1a 0.9341 1.000 AISC A360-16 Equation H3-6(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2 Weak Axis Design OK Inside Box 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 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] Strong Axis Design OK Interaction Equations Per AISI S100-16 and AISC A-360-16 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 Inside Box 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] Strong Axis Design OK [(Mz/Maloz)2 + (Vy/Vay)2] Interaction Equations Per AISI S100-16 and AISC A-360-16 Box Column Section Mz/Mazt + My/Mayt + T/Ta Mz/Maz + My/May + (-T or C) / (Ta or Ca) 94 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . Maximum Moment =60489 lb-ft Maximum Axial Load =18773 lb Allowable Lateral Soil Bearing Pressure = R =150 psf/ft Skin Friction = Allow bearing / 6 = 333 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 =7.17 ft Mo = moment per foot of pile diameter, applied at the resisting surface = M / d =24195.6 lb-ft / ft L = depth of pile =11.49 ft Maximum Moment =60489 k-ft S3 = (Depth of Embedment) x (Allow. Lateral Soil Bearing Pressure) where d = depth of embedment . Combine equations and solve for "d": 7.00 ft Average =9.25 ft Use 30 in diameter x 9.25 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 11.49 ft deep concrete drilled pier Use 30 in diameter x 7.17 ft deep concrete drilled pier 366.2 R ML o bS Md 3 25.4 3 25.4 bR Md 95 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . Drilled Pier Diameter = 30 in Moment at Base of Column, M = 60.489 k-ft 6.905 k-ft Depth of Drilled Pier Per Constrained Design Equation =9.56 ft 9.56 ft Minimum Thickness of Asphalt =2 in 2 in Moment Arm, d = Pier Depth - 24"/2 - Thickness of Asphalt/2 =8.48 ft 8.48 ft Ph = Force at Top or Bottom of Drilled Pier = M/d =7.14 k 0.81 k Asphalt Class B Compressive Strength = 0.246 ksi 0.246 ksi Factor of Safety =2.0 2.0 Constrainment Pad Length, L =29.0 in 3.3 in Strong Axis Weak Axis Use 30 in Long x 30 in Wide Constrainment Pad to use Constrained Drilled Pier Embedment Depth in Asphalt Constrainment Pad on Top of Drilled Pier in Asphalt Areas 96 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . 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 ==74098 LB*FT L = drilled pier embedment (ft) =9.56 <--- Reinforcing only valid for this drilled pier depth x = column embedment into drilled pier (ft) =4 Minimum depth (x) of embedment (ft) = L/3 =3.19 =59200 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 2 8 1.57 1 9 0.99 0.0014 0.0014 As req' per side =bd =0.87 in2 Use 2 # 6 each side of column Sheet Updated 4/17/18 0.0033 Design Code is 2015 IBC 63.8 0.0113 DRILLED PIER REINFORCING DESIGN Transform area of circle into equivalent rectangle. Diameter = D =29.5 in Diameter of reinforcing bars 0.0011 A r e a p e r b a r s i z e R e q u i r e d # o f b a 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 yy c FF f 200;'3maxmin calc3 4 min 2 ""3 bdhd y c uc F f Kf '425.011')85.0( 97 98 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Up Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer:Project ID: Printed: 29 SEP 2020, 9:01AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = Values 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 strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 11.0 ft Length parallel to Z-Z Axis = 6.0 ft Load location offset from footing center... ex : Prll to X-X Axis -42 in= in= =Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight== 0.50 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6Number of Bars =8 Bars parallel to Z-Z Axis Reinforcing Bar Size =6Number 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 70.6 % # Bars required on each side of zone 29.4 % Applied Loads 2.557 6.497 14.226 -6.626 -0.2190 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k-1.169 -1.141V-z k-0.8780 41.145 -42.496M-xx =6.530 k-ft=29.207 k-ft-0.5560-8.908 H = 99 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Up Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer:Project ID: Printed: 29 SEP 2020, 9:01AM Project Descr: PASS 6.434 Sliding - X-X 0.7014 k 4.513 k +0.60D+0.60W PASS 11.649 Sliding - Z-Z 0.6146 k 7.159 k +0.60D+0.70E DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.3546 Soil Bearing 0.6348 ksf 1.790 ksf +D+S about Z-Z axis PASS 4.912 Overturning - X-X 7.950 k-ft 39.055 k-ft +0.60D+0.70E PASS 2.011 Overturning - Z-Z 34.881 k-ft 70.148 k-ft +0.60D+0.60W PASS 3.275 Uplift -3.976 k 13.018 k +0.60D+0.60W PASS 0.2097 Z Flexure (+X)11.243 k-ft/ft 53.618 k-ft/ft +1.20D+1.60S PASS 0.009267 Z Flexure (-X)0.4969 k-ft/ft 53.618 k-ft/ft +1.20D+1.60S+0.50W PASS 0.02916 X Flexure (+Z)1.391 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S PASS 0.02916 X Flexure (-Z)1.391 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S PASS 0.1173 1-way Shear (+X)8.801 psi 75.0 psi +1.20D+1.60S PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS 0.01864 1-way Shear (+Z)1.398 psi 75.0 psi +1.20D+1.60S PASS 0.01864 1-way Shear (-Z)1.398 psi 75.0 psi +1.20D+1.60S PASS n/a 2-way Punching 8.306 psi 75.0 psi +1.20D+1.60S 100 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Down Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer: Project ID: Printed: 29 SEP 2020, 8:56AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = Values 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 strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 8.0 ft Length parallel to Z-Z Axis = 4.0 ft Load location offset from footing center...ex : Prll to X-X Axis -24 in= in= =Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight== 0.50 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6Number of Bars =5 Bars parallel to Z-Z Axis Reinforcing Bar Size =6Number of Bars =10 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 66.7 % # Bars required on each side of zone 33.3 % Applied Loads 2.557 6.497 14.228 6.628 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k1.168V-z k 41.145 39.061M-xx =6.530 k-ft=29.207 k-ft11.571 H = 101 General Footing CARUSO TURLEY SCOTTLic. # : KW-06000624 DESCRIPTION:Wind Down Caruso Turley Scott, Inc. 1215 W. Rio Salado Parkway #200 Tempe, AZ 85281 (480) 774-1700 (480) 774-1701 www.ctsaz.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 File: Spread Footing.ec6 Project Title:Engineer: Project ID: Printed: 29 SEP 2020, 8:56AM Project Descr: PASS 6.455 Sliding - X-X 0.7008 k 4.524 k +0.60D+0.60W PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7514 Soil Bearing 1.345 ksf 1.790 ksf +D+0.750S+0.450W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.922 Overturning - Z-Z 28.785 k-ft 55.338 k-ft +0.60D+0.60W PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3912 Z Flexure (+X)19.704 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S+0.50W PASS 0.006262 Z Flexure (-X)0.3155 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S PASS 0.02511 X Flexure (+Z)1.265 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S+0.50W PASS 0.02511 X Flexure (-Z)1.265 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S+0.50W PASS 0.2621 1-way Shear (+X)19.659 psi 75.0 psi +1.20D+1.60S+0.50W PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 8.148 psi 75.0 psi +1.20D+1.60S+0.50W 102 Job Name: Bell Black Office Solar Canopy . Job No.: 20-0776 Sheet No.:. By: PMP Date: Oct-20 . Axial (lb)Moment (lb-ft) DL Maximum =2557 6530 Lr Maximum =6497 29207 S Maximum =14228 41145 W Maximum =6628 39061 W Uplift Maximum =-6626 -47108 Column Dimension (Moment)=15.75 in Column Dimension (Rebar Length)=8 in Axial (lb)Moment (lb-ft) 1.2D + 1.6(Lr or S)+0.5W=29147 93198.5 1.2D + 0.5(Lr or S)+1.0W=16810 67469.5 0.9D-1.0W =-4325 -20821.7 Governing =29147 93198.5 = 1.0 for normal weight concrete t = > 12” of fresh concrete below,t = 1.3. For all others,t = 1.0. 85582 lb e = for uncoated and zinc-coated (galvanized) reinforcement,e = 1.0. s = For #6 and smaller bars and deformed wires,s = 0.8. Avf = Vu =85582 lb = 0.68 in2 s = For #7 and larger bars,s = 1.0.f'c =2500 psi 2 fy (2)(0.75)(fy)(1.4)t e = need not be greater than 1.7.fy =60000 psi 2.5 (Based on commentary R12.2) 4 4 0.79 14 6 3 5 0.92 18 8 2 6 0.88 22 11 2 7 1.20 32 15 1 8 0.79 36 19 1 9 0.99 41 24 USE 4 #6 x 41" LONG BARS (2 BARS PER SIDE OF COLUMN) SPREAD FOOTING REINFORCING DESIGN Hooked Bar Length Beyond Face of Column (in) Strength Design Load Combinations 70 63 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) 33 35 41 44 b b trb set c y d d d Kcf fl '40 3 &R 103 57104 58105 59106 60107