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HomeMy WebLinkAboutB18-0257 000-000-000ABBREVIATIONS ► ; ,A jf .; #�Ta1 _ .. ~� MAR ' I�rl� sunw�.. A AMPERE G�OUNb MOUNLb PN01�OV0LI�AIC 5Y51�LM .VICINITY �, . .rI r".aX r...,� I r '" x { ' � rw- , _ ,. .s 1010 WINDING CREEK WAY; STE. 100 78 ROS866 AC ALTERNATING CURRENT.' •. IV Orovfl •e �, a* 6E D-6800 (ass� soo�soo info@sunworksusa.wm CA LIC: 441960 CBC CALIFORNIA BUILDING CODE' -�bC i i �`_-� - -_ R��,><a�s `{1 *• �'--'� � Souytyyyh Orov+�I4C,eti NV LIC: 0079778 CEC CALIFORNIA ELECTRIC CODE CRC CALIFORNIA RESIDENTIAL CODE . , 1 I� I� I �l � f , , �? , �.. � hA l �•' it J• , . 3� s r. �W y a } �_ r " ti iS , i[ •• F - r ^.wya�aotte;'"fx r: JOB NUMBER: • CH -1833.1 CFC CALIFORNIA FIRE CODE DC _ DIRECT CURRENT 6 6 NA51�1 N G 5 WAY` �_ = ,► }"'� dr. =� Reie = _ ' �', ��: i h , x {: Q o I I I EGC EQUIPMENT GROUNDING �I GGS CA 959I 'x •' r ''• : r `F�_ ' "L� ,CONDUCTOR COUNTY ,- y - 8��— ! 9gsT 4`•.,'j 4s : �� t *s f �• A I� f �i.'' o Scott2 z E EXISTING .S EMTp ELECTRICAL METALLIC TUBING GALV GALVANIZED MAR O8 2018 DEVELOPMENT �l _ 66 Hast gsAve,+ ' �� , S I , ,eiggs�ca'ss9i�;_ � o uGndley ' r , «� 1 o N o a o a m v o GEC GROUNDING ELECTRODE SERVICES a, Q CONDUCTOR O 1.i n .+.•��� .-��•' li •� ..4 ' } i#1011Q1i .t ! ��"�=`�` r 7 w G N D GROUND ' { GENERAL NOTES � , • SHEET INDEX � CURRENT .- •. ICont CONTINUOUS CURRENT 1. , THIS SYSTEM IS GRID -TIED WITH A UL LISTED INVERTER PV -1 COVER SHEET = y 2. THIS SYSTEM HAS NO BATTERIES OR UPS imp, MAX POWER CURRENT 3. ALL WORK SHALL COMPLY WITH 2016 CBC= PV -2 SOLAR PLAN' `�° CD a Q Isc SHORT CIRCUIT CURRENT 4. _ ALL WORK SHALL'COMPLY WITH 2016 CRC '' ' 5. ASL WORK SHALL"COMPLY WITH 2016 CEC E CaL4 *� �S PV -3 ELECTRICAL DIAGRAM � co w = z � kVA KILOVOLT=AMPERE 6. ALL WORK SHALL COMPLY WITH 2016CFc • PV -4 ELECTRICAL CALCULATIONS w kW KILOWATT .� . - 7: . ALL WORK SHALL COMPLY WITH 2016 CPC � PV -5 • 'SIGNAGE SCHEDULE '.: ' °' w + p a LBW' 'LOAD BEARING WALL 8. LOCAL UTILITY SHALL BE CONTACTED PRIOR TO ENERGIZING SYSTEM PV -6 MODULE -SPEC SHEETS' y Y 'w w w z Z) 9. SMOKE/CO DETECTORS ARE TO BE VERIFIED AT. INSPECTION, PER CRC 314/315 ,- x - MAX <.. MAXIMUMi- .. _ - d . • ., .PV -7 INVERTER SPEC SHEETS > ° > o MIN'- MINIMUM - - ' PV -8 ELECTRICAL LOAD CALC: " N NEUTRAL . �' ELECTRICAL - _ �. , _ . t U NEC NATIONAL ELECTRICAL CODE` 1. ALL COMPONENTS ARE UL LISTED AND.CEC CERTIFIED, WHERE REQUIRED n NRTL NATIONALLY RECOGNIZED 2. THE SOLAR PV SYSTEM WILL BE INSTALLED IN ACCORDANCE WITH THE CEC ' _ . 3. ALL CONDUITS CONTAINING PV CIRCUITS SHALL BE LABELED PER NEC 690.31(G) NOTES':,` TESTING LABORATORY4. BREAKERS SUITABLE FOR BACKFEEDING SHALL BE USED NTS' NOT TO SCALE 5. MODULES AND RACKING SHALL BE ELECTRICALLY BONDED TOGETHER ACCORDING TO MANUFACTURER'S ; (N) NEW' J INSTRUCTIONS, WHICH MAY INCLUDE INTEGRATED GROUNDING SYSTEMS FOR COMPONENTS APPROVED BY OC ` ' ON CENTER AN NRTL 6. IRREVERSIBLE COMPRESSION/CRIMP SPLICES SHALL BE CONSIDERED CONTINUOUS. - 00 PL PROPERTY LINE7. NO GEC IS REQUIRED FOR TRANSFORMERLESS INVERTERS, BOTH HOT CONDUCTORS ARE UNGROUNDED PTC PVUSA TEST CONDITIONS. - 8. DC CONDUCTORS ENTERING THE BUILDING WILL BE RUN IN METALLIC RACEWAYS TO THE FIRST ACCESSIBLE MEANS OF DISCONNECT PER 690.31(G) ' Q a m PV PHOTOVOLTAIC • _ Z PVC `POLYVINYLCHLORIDE 9. ALL METALLIC COMPONENTS SHALL BE GROUNDED WITH EGC W U) Lo SCH SCHEDULE 10. A DC DISCONNECTING MEANS SHALL -BE INSTALLED AT A READILY ACCESSIBLE LOCATION EITHER OUTSIDE OF J Z Q o o THE BUILDING OR INSIDE NEAREST POINT ENTRANCE OF THE SYSTEM PV CONDUCTORS ' ' Q g U 0 'SS, STAINLESS STEEL 'STANDARD 11. BACKFEED BREAKER MUST BE LOCATED AT THE OPPOSITE END OF BREAKER OR LUGS.PROVIDING POWER _ ^ uZ 07 w W m &j.< "' a O No STC TEST CONDITIONS FROM THE'UTILITY , PERMIT# O LV w 2 N • BUTTE COUNTY DEVELOPMENT SERVICES �- a v ' Z N TYP TYPICAL REVIEWED FOR m m Q o COVER V VOLT' ' J CODE COMPLIANCE Vmp MAX POWER VOLTAGE DATE 3 �g �� - PAGE BY' ` P V-1: Voc OPEN CIRCUIT.VOLTAGE W WATT M 1. ALL SOLAR ARRAYS ARE POSITIONED TO COMPLY WITH IFC 605.11 SETBACK GUIDELINES. .2. NO ELECTRICAL CONNECTIONS OR EQUIPMENT IS LOCATED IN CRAWLSPACE. ALL WIRES ARE FED THROUGH ONLY. 3. JUNCTION BOX LOCATIONS ARE APPROXIMATIONS SUBJECT TO FIELD CHANGE. GROUND Details Mounting Roof Plane Azimuth Angle Roof Type MP1 180 21 GROUND su, n�':.�rlk�, 1010 WINDING CREEK WAY, STE. 100 ROSEVILLE, CA 95678 (866) 600.6800. info@sunworksusaxom CA LIC: 441960 NV LIC: 0079776 JOB NUMBER: CH -1833.1 U ' O V . Q'^ I I - SCOSS2. LO JWZ O O= o u o a m v o 322' LU Z r - ------------------ -------- -----.-a - --- - ---------CL__ ` p O f 00Q .I - - I i M - I -SEPTIC TANK I y LEACH FIELD ` I - u; °' N ;o 0 I I 125 N�SwrZ y. 5' X 8" D E P W a 0 ------ 15 1 E gLL I TRENCH W/ . -- ----------- - 1-1 /2 PVC UU ad CL R IDENCE J' I ' INVERTERS (E)200A SUBPANEL 1 M1 GARAGE 16'' Z Y 80• i SETBACK o _ . 8'UU DRIVEWAY I Y. >_ .. (E)200A MAfN I DC DISCO. 1 20' _ -ON POLE L-- ----= ------ -- N —— DRIVE -AY----- ---- i a Co ------ ----- w a o 16 MODULES 20' SETBACK' Q Z Q o BUTTE COUNTY ~ a U o BUILDING DIVISIO � w �; Q a C o 322' - - - - _ o w w I N Remove vegetation and debris from under i APPROVED: > to a N 0 m Q CO O m a o HASTINGS AVE acid eway from structure.. Maintain. ,f clearance for a fire safe environment SOLAR KEEP CALIFORNIA GREENPLAN PRSV@NT WILDFIRES IN BUTTE COUNTY -.----'SOLAR PLAN 1 - V'= 30' PV.2 O EQUIPMENT SCHEDULE (E) EXISTING (N) NEW . L1 L r-- I I I I I I i I I I I I I I I ' I SETS DESCRIPTION E/N DETAIL 1 1 PV STRING N 16 HANWHA Q.PEAK DUO -G5 310 MODULES & P320 OPTIMIZERS 2 2 PV STRING N 14 SPR X21-345 MODULES & P400 OPTIMIZER 3 1 DC DISCONNECT N SOLAR BOS (2 STRING) 4 1 DC DISCONNECT E SOLAR BOS (4 STRING) 5 1 INVERTER N SOLAREDGE SE3800H 6 2 INVERTER E SMA SB5000TL-US 7 1 SOLAR BREAKER N 20A 8 2 SOLAR BREAKER E 30A 9 1 LOAD CENTER E 125A 10 1 LC MAIN BREAKER N 80A 11 1 LOAD CENTER E 200A 12 1 LC MAIN BREAKER N 11 50A (DERATED FROM 175A) 13 1 LC MAIN FEED E 100A 14 1 MAIN BREAKER N 150A (DERATED FROM 200A) 15 1 MAIN PANEL E 200A 16 1 METER E #1007635939 �� I I r-- - — -- ----r-- ' A B FV M P#: 1 PV I 3 5 1 STRING I -+ OF 16 -+ �I _ SOLAREDGE _ I INTEGRATED DISCONNECT - OPTIMIZERS G GC MPPTAI I (N) GROUND ROD &i BARE # Cu. _ E E 4 (E) 14 x SPR345W w+a (E) 14 x SPR345W ------ G -l- G ------_ NOTES: (N) GROUND ROD & 1. (A) CONDUCTORS ARBf' MFMAND=BAR.E GROUND ALL OTHER CONDUCTORS ARE THHN/THWN-2 2. BACKFED BREAKER SHALL BE LOCATED FARTHEST FROM MAIN BREAKER 3. JUNCTION BOXES ARE NOT SHOWN, BUT MAY BE USED FOR TRANSITION POINTS THROUGHOUT SYSTEM 0 CIRCUIT AND CONDUCTOR SCHEDULE L1 L r-- I I I I I I i I I I I I I I I ' I . T (E)30A Wire Size SETS TYPE CONDUIT PV+ PV- L1 L2 N EGC/GEC A 1 GD PV DC FREE AIR 10 10 10 B 1 PV DC 1-1/2"PVC 10 10 10 C 1 AC 3/4" EMT 10 -10 12 8 D 1 AC 3/4"EMT 4 4 4� 8 (E) SMA SB5000TL (E) SMA SB5000TL (N)20AG L1 L r-- I I I I I I i I I I I I I I I ' I . T (E)30A T (E)30A Z) sunw, (-% lzS 1010 WINDING CREEK WAY, STE. 100 ROSEVILLE, CA 95678 (666)600.6800 info@sunworksusa.com CA LIC: 441960 NV LIC: 0079778 CH -1833.1 U b� U N�III 0 �_J BUTTE COUNTY BUILDING DIVISION APPROVED M Z) II �n 0� O U c� Z >Q H ¢ 00 O a) �, Z)0 z at o < Q Q ob Y a U W '^ vJ w U) N Q -N O O W w = LU U N c) N , } m N p CO COU m Z a o ELECTRICAL DIAGRAM PV -3 a Z Q � � p o o 00 OlQ x Z O M w U) w rn C� w N + N w 0 Yw U O Z O > .4 N O �_J BUTTE COUNTY BUILDING DIVISION APPROVED I Z) O U w >Q H ¢ 00 a) z rn o Q Q ob a U O '^ vJ w U) N Q -N O O W w = LU U N c) N , } m N p CO COU m Z a o ELECTRICAL DIAGRAM PV -3 I DC Side Module Snecifications Hanwha Q.PEAK DUO -G5 310 Pmp 310.00 W Vmp 32.64 Imp 9.50 A Voc 39.61 V Iscl 9.98 A Voltage Temp Coeff. -130.71 mV/'C Ampacity Calculations String Values Solaredge uses optimizers and has fixed max voltage and operating voltage # in string 16 0 - 0 DC LABEL 15.00 A. Pmp 4960 0 0 4960 W V m p 380 380 380 380 V m 13.05 0.00 0.00 10.50 A Voc 480 480 480 480 V Isc 15.00 0.00 0.00 15.00 A AC Side 690.8(B) (1) Inverter Specifications 690.8(B)(2) Table 310.15(B)(3)(a) CALLOLIT .B CALLOLIT C Inverter#3 Imax 15.00 A. 20.00 A SMA SB5000TL ,Icont 13.05 A 15.83 A 3800 W Conduit Fill Correction 5000 W 13800 W Max AC Current 1-3 conductors 1.00 1.00 57.50 A Temperature Correction 19.79 A 26.04 A 26.04 A Ambient Temperature 38 °C 38 °C 30 A 0.5"-3.5" off roof " 22 T 'C CONTINUOUS PV CURRENT Effective Temperature 60 °C 38 °C SHORT CIRCUIT CURRENT 90°C Table • 0.91 0.91 MAX POWER POINT CURRENT Conductor Size TEMPERATURE V VOLT PV circuit wire size 10 AWG 8 AWG MAX POWER VOLTAGE 75°C ampacity 35.00 A 50.00 A OPEN CIRCUIT VOLTAGE Greater than Icont? OK OK '90°C ampacity 40.00 A 55.00 A O O Ampacity w/Temp & Fill 36.40 A 50.05 A O Greater than Imax? OK OK (D Q CO AC Side 690.8(B) (1) Inverter Specifications 690.8(B)(2) Table 310.15(B)(3)(a) ASHRAE 2% High Table 310.1.5(13)(3)(c) Load Center Connection Table 310.15(B)(2)(a) Load Center Rating Inverter #1 Inverter#2 Inverter#3 Total 1501A SolarEdge SE380OH-US SMA SB5000TL SMA SB5000TL OPTIMIZERS REGULATE MODULE OUTPUT TO INVERTER Max AC Power 3800 W 5000 W 5000 W 13800 W Max AC Current 15.83 A 20.83 A 20.83 A 57.50 A Max AC Current X 1.251 19.79 A 26.04 A 26.04 A 71.88 A Solar BreakerSizel 20 A 30 A 30 A 80 A ASHRAE 2% High Table 310.1.5(13)(3)(c) Load Center Connection Table 310.15(B)(2)(a) Load Center Rating 2001A Load Center X 120% 240 A . Main Breaker Rating 1501A Maximum Solar Feed 90 A Table 310.'15(B)(16) Main Solar Breaker Siie Main Solar Breaker size 801A Table 310.15(8)(16) Breaker less than max feed?l OK 705.60(B) 705.10(D)(2) I stun.->rk �,s 1010 WINDING CREEK WAY, STE. 100 ROSEVILLE, CA 95678 (866).600-6800 . S ABBREVIATIONS SOLAREDGE NOTES A AMPERE 1. OPTIMIZERS REGULATE MODULE OUTPUT TO INVERTER AC ALTERNATING CURRENT 2. INVERTER INPUT VOLTAGE IS CONSTANT AT,350V 3. INVERTER INPUT CURRENT IS CALCULATED WITH OHMS DC DIRECT CURRENT I I LAW WITH VOLTAGE CONSTANT AT 350V AND POWER FROM N CURRENT N O � THE ARRAY Imax MAX PV CURRENT 4. INVERTER INPUT CURRENT MAX IS 15A BASED ON Icont CONTINUOUS PV CURRENT OPTIMIZER TOPOLOGY Isc SHORT CIRCUIT CURRENT 5. OUTPUT CHARACTERISTICS ARE INDEPENDENT OF Imp MAX POWER POINT CURRENT • TEMPERATURE V VOLT M Vmp MAX POWER VOLTAGE K�. o Voc, OPEN CIRCUIT VOLTAGE z Ll 705.60(B) 705.10(D)(2) I stun.->rk �,s 1010 WINDING CREEK WAY, STE. 100 ROSEVILLE, CA 95678 (866).600-6800 info@sunworksusa.com ' CA LIC: 441960 NV LIC: 0079778 JOB NUMBER: CH -1833.1 Q I I I N N O � :cow U LU z � C:) M J K�. o LO z Ll O, U W Z O O p W ` } N w= < O N Z N BUTTE COUNTY U CO (D Q CO U m . o o x o a m U 0 Y 'a LU c� .Q M Z J C o -ie Q ❑ O 0 z Ch LU rn o (D UJ ai (D ui N + N 0 Y W W W Z F- g a-0 } °� p n 4,?'Vi N U' Lu c� CL Z D O U LU � a m J o Q z Q V 0 00o I- Q a W v/ O O p W ` } N w= < N N Z N BUTTE COUNTY U CO (D Q CO U m Q O ELECTRICAL BUILDING DIVISION APPROVED CALCULATIONS PV 4 Z r < WAD comm o�o,m m mDLI).m mp,r ��Or o Gp� c��'m =O- cnc <Gm o�O,n D�n� =E) OGS n(G)�G G�mz-.n o�cn�n� 50 D- �m-CID zcD.U) mco'cnD m�pz��'� �m �� ozc= mzc�'=� D mZ mGcz mo�Gz Zp�GZ �pop0=;pz G�z zc��z oo�z m�OmO�c•�z cnm-�m�G� o � O •• z cn - _ •• p = cmc mmz oOz-D Nz�= ={mrd=•• m m n= m y IT! z D � �n�-o O=� N D� o moo Zmo mmz�o m �< z . - • --IG < G G �p DD nV)XXr n n ' • • ; �n �y D D D�C� cm�� • • • ' � �-�G �Z C7 C7 :=I�n c� I . G ••c/) G- D z D p c 0 O ••• • e � m m� o o D z W �� m m n rn .. . . Ocn cn C -n <nz �mGGz p O cz • ., • • zc O O 0 jmm • � n m m m z� O c . m TT .1 N �! rn m G- D m ® ® ® • iri oho' owo; o D D � c w w a m w J,1 w N N LABEL NUMBER . z •' •` DyrZ�O� -Wm r . y I-rDwm mp�oo•r>� SYSTEM SIZE' MODULES: _ �O x x DC COMBINER BOX-, •C. BYERS,'ALLEN o z,m D�m=G)om m Z _ �CC x G7 , DC ENCOLSURES . o t . OZ_ ,.. _ r • - o o oz C =p z 66 HASTINGS WAY , SOLAREDGE SE3800H : .x' I x D x SURFACE TYPE:m " x x DC DISCONNECT, o mm _\ g > • CTIm [_ r ! BIGGS, CA 95917 §"`' ' GROUND • , , + 'y 0 ORIGINAL 01/23/2018 D ` a h ° >'�� A x APN: AHJ: UTILITY: HOA: AHJ 3/6 -SAC B t • RACEWAYS/CONDUIT m X x ^ x x INVERTER ' 022-202-008-000 x x IPG&E- N/A _ - p — — • AC DISCONNECT (IF PRESENT) x . SUB PANEL D. n x' (IF PRESENT) PRESENT). Ln o' m X MAIN SERVICE -' x x _ POINT OF,CONNECTION., rnm w w m Lo rn Lo rn cn UD v o �I o�� 01) o, a)t w �• 0 0 0' o 0 0 Ln u, o 0 0 i.r Lu N N w• N w Ln Ln w N nj f—+ nj Ln w (j O: , wOpi .... n is w .... + T.. 71 l n -n n O) o' Q1 6 z �o O to N N •�k. F+ m t to z 0) cn .p w'N cn � ; r > _> z •' •` DyrZ�O� -Wm r . y I-rDwm mp�oo•r>� SYSTEM SIZE' MODULES: _ �O .' m�r.�m�C •C. BYERS,'ALLEN o z,m D�m=G)om m Z _ �CC �L m G7 , Z m� t . OZ_ ,.. _ r • + CUSTOMER: , + SYSTEM SIZE' MODULES: _ �O o cn BYERS,'ALLEN o 4.96KW + 9.66 .16}HANWHA Q.PEAK DUO G5 310 m Z _ cn. ADDRESS: DESI NER: sAc • - o o oz C =p z 66 HASTINGS WAY , SOLAREDGE SE3800H : w <D.gTc) F m p D CITY STATE ZIP: SURFACE TYPE:m " W9 �' mm _\ g > • CTIm [_ r ! BIGGS, CA 95917 §"`' ' GROUND • , , + 'y 0 ORIGINAL 01/23/2018 D ` a h ° >'�� A M APN: AHJ: UTILITY: HOA: AHJ 3/6 -SAC B t o, < 3, ' °° ^ m %-r' 022-202-008-000 BUTTE COUNTY IPG&E- N/A _ - p — — • . I powered by, DUO' Ple q y� �, =r __ _ __, s:. Vis. _.. �*f, 'y i.+�-v i:•, _s. k ti The new Q.PEAK DUO -G5 solar module from Q CELLS impresses thanks to innovative Q.ANTUM DUO Technology, which enables particularly high 4 f performance on a small surface. Q.ANTUM's world -record -holding cell x` ,concept has now been combined with state-of-the-art circuitry half cells - and a,six-busbar design, thus achieving outstanding performance under real conditions - both with low -intensity solar radiation.as well as on =�® 60t, clear,summer days. Q.ANTUM TECHNOLOGY: LOW LEVELIZED COST OF ELECTRICITY = ®)♦ Higher,yield per surface area, lower BOS costs, higher power a - classes, and an efficiency rate of up to 19.9%. I. INNOVATIVE ALL-WEATHER TECHNOLOGY - - , - r-- - - Optimal yields, whatever the weather with excellent_ low -light } and temperature behavior, ENDURING HIGH PERFORMANCE '• X11 Long-term yield security with Anti LID and Anti PID Technology' (3(ElLS - Hot -Spot Protect and Traceable Quality.Tra.QTM. or RAND D•p " EXTREME WEATHER RATING V N 11 SPECIFICATION Format 66.3in x 39.4in x 1.26in (including frame) (1685mm x 1000mm x 32mm) Weight 41.2lbs(18.7kg)' - - - Front Cover 0.13 in (3.2mm) thermally pre -stressed glass with'anti-reflection technology Back Cover _ Composite film Frame Black anodized aluminum - Cell 6 x.20 monocrystalline Q.ANTUM solar half -cells Junction box 2.76-3.35in x 1.97-2.76in x 0.51-0.83 in y (70-85mm x 50-70mm x 13-21 mm), decentralized, IP67 Cable 4mmzSolar cable; (+)a43.3in(1100mm),I-)a43.3in(1100mm) Connector Multi -Contact MC4, IP65 and IP68 qr • '201-Z - � ° ^ ffialb. High-tech aluminum alloy frame, certified for high snow - ' Maximum System Voltage Vin ELECTRICAL CHARACTERISTICS - •POWER CLASS •,. -- _. -•. -305' "3.10 x 1315, ^;• " 320! � s '325 •''� c330 MINIMUM PERFORMANCE AT STANDARD TEST CONDITIONS, STC' (POWER TOLERANCE +5W /-0W) • 20 ' Design load, push (ULT - ". ... [lbs/R'1 � ,, Power at MPP' Pun IW) 305 310 315 320 325 330 linear performance guarantee2. Short Circuit Current' la [A] 9.93 9.98 10.04 10.09, - 10.14 10.20 e Open Circuit Voltage* Vic, M 39.35 39.61 - 39.87 40.13 40.40 40.66 g Current at MPP* luw [A] 9.44 9.50, 9.55 9.60 9.66 9.71 Voltage at MPP* V r IV] 32.30 32.64' 32.98 33.32 33.65 33.98 Efficiency' ., •, r) [%] a18.1 2t18.4 2:18.7 119.0 a19.3 x19.6 MINIMUM PERFORMANCE AT NORMAL OPERATING CONDITIONS, NOC' Power at MPP' Pu„ [W] 226.0 229.7 233.4 237.2 _ 240.9 244.6 e Short Circuit Current* 1. [A) 8.00 8.05 8.09 8.14 8.18 8.22 E Open Circuit Voltage' Va [V] 36.80 37.05 37.30 37.54 37.79 38.04 Current at MPP* . - - lurr • [A] 7.43 7.47 ,7.51 7-.56 7.60 7.64 Voltage at MPP* _ - V_.. • ' [V] . 30.43 30.75 - 31.07 31.39 _ 31.70 32.01 31000INW. 25°C, spectrum AM 1.5G 2Measurement tolerances STC x3%: NOC s5% '800W/m', NOCT, spectrum AM 1.5G , typical values, actual value may differ , ., OCELLS PERFORMANCE WARRANTY. `" ,• �. -'�' PERFORMANCE AT LOW IRRADIANCE At leasl98%of nominal 3� _ mrn ®e.e�w�ue• power during first yeas a �.,,�o,,,,d,,,,,�e Thereafter max..0.54%.degradation per year. .. G . ----- ------------------- At least 93.1% of nominal power up to 10 years. Wa E � - At least 85% of nominal power up to 25 years. - All data within measurement tolerances..,'c Full warranties in accordance with the warranty r terms of the Q CELLS sales organization of your respective country. . - .: • 10 m -Typical ' .•.s: n«°>�w«m,. r:.s,,.,M..min - res y. - �• ----- r ----- --n---- iR 10 - G , `-' ' ' ' ' , a --;------r---- ;----- ------ 5 i ; •. IRRADIANCE IWIWI module performance under low irradiance conditions • comparison to STC conditions (25°C, 1000W/m2). _ • in .TEMPERATURE COEFFICIENTS - •° S Temperature Coefficient of Ise a , . [%/K] 1 +0.04 Temperature Coefficient of Va P [%/K] -0.28 Temperature Coefficient of Purr - Y. [%/K] -0:37 Normal Operating Cell Temperature NOCT [°F] 113 35.4 (45 t3°C) qr • '201-Z - � ° ^ ffialb. High-tech aluminum alloy frame, certified for high snow - ' Maximum System Voltage Vin (5400 Pa) and wind loads (4000 Pa) regarding IEC. 1000 (IEC) /.1000 (UL) Safety Class Maximum Series Fuse Rating A RELIABLE INVESTMENT • 20 . Fire Rating - C (IEC) /TYPE 1 (UL) - Design load, push (ULT - ". ... [lbs/R'1 � ,, ® Inclusive 12 -year product warranty and 25 -year Permitted module temperature -40°F up to +1857 on continuous duty 40°C up to+85°C) oua,Hyrested 'lbs/fPl 55.6 (2666 Pa) linear performance guarantee2. •uw Wry �^ J. FOR DESIGN Maximum System Voltage Vin [V1 1000 (IEC) /.1000 (UL) Safety Class Maximum Series Fuse Rating [A DC] • 20 . Fire Rating - C (IEC) /TYPE 1 (UL) - Design load, push (ULT - ". ... [lbs/R'1 � ,, 75 (360OPa) Permitted module temperature -40°F up to +1857 on continuous duty 40°C up to+85°C) Design load, pull (UL)' 'lbs/fPl 55.6 (2666 Pa) z see installation manual - Y � •,„o°v�tac nwemm C � -� t STATE OF THE ART MODULE TECHNOLOGY / lo. aaD02s67 Q.ANTUM DUO combines cutting edge cell'separation and innovative wiring with Q.ANTUM Technology. APT test conditions according to IEC(TS 62804-1:2015, - c. method.B (-1500.V, 168h) ' : See data sheet on rear for further a i THE IDEAL SOLUTION FOR: information. 0 rg� 8 Rooftop arrays NOTE: Installation instructions must be followed. See the installation and operating manual or contact our technical service department for further information on approved installation and use of this Product ® ® f residential builddi -. residential Rooftop arrays on commerciallinduslrial 1 buildings Hanwha Q CELLS America Inc. • 300 Spectrum Center Drive, Suite 1250, Irvine, CA 92618, USA I TEL +1949 748 59 961 EMAIL inquiry®us.q-cells.com I WEB www.q�cells.us Engineered in Germany CEIILS. BUTTE COUNTY BUILDING DIVISION APPROVE® sunwr! :s )10 WINDING CREEK WAY, STE. 100 ROSEVILLE. CA 95678 (866)600-6800 info@sunworksusa.com CA UC: 441960 NV LIC: 0079778 0 NUMBER: ;H-1.833.1 ao U S� scocc2 cl) I I U1 I0 CD W O Z O U.1 *1-1< mU0 Y, LU a- d Q Z Q " 2 o 4 Q 00 x Z M W U tD W rn U' W •. + a rn�wZ gQ W LL o it v O0it J /wry v y IZ Z O U W Q a m ui J () CF) o Q Z Q O H a U CD U (n N U O Q W ~ 0 04 O W W = to Ur N m¢ (O U m Z< o MODULE SPEC SHEETS PV -6 �OPTIMIZER MODEL P370 (forhigh;r-power P400 P405 .(tip comp (typical - — compatibility) (for high-power 60 cell 60and72ZII (for 72&96mcell, q(for thin film _al.;�odule modules) modules) mocluliis) - modules) INPUT 'sunwc... 1010 WINDING CREEK WAY, STE. 100 ROSEVILLE, CA 95678 (866) 600-6800 info@sunworksusa.com CA LIC: 441960 NV LIC: 0079778 • JOB NUMBER: CH -18311 ,405 -' W_ ........................................ sc.tt?_jP' 125 • Vdc < <ulIII< ch 62 cr Ad .......................... .... c......... . � Lo Ur W ,405 -' W_ ........................................ sc.tt?_jP' 125 • Vdc < ........................................ 1z s -los vdc ch 62 cr Ad .......................... .... c......... . Lo Ur W I 0 ... � ......................... m ...... 0 z !2 .......................... ...... .......................... % Lu a gi m < UJI ..................... 85 Vdc Cy ERTEk OFF) < Vdc Z < .......................... .............. .......................... .............. W D CO ry C=) 0 00 0 x z Vdc .......................... .............. c') L4_ W .......... ..... a ...... .............. co 128 x 152 x 50/ mm/jr CO'W 0 ....... ... ... 845/.1:9........ Lli N + W . .............. ... )atible hcr 2 W< W W Z 5 0 .......................... ............. U) 0) 0 0 'f IC4 C..p.tible• r D U)() ......................... .............. . m/ft ..................... .............. ................... .... C./.'F .......................... .............. ............... .. ....... ...... . .' - 5 ...... C-5 (D D THREE PHASE 480V_' !� ........... ........... 14 ................. .............. 500) ......................... .............. Z 12750 W ZD ......................... ..... ;.: ...... 0 C) .......................... .............. W m ED _j Z < CD C? < CC) CD VJ U) F4 U� W C:) W 2 X < W - q Cl 4 C) 0 W W rn (D c� U) (0 INVERTER L) ;k N EL CN < C) BUTTE COUNTY BUILDING DIVISION SPEC SHEETS APPROVED. PV -7 f sq. ft. @ 3 watts sq. ft i watts 2+" Small Appliance Circuits @ 1500 watts ea. (Minimum is two) Residential Load Calculation Worksheet Existing plus Added Loads (less HVAC) �in),,�!'�LG 2016 sq. ft. @ 3 watts sq. ft 6048 watts 2+" Small Appliance Circuits @ 1500 watts ea. (Minimum is two) 3000 watts 1 Laundry Circuit(s) @ 1500 watts'ea. (Minimum is one) 1500 watts U) Range (Nameplate Rating) 0 watts CH -1833.1 Cooktop (Nameplate Rating) 0 watts 18299.2 watts Oven (Nameplate Rating) 0 watts U Electric Water Heater 0 watts Electric Clothes Dryer (Enter larger: 5000 watts or nameplate rating) 0 watts Q c.0O Dishwasher 0 watts F- 4 0� Disposal .0 watts 4800. Sump Pump 4800 watts Sewage Pump 0 watts 14400 Water Pump 14400 watts Lu _ ces Microwave Oven 0 watts �� Garage Door Opener o watts 24000 Sub Panel 24000 watts Golf Can 01 watts Z Fireplace 01 watts 01 watts Total. Calculated Load (less HVAC) 53748 watts RVAC Load Compute the HVAC load and enter the LARGER of these air-conditioning or space heating loads. Air Conditioning Load (Volts X Amps ,= Watts) 1010 WINDING CREEK WAY, STE. 100 Furnacc/Air Handler (Volts X Amps = Watts) ROSEVILLE, CA 95678 i z (866)600.6600 Electric Space Heating Load (Volts X Amps = Watts) info@sunworksusa.com W CA LIC: 441960 OR NV LIC: 0079778 U) JOB NUMBER: ' watts CH -1833.1 Lu Q U U 18299.2 watts c v 0 w U BUTTE COUNTY oww=NC7 U)Z W BUILDING DIVISION Y Q c.0O U r a o N�III o� F- 4 0� 0 w Q m Scott? JA I LOAD CALC um Service Ampacity 109.58 amps P\ /_Q Lu _ ces co �� II w o Z O N O o Q m U 0 0 Y W a C'1 Q z Q T CID o a Q Air Conditioning Load (Volts X Amps ,= Watts) o O Furnacc/Air Handler (Volts X Amps = Watts) watts i z I- Electric Space Heating Load (Volts X Amps = Watts) W watts OR U) (Nameplate rating of heat pump compressor plus electric furnace) watts (q Lu Q U 0 18299.2 watts 0i 0 w U BUTTE COUNTY oww=NC7 U)Z W BUILDING DIVISION Y Q c.0O 0 r a o F- 4 0� 0 w Q m :APPROVED LOAD CALC um Service Ampacity 109.58 amps P\ /_Q Lu _ ces Air Conditioning Load (Volts X Amps ,= Watts) Furnacc/Air Handler (Volts X Amps = Watts) watts ORtAh I- Electric Space Heating Load (Volts X Amps = Watts) (Central electric furnace, electric baseboard heaters, ceiling radiant heat, etc.) watts OR Heat Pump with Central Electric Furnace (Volts X Amps =Watts) (Nameplate rating of heat pump compressor plus electric furnace) watts HVAC Load 0 watts Service Demand Total Computed Load (NEC 220.83) First 8 of Total Calculated Load (less HVAC) @ 100% Remainder of Total Calculated Load (less HVAC) @ 40% HVAC Load @ 100% ' L Calculated Service Load Calculated Service Load- Minim 26299:2 D z I- JCDM Z) 8000 watts J Q Z Q U 0 18299.2 watts C6 U) N <n W U 0 watts oww=NC7 W 26299 watts : m Q c.0O � Op r a o Q Q m ELECTRICAL LOAD CALC Calculated Service Load- Minim 26299:2 watts I- JCDM o 8000 watts J Q Z Q U o r 18299.2 watts C6 U) N <n W o o 0 watts oww=NC7 N 26299 watts : m Q c.0O � Op r a o ELECTRICAL LOAD CALC um Service Ampacity 109.58 amps P\ /_Q Calculated Service Load- Minim 26299:2 watts I- GENERAL NOTES 5• kW '.'DC PH 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH LATEST EDITION OF THE INTERNATIONAL BUILDING CODE AND AMENDMENTS MADE BY LOCAL JURISDICTIONS. 2. . ALL LOCAL'AND NATIONAL ELECTRICAL CODES SHALL BE FOLLOWED IN THE CONSTRUCTION AND COMMISSIONING OF THE PHOTOVOLTAIC SYSTEM. 3. ' ALL DIMENSIONS OF EXISTING SITE CONDITIONS MUST BE VERIFIED ' BEFORE COMMENCING WORK. 4. BEFORE BEGINNING ANY WORK CONTRACTOR SHALL NOTIFY OWNER, , OWNERS REPRESENTATIVE, RAPID RACK, AND DESIGN ENGINEER OF ANY DIFFERENCES NOTED AMONG SITE CONDITIONS, MANUFACTURER INSTRUCTIONS, OR CODES, REGULATIONS, OR RULES OF JU_ RISDICTIONS HAVING AUTHORITY. -BYERS RESIDENCE - OTOVOLTAIC SYSTEM INSTALLATION - SHEET INDEX 1 COVER SHEET 2 TABLE DIMENSIONS 1 3 TABLE DIMENSIONS 2 4 CONSTRUCTION DETAILS 1 5 CONSTRUCTION DETAILS 2 6 HARDWARE DETAILS 1 7 HARDWARE DETAILS 2 8 GROUNDING PLANS 9 GROUNDING DETAILS 10 FOUNDATION DETAILS 11 ARRAY LAYOUT GENERAL NOTES 5• kW '.'DC PH 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH LATEST EDITION OF THE INTERNATIONAL BUILDING CODE AND AMENDMENTS MADE BY LOCAL JURISDICTIONS. 2. . ALL LOCAL'AND NATIONAL ELECTRICAL CODES SHALL BE FOLLOWED IN THE CONSTRUCTION AND COMMISSIONING OF THE PHOTOVOLTAIC SYSTEM. 3. ' ALL DIMENSIONS OF EXISTING SITE CONDITIONS MUST BE VERIFIED ' BEFORE COMMENCING WORK. 4. BEFORE BEGINNING ANY WORK CONTRACTOR SHALL NOTIFY OWNER, , OWNERS REPRESENTATIVE, RAPID RACK, AND DESIGN ENGINEER OF ANY DIFFERENCES NOTED AMONG SITE CONDITIONS, MANUFACTURER INSTRUCTIONS, OR CODES, REGULATIONS, OR RULES OF JU_ RISDICTIONS HAVING AUTHORITY. -BYERS RESIDENCE - OTOVOLTAIC SYSTEM INSTALLATION - ASCE WIND & SNOW LOAD PARAMETERS MODULE SPECIFICATIONS MODEL: IHANWHAO.PEAK DUO G5 310 POWER: 310 W HEIGHT: 66.34 in WIDTH: 39.37 in FRAME: 33 mm WEIGHT: 41.2 lbs ASCE WIND & SNOW LOAD PARAMETERS DESCRIPTION VALUE WIND SPEED, mph 100 WIND DIRECTIONALITY FACTOR K, 0.85 RISK CATEGORY I EXPOSURE CATEGORY C TOPOGRAPHIC FACTOR Krt 1 ARRAY TILT,' 21 GUST EFFECT FACTOR G, 0.85 GROUND SNOW LOAD, psf 0- DEAD LOAD, psi , 2.27 DESIGN LOAD DOWNFORCE, psf 22,27 DESIGN LOAD UPLIFT, psf _18,82 5.',' DIMENSIONS MARKED TBV ARE TO BE VERIFIED IN THE FIELD. THOSE MARKED AS NTS ARE NOT TO SCALE. ALL OTHERS ARE ASSUMED TO BE CORRECT, BUT SHOULD BE CHECKED WITH OTHER DRAWINGS AND VERIFIED BY THE CONTRACTOR. ` 6. ALL DIMENSIONS SHOWN ARE IN INCHES UNLESS OTHERWISE NOTED. 7. ALL MATERIALS NOT SHOWN IN THIS PLAN ARE THE RESPONSIBILITY OF OTHERS. 8. BEFORE BEGINNING ANY WORK OR DRIVING ANY TEST PILES, CONTRACTOR SHALL LOCATE ALL SUBSURFACE UTILITIES. + -9.. DESIGN OF THIS MOUNTING SYSTEMS AND IT'S FOUNDATIONS ARE ACCORDING TO THE IBC 2015, CA. BUILDING CODE 2016, AISI 2007, ADM 2005, ASCE 7-10,'AND AISC 13th EDITION. GENERAL SOLAR SPECIFICATIONS 1. ALL MODULES SHALL BE GROUNDED WITH SGB OR PROVEN EQUAL 2. -AWG #10 OR #6 SOLID BARE COPPER GROUND WIRE SHALL RUN UNSPLICED FROM EACH MODULE TO THE GROUND SHARK(S). 3. SOLAR MODULES SHALL BE AS SPECIFIED ON TABLES (BY OTHERS). 4. COMPLETE ELECTRICAL DIAGRAMS ARE NOT INCLUDED IN THIS PACKAGE. 5. RACKING SHALL BE RAPID RACK GROUND MOUNT ARRAY AT TILT AS SPECIFIED ON TABLES. 6. CONTRACTOR IS RESPONSIBLE FOR FINAL SOLAR FIELD LOCATION BASED ON INFORMATION PROVIDED. 7. _ ALL RACKING AND MOUNTING HARDWARE PROVIDED BY RAPID RACK CARRY A 20 YEAR WARRANTY. 8. ALL ALUMINUM RAILS SHALL HAVE A X" THERMAL EXPANSION PER 20 ft OR MAINTAIN A MINIMUM OF Y16". BETWEEN MODULES. 9. ALL CONSTRUCTION SHALL BE ACCORDING TO THE MOST RECENT VERSION OF . THE INSTALLATION MANUALS. 10. ALL BONDING OF THE MOUNTING SYSTEMS TESTED ACCORDING TO UL STANDARD 2703. • 11. ALL STRUCTURAL STAINLESS STEEL BOLTS SHALL BE TIGHTENED TO 25 ft-Ibs. 12. SELF DRILLING SCREWS AT THE PILE BRACKET SHALL BE TORQUED TO 8 ft-Ibs. 13. SELF DRILLING SCREWS AT SPLICES AND EDGE STOPS SHALL_ BE TIGHTENED TO 3 ft-Ibs. 14. GROUND SHARK SHALL BE TIGHTENED TO 20 ft-Ibs. B18-02-57 PCI/FILE j 022-202-008 I FEBRUARY 2, 2018 6RN.0 MNTSOI;AR-`�� ASCE.7-10 SEISMIC LOAD PARAMETERS DESCRIPTION ARRAY 1 MAPPED SPECTRAL RESPONSE 0.2s, S, 0.592: MAPPED SPECTRAL RESPONSE 1s, S1 0.270 SITE SOIL CLASSIFICATION D - SEISMIC DESIGN CATEGORY D SEISMIC RESPONSE COEFFICIENT, Cs 0.419 EFFECTIVE SEISMIC WEIGHT, lbs , - 928 EFFECT OF HORIZONTAL FORCES, Eh .. • 265 - EFFECT OF VERTICAL FORCES, E� -97 DESIGN LOAD DOWNFORCE, Ibs 1,182 ' DESIGN LOAD UPLIFT, Ibs 675 ARRAY HEIGHT Z, ft. 6.42 ASCE 7-10 FOUNDATION REACTION FORCES DESCRIPTION ARRAY 1 F1 - LATERAL FORCE - DOWN, Ibs .353 F2 - VERTICAL FORCE - DOWN, Ibs 1,077 F3 - LATERAL FORCE - UP, Ibs 305 F4 - VERTICAL FORCE - UP, Ibs 984 M1 - BENDING MOMENT, ft-Ibs ' 1,233 F5 - LATERAL FORCE - DOWN, Ibs 248 F6 - VERTICAL FORCE - DOWN, Ibs 1,114 . F7 - LATERAL FORCE - UP, Ibs 214 F8 - VERTICAL FORCE - UP, Ibs 1,017 M2 - BENDING MOMENT, ft-Ibs 974 PILE FIXITY DEPTH, in 12 - .-MATERIAL RAPID RACK ARRAY OVERVIEW ARRAY ARRAY ARRAY COUNT ORIENTATION # OF MODULES TOTAL kW MODULE TYPE TOTAL PILES SIZE 1 2 x 8 1 PORTRAIT 16 4.96 HANWHA CREAK DUO G5 310 6 2 139.78 B MINIMUM CLEARANCE ABOVE GRADE, in 4 C TOTALS 1 16 4.96 6 .-MATERIAL RAPID RACK ARRAY DIMENSIONS., ITEM DESCRIPTION' ARRAY 1 •2x8 A BASE RAIL LENGTH, in 139.78 B MINIMUM CLEARANCE ABOVE GRADE, in 21.00 C MODULE FACE HEIGHT ABOVE GRADE, in 30.00 D REAR CLEARANCE ABOVE GRADE, in 71.09 E ARRAY TILT, deg 21.00 F BASE RAIL CANTILEVER, in 24.90 G IARRAYLENGTH,in 316.25 H ARRAY WIDTH, in 130.50 I INSERTION RAIL CANTILEVER, in 44.98 J CRITICAL MODULE POCKET DIMENSIONS, in 66.72 i K EAST -WEST PILE SPACING, in 113.00 L NORTH -SOUTH PILE SPACING, in 84.00 M FRONT PILE LENGTH, in 84.00 N REAR PILE LENGTH, in 96.00 O FRONT PILE EMBEDMENT DEPTH, in 54.08 ` P REAR PILE EMBEDMENT DEPTH, in 33.83 Q FRONT PILE HEIGHT ABOVE GRADE, in 29.92 R REAR PILE HEIGHT ABOVE GRADE, in 62.17 S FRONT PILE FOUNDATION DEPTH, in 66.00 " T REAR PILE FOUNDATION DEPTH, in 39.00 U CONCRETE FOUNDATION WIDTH; in 18.00 ' .-MATERIAL SPECIFICATIONS DESCRIPTION MATERIAL XL 33 mm INSERTION RAIL _ ASTM 8221 ALUMINUM 6005A T61 ALLOY XL BASE RAIL - _ ASTM 8221 ALUMINUM 6005A T61 ALLOY . INSERTION RAIL SPLICE SET t INSERTION RAIL SPLICE ASTM 8221 ALUMINUM 6005A T61 ALLOY X" x 20 x V SELF DRILLING SCREW ASTM A302 STAINLESS STEEL STD RETAINING CLIP SET %" - 16 x 34" BOLT ASTM F593C STAINLESS STEEL %" - 16 SLOT NUT ASTM 304 STAINLESS STEEL STD RETAINING CLIP A ASTM B221 ALUMINUM 6005A T61 ALLOY HD PILE BRACKET SET %" - 16 x 34" BOLT ASTM F593A STAINLESS STEEL %" ID SPLIT LOCK WASHER ASTM B221 ALUMINUM 7075-T6 ALLOY %" - 16 HD SLOT NUT ASTM 304 STAINLESS STEEL- PILE BRACKET ASTM A36 STEEL, POWDER COATED WITH ZINC UNDERCOAT . PILE BRACKET ATTACHMENT SET Y4" x 20 x 1-y' SELF DRILLING SCREW SAE J429 GRADE 5 CARBON STEEL, STALGARD COATING Y" ID x 0.687 OD x 0.045 SPLIT LOCK WASHER ASTM 8221 ALUMINUM 7075-T6 ALLOY XL EDGE STOP SET XL EDGE STOP ASTM B221 ALUMINUM 5052-1132 ALLOY Y" x 20 x 1' SELF DRILLING SCREW ASTM A302 STAINLESS STEEL C CHANNEL 5 x 3 PILE ASTM A653 STEEL, 50 ksi YIELD, ASTM G235 GALVANIZED i PERMIT# .¢l%- V7�S7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR - CODE COMPLIANC ' nATE tr'1 ilii BY - ;PROPERTY OF:'- = _ .._....-........ ........................ _... _- Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. • RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: - ALLEN BYERS - ADDRESS: 66 HASTINGS AVE. CITY. STATE, ZIP. BIGGS, CA. 95917 PHONE: BUTTE COUNTY APW.. 022-202-'008-000 . PROJECTM CH -1833.1 " PE STAMP: EPS i 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 o,qOFESS/0 SFW BB �ql LU C -76738 u' m EXP. 12/31/18 sYJ CIV11- qTF OF C 0 , - .1/30/18 'For Structual' Elements Only Electrical -Design By Others See "Structural Documentation Packet" for Additional Info. , REVISION SCHEDULE. No. ' Date Description v - DRAWN BY: D.TAYLOR ` APPROVED BY: DATE: 11/29/2018 - TITLE: COVER SHEET SHEET: •) OF . I I 1 inch Scale to Confirm 11" x 17" Plot • ©copyright 2018, RAPID RACK - - I C- MODULE FACE, HEIGHT ABOVE GRADE E - ARRAY TILT A - BASE RAIL LENGTH F - BASE RAIL CANTILEVER FRONT & REAR Q - FRONT PILE HEIGHT ABOVE GRADE - t R - REAR PILE HEIGHT ABOVE GRADE PROPERTY OF: ................... .... __............................................... _.-.. L�1?4apidftaek Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION • INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: ALLEN BYERS ADDRESS: 66 HASTINGS AVE. MY. STATE, LP: BIGGS, CA. 95917 PHONE: D - REAR CLEARANCE A"" ABOVE GRADE BUTTE COUNTY APN#:- 022-202-008-000 PROJECT#: CH -1833.1 PE STAMP: N - REAR PILE LENGTH EPS 1405 Spring Street-, Ste. 204 _ Paso Robles, CA 93446 -III III II _I oROFESS/0 YV 13 Nr `P - REAR PILE w ' C 76738 u' m EMBEDMENT EXP. 12/31/18 DEPTH T - REAR PILE s� Civit �P FOUNDATION' gTFOF CA`\FOQ`� DEPTH 1/30/18.,? k'or Stromal EleiueiiLs Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. Date Description NOTE: CALLOUT LETTERS REFER TO DIMENSIONS TABLE ON SHEET 1 GENERAL CONSTRUCTION TOLERANCES t 4 IN. FOR BASE RAIL SPACING t 4 IN. FOR INSERTION RAIL CANTILEVER t 2 IN. FOR SINGLE PILE LOCATION t 5° FOR PILE ROTATION t 2° FOR PILE PLUMB f 2# FOR ARRAY TILT + in - in FOR INSERTION RAIL SPACING + in - in FOR PILE BRACKET HEIGHT U'- CONCRETE FOUNDATION DIAMETER L -NORTH - SOUTH PILE SPACING BUTTE COUNTY BUILDING DIVISION PROFILE ELEVATION VIEW H - APr3r"'OVED NTS DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 TITLE: TABLE DIMENSIONS 1 SHEET: 2 OF 11 I I 1 inch Scale to Confirm 11" x 17- Plot ©Copyright 2018, RAPID RACK I • H (� G - ARRAY LENGTH — I I I . SEE SHEET 2 FOR PROFILE VIEW H -H I K _ EAST WEST SUPPORT SPACING ELEVATION VIEW H NTS REFER TO TABLE BELOW %B° ASSUMED BETWEEN MODULES IF RIGID FOR INSERTION RAIL PATTERN SPLICES ARE USED, AS SMALL AS 0" IS ACCEPTABLE WHEN EXPANSION SPLICES ARE USED • - Pl P... P. FIRST INSERTION INTERIOR INSERTION FINAL INSERTION RAIL LENGTH 'RAIL LENGTHS RAIL LENGTH PV MODULES, AS • _ SPECIFIED ON SHEET 1 (ONLY 3 SHOWN FOR CLARITY). H - ARRAY WIDTH NOTE: ' NOTE:T LETTERS REFER %4" SPACE BETWEEN CALLO TO DIMENSIONS TABLE I - CANTILEVER FROM CENTER OF BASE INSERTION RAIL ENDS ON SHEET 1 RAIL TO END OF INSTERTION RAIL AT - EAST AND WEST ENDS GENERAL CONSTRUCTION TOLERANCES t 4 IN. FOR BASE RAIL SPACING PLAN VIEW f 4 IN. FOR INSERTION RAIL CANTILEVER f 2 in FOR SINGLE PILE LOCATION NTS t 5' FOR PILE ROTATION t 2' FOR PILE PLUMB f 2° FOR ARRAY TILT + I inh3 in FOR INSERTION;RAIL SPACING + q in - j in FOR PILE BRACKET HEIGHT INSERTION RAIL PATTERN INSERTION INSERTION TOTAL LENGTH ARRAY RAIL LENGTH RAIL LENGTH OF ARRAY - P,, in. P2, in.. - G, in. 1 120 196 316.25 BUTTE COUNTY BUILDING DIVISION APPROVED ROVED PROPERTY OF: _ ....._.... _..... _._.................................. -:.............._......._... less Time. More Savings. 15 PEPSI WAY j DURHAM, CA 95678 (831)334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS. & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS. PROJECT INFORMATION NAME: - - ALLEN BYERS ADDRESS: 66 HASTINGS AVE. CITY. STATE. LP: BIGGS, CA. 95917 PHONE: BUTTE COUNTY APNO: 022-202-008-000 PROJECTM CH -1833.1 PE STAMP EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 ogoFESS/ '71w C 76738 u' m ExP.12/31/18. qTF OF CAO1 • � .< ` .1/30/18..: For Structual. Elements Only Electrical Design By Others • See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. Date Description DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 TITLE: TABLE DIMENSIONS 2 SHEET: 3 OF 11 l I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK PROPERTY -OF GENERAL CONSTRUCTION TOLERANCES _... t 4IN. FOR BASE RAIL SPACING t 4 IN. FOR INSERTION RAIL CANTILEVER /� D � t 2 IN. FOR SINGLE PILE LOCATION `\, K" - 20 x 1" STAINLESS STEEL SELF DRILLING - Less Time. More Savings. t s° FOR PILE ROTATION t 2° FOR PILE PLUMB ,� SCREW FOR EDGE STOP (X2) 15 PEPSI WAY t 2° FOR ARRAY TILT DURHAM, CA 95678 +� in - J, in FOR INSERTION RAIL SPACING C + in - in FOR PILE BRACKET HEIGHT '' V (831)334-8833 RETAINING CLIP SET (ON UPHILL EDGE): www.rapidrack.com • 3/g" - 16 x %4" STAINLESS STEEL HEX BOLT B • HEAVY DUTY ALUMINUM RETAINING CLIP THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A %' • �g" HEAVY DUTY SLOT NUT PROFESSIONAL SERVICE, ARE THE PROPERTY OF XL EDGE STOP RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR 1 PER RAIL END IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS A � - �' DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPIDAS \ / ® UNRSA RACKING SOLUTIONS PROJECT INFORMATION — ° d Y2" d NAME: ALLEN BYERS ADDRESS: 66 HASTINGS AVE. BASE RAIL END CAP Cm. STATE, z1P: - - - • 2 PER RAIL BIGGS, CA. 95917 PHONE: 1' BASE RAIL, AS AHJ: SPECIFIED ON BUTTE COUNTY SHEET 1 APN#: . 022-202-008-000 PROJECT#: - v' CH -1833.1 PE STAMP: ` DETAIL IDENTIFIER DETAIL A @LOWER INSERTION RAIL CONNECTION NTS - ALL TABLES WITH EDGE STOP SHOWN SCALE 1 :6 EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 oROFESS/l XL EDGE STOP (NOT SHOWN FOR CLARITY) ` SFW 8�� '. LUU, m C 76738 XL INSERTION RAIL MODULE FRAMES - ALL MIDDLE INSERTION RAILS SEE SHEET 1 FOR PV * EXP. 12/31/18 1 mm TOLERANCE REQUIRE 2 HEAVY DUTY RETAINING CLIPS PER•CONNECTION MODULE SPECIFICATIONS s ; /a GAP ABOVE MODULE . �Q ; qT O XL INSERTION RAIL OFF CA I.\F P, EXPANSION SPLICE -.1/30/18 For Structual Elements Only Ya" x 1" SELF DRILLING SCREWS . Design By Others FOR EXPANSION SPLICE FOR See Structural Documentation ATTACH 8 SCREWS TO ONE RAIL ONLY (x8) Packet" for Additional Info. REVISION SCHEDULE No. Date Description UPPER INSERTION RAIL' 1 HEAVY DUTY RETAINING CLIP REQUIRED ON THE DOWNHILL EDGE BUTTE COUNTY DRAWN BY: D.TAYLOR BUILDING DIVISION APPROVED BY: ®OV E ® A1 �j DATE: 11/29/2018 TITLE: CONSTRUCTION DETAILS 1 ! t SHEET: 4 OF 11 , inch DETAIL B @ MIDDLE INSERTION RAIL CONNECTION DETAIL C @ UPPER INSERTION RAIL CONNECTION SCALE 1 :6 - SCALE 1 :6 1 Scale to Confirm 11" x 17" Plot ' - ©Copyright 2018, RAPID RACK J - CRITICAL MODULE POCKET DIMENSION = MODULE HEIGHT + 3/8' -,FF SHFFT 1 FnP PV I • AW: - BUTTE COUNTY .. APW. 022-202.-008-000 - - PROJECTN: . DETAIL D — CRITICAL MODULE POCKET DIMENSION DETAIL E —CANTILEVER DISTANCE CH -1833.1 NTS NTS PE STAMP: ' EPS _ 1405 Spring Street, Ste. 204 Paso Robles CA 93446 oROFESS/n DETAIL G SEE SHEET 9 FOR GROUNDING DETAILS\ \� XL INSERTION RAIL w C 76738 ' m EXP. 12/3 GROUNDING DETAILS ,t ,t SEE SHEET 9 FOR ADDITIONAL INFORMATION AND ALTERNATE SDS PATTERN � CIVIL ���Q 18 BUTTE COUNTY °F CP'`F° 1/30/18 XL 18" INSERTION SPLICE, --;�-- /z/Z BUILDING DIVISION., EXPANSION y4„ ALL F 1. or Structual Elements Only A P P R OV E D Electrical Design By Others ti o XL BASE RAIL See "Structural Documentation — _ — — — — Packet" for Additional Info. 8" 7/," 3/8' SPLIT LOCK WASHER Ya' x 1 (BETWEEN BOLT HEAD AND I REVISION SCHEDULE SELF DRILLING SCREW FOR PILE BRACKET FOR No. Date Description 18" EXPANSION SPLICE, PILE BRACKET SET a BONDING FOUNDATION 1 Y4" x 1" STALGARD COATED SELF PILE BRACKET DRILLING SCREWS IN THE PATTERN SHOWN OR USE THE ALTERNATE CENTER OF SPLICE PATTERN SEE SHEET 9 DETAIL G . GENERAL CONSTRUCTION TOLERANCES - MUST OCCUR IN OPEN 80% (X6) f 4 IN. FOR BASE RAIL SPACING OF EAST -WEST SPAN K _ _ _ _ _ _ _ _ _ t 4 IN. FOR INSERTION RAIL CANTILEVER q" SPLIT LOCK WASHER t 2 IN. FOR SINGLE PILE,LOCATION IFOR PILE BRACKET TO PILE BONDING t 5' FOR PILE ROTATION (UNDER ANY 2 SELF DRILLING SCREWS t 2° FOR PILE PLUMB (X2) t 2• FOR ARRAY TILT DETAIL F — INSERTION SPLICE DETAIL, EXPANSION i— — — — --- — — — — — . e in 16 in FOR INSERTION RAIL SPACING NTS WITH PILE CONNECTION SHOWN + a in 3 in FOR PILE BRACKET HEIGHT DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 TITLE: CONSTRUCTION DETAILS 2 SHEET: 5 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK PROPERTY OF = .... ............... ....-...................... - Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com XL INSERTION RAIL EDGE STOP 2 PER ROW OF INSERTION RAIL AT EACH END THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A - PROFESSIONAL SERVICE, ARE THE PROPERTY OF - RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR • 11 IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. }- TOP OF PILE BRACKET FLUSH RAPID RACK IS FORMERLY KNOWN AS r WITH TOP OF PILE + 3/q"- 3/4" I! Y4" x 1 SS SELF DRILLING - UNIVERSAL RACKING SOLUTIONS SCREW FOR EDGE STOP (X2) PROJECT INFORMATION I - INSERTION RAIL CANTILEVER ' NAME: ALLEN BYERS • AW: - BUTTE COUNTY .. APW. 022-202.-008-000 - - PROJECTN: . DETAIL D — CRITICAL MODULE POCKET DIMENSION DETAIL E —CANTILEVER DISTANCE CH -1833.1 NTS NTS PE STAMP: ' EPS _ 1405 Spring Street, Ste. 204 Paso Robles CA 93446 oROFESS/n DETAIL G SEE SHEET 9 FOR GROUNDING DETAILS\ \� XL INSERTION RAIL w C 76738 ' m EXP. 12/3 GROUNDING DETAILS ,t ,t SEE SHEET 9 FOR ADDITIONAL INFORMATION AND ALTERNATE SDS PATTERN � CIVIL ���Q 18 BUTTE COUNTY °F CP'`F° 1/30/18 XL 18" INSERTION SPLICE, --;�-- /z/Z BUILDING DIVISION., EXPANSION y4„ ALL F 1. or Structual Elements Only A P P R OV E D Electrical Design By Others ti o XL BASE RAIL See "Structural Documentation — _ — — — — Packet" for Additional Info. 8" 7/," 3/8' SPLIT LOCK WASHER Ya' x 1 (BETWEEN BOLT HEAD AND I REVISION SCHEDULE SELF DRILLING SCREW FOR PILE BRACKET FOR No. Date Description 18" EXPANSION SPLICE, PILE BRACKET SET a BONDING FOUNDATION 1 Y4" x 1" STALGARD COATED SELF PILE BRACKET DRILLING SCREWS IN THE PATTERN SHOWN OR USE THE ALTERNATE CENTER OF SPLICE PATTERN SEE SHEET 9 DETAIL G . GENERAL CONSTRUCTION TOLERANCES - MUST OCCUR IN OPEN 80% (X6) f 4 IN. FOR BASE RAIL SPACING OF EAST -WEST SPAN K _ _ _ _ _ _ _ _ _ t 4 IN. FOR INSERTION RAIL CANTILEVER q" SPLIT LOCK WASHER t 2 IN. FOR SINGLE PILE,LOCATION IFOR PILE BRACKET TO PILE BONDING t 5' FOR PILE ROTATION (UNDER ANY 2 SELF DRILLING SCREWS t 2° FOR PILE PLUMB (X2) t 2• FOR ARRAY TILT DETAIL F — INSERTION SPLICE DETAIL, EXPANSION i— — — — --- — — — — — . e in 16 in FOR INSERTION RAIL SPACING NTS WITH PILE CONNECTION SHOWN + a in 3 in FOR PILE BRACKET HEIGHT DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 TITLE: CONSTRUCTION DETAILS 2 SHEET: 5 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK - PROPERTY OF 3Y'6 2 5/811 .......................................... ............. Less Time. More Savings. - 15 PEPSI WAY III DURHAM, CA 95678 1 yl 6 I I III (831) 334-8833 , IIIwww.rapidrack.com . 1�4" - 3/411 0 4'(X10)" I ` I II I 9 n I01, II. I I III I I II I I I III III III I I II I I I .III 1.0 I II I I I III I I III r — I I I I I I THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICEPID RACK, AND ARE NOT, ARE THE PROPERTY OF SIN PART FOR ANY OTHER PTO BE ROJECT D IN W TOLE R216 WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAUNIVERSAL RACKING SOLUTIONS S PROJECT INFORMATION NAME ALLEN BYERS ADDRESS: 66 HASTINGS AVE. • CRY, STATE. ZIP: BIGGS, CA. 95917 ' - - PHONE: AHJ: BUTTE COUNTY , • • • l .. APNa:, 022-202-008-000 ._ PILE BRACKET HD RETAINING CLIP j STD RETAINING CLIP STD & HD SLOT NUT SCALE 1:2 SCALE 1_:1 SCALE 1:1 _ NOTE: SEE SHEET 1 =- FOR RETAINING CLIP SPECS SCALE 2:1 PROJECT#: CH -1833.1 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 1 o ()FESS/0N - �Fv 8 q! 2 ` W C 76738 U, m EXP: 12/31/18 r � .. sTq CIVIL\P lF OF CAUF�� • - 1/30/18:1.- /30/18 ;'For ForStructual Elements Only Electrical Design By Others 4 %2"O O • 2 y8" X8 �. 5 ' See ':Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. Date Description DRAWN BY: D.TAYLOR APPROVED BY: 3 y411 BUTTE COUNTY DATE: 11/29/2018 BUILDING DIVISION TITLE: HARDWARE DETAILS 1 EDGE SCALE STOP P IN RAIL SPLICE" 8rE LEXPANSIENGTHOSN SCALEXL APPR®V SCALE PILE SHEET: 6 of 11 ' - - I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK UPPER WING AWG #6 LOCATION SLOT NUl %B" x 3/4" HEXBOLT, SS POWDERCOATED GREEN %8' WASHER AWG #10 LOCATION LOWER WING GROUND SHARK ASSEMBLY SCALE 1" = 1" 2 %6" 2 1611 MODULE FRAMES 4 %4" 31X16" T 3 1X181 XL BASE RAIL XXL BASE RAIL XL INSERTION RAIL SCALE %2". = 1" SCALE %2" = 1" NOTE: SEE SHEET 1 FOR BASE RAIL SPECS NTS �El PROPERTY OF: ' .......... ... ........ ...... _.._ Rack .... _ ............. _ . Less Time. More Savings. .15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: ALLEN BYERS ADDRESS: 66 HASTINGS AVE., CITY, STATE. MR, BIGGS, CA. 95917 PHONE:- - AHJ: - BUTTE COUNTY APN# " 022-202-008-000 PROJECT#: CH -1833.1 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 o9,OFESS/p LU C 76738 U' m EXP. 12/31/18 sT ciVit �P qrF of c4�F�`�`� 1/30/18, For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: D.TAYLOR APPROVED BY: DATE: 111/29/2018 PV MODULE: AS SPECIFIED ON SHEET 1 TITLE: HARDWARE DETAILS 2 NTS (BY OTHERS) SHEET: 7' OF BUTTE COUNTY BUILDING DIVISION 11nch Scale to Confirm 11" x 17" Plot D ©Copyright 2018, RAPID RACK R LEGEND -- BARE COPPER WIRE X MODULE GROUND LUG T SYSTEM GROUND 7 GROUND SHARK c DYNOBOND ALL EXPOSED METAL BONDED AND . RECOGNIZED TO UL 2703 BONDING THROUGH BOTH EXPANSION AND RIGID SPILCES TESTED AND RECOGNIZED PER UL 2703 GUIDELINES t UL 467 LISTED AND UL 2703 RECOGNIZED GROUND SHARK TO CONNECT EGC TO FRAMEWORK USE 1 GROUND SHARK PER STRING TO SYSTEM GROUND, AND/OR INVERTER, COMBINER BOXES AND DC DISCONNECTS 1 PER ARRAY BONDING OF XL INSERTION RAIL TO BASE RAIL TESTED AND UL 2703 RECOGNIZED NOTE: ADDITIONAL GROUNDING DETAILS FOR PILE AND PILE BRACKET ON SHEET 5, DETAIL F GROUNDING NOTES I I TO NEXT PV MODULE IN I STRING I I' I I I I 1. ALL GROUNDING HARDWARE SHALL BE UL APPROVED. 2. ALL WIRE SIZED ACCORDING TO THE NEC. 3. ALL MODULES SHALL BE BONDED TO FRAMEWORK THROUGH EGC WITH SGB OR EQUIVALANT APPROVED GROUND LUG. 4. EAST -WEST MIRROR IMAGE OF DRAWING IS ALSO ACCEPTABLE. 5. ALL EXPOSED METAL BONDED PER UL 2703 TESTING, UL REPORT #QIMS2.E357798. 6. ULTIMATE SYSTEM GROUNDING THROUGH GROUND SHARK, LISTED TO UL 467 ETL REPORT #100465828LAX -001a. 7. SEE RAPID RACK INSTALLATION MANUAL FOR DETAILED INSTRUCTIONS. 8. EACH GROUND SHARK BONDS 1 STRING OF PV MODULES TO EGC (DYNOBOND LIMITED). PROPERTY OF: _. ;,, npe Rack ...�. Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 1 PER PV STRING AWG #6 OR #10 WWW.rapidrack.com SOLID BARE COPPER EGC BONDS ONLY ONE PV STRING TO THESE DOCUMENTS, IDEAS, DESIGNS. 6INFORMATION MOUNTING SYSTEM, CONNECT TO INCORPORATED HEREIN, AS AN INSTRUMENT OF A ONE SGB IN ONE STRING PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS • UNIVERSAL RACKING SOLUTIONS SGB GROUND LUG OR PROJECT INFORMATION EQUIVALENT APPROVED GROUND LUG, ATTACH TO ALLEN BYERS ANY 1 MODULE IN STRING, CONNECT TO EGC PER ADDRESS: MANUFACTURING 66 HASTINGS AVE. INSTRUCTIONS CITY. STATE. ZIP: { BIGGS, CA. 95917 ' 1 PHONE: PV MODULE, AS SPECIFIED ON SHEET 1 �J (ONLY 3 SHOWN FOR CLARITY) BUTTE COUNTY APN#: 022-202-008-000 PROJECT#: ' CH -1833.1 PE STAMP EPS 1405 Spring Street, Ste. 204 I I Paso Robles, CA 93446 ALL MODULE STRINGS BONDED AND GROUNDED AS SHOWN oRO�s/O,ygl 13 I I UL 2703 RECOGNIZED w C 76738 m DYNOBOND BONDING JUMPER. W_' EXP 12/31/18 M BONDS UP TO ONE STRING OF * ,t MODULES, 1 PER MODULE s'2" I CIVIL \� GROUNDING PLAN NTS - USING DYNOBOND DYNOBOND SPECIFICATIONS BUILDING DIVISION APPROVED 1. EACH DYNOBOND IS DESIGNED TO BOND UP TO 20A OF PV MODULES (ONE STRING MAXIMUM). 2. EACH STRING OF PV MODULES USES ONE UL APPROVED GROUND LUG. 3. BOND ALL MODULES WITHIN STRING'TOGETHER WITH DYBNOBOND, BOND EACH STRING TO FRAME WITH ONE GROUND SHARK. GROUND SHARK CALCULATION 1. PV STRING ISS X 1.25 X 1.25 = OVERCURRENT PROTECTION DEVICE RATING (OCPD RATING). 2. ADD OCPD RATING FOR ALL STRINGS CONNECTED TO A SINGLE GROUND SHARK. 3. EACH GROUND SHARK IS TESTED TO BOND NO MORE THAN 45A OF MODULE STRINGS OCPD RATING. 4. TYPICALLY EITHER 3 STRINGS AT 15A or 2 STRINGS 20A ARE CONNECTED TO A SINGLE GROUND SHARK. 5. ADDITIONAL PV STRINGS BEYOND 45A OCPD RATING MUST USE ONE ADDITIONAL GROUND CLIP PER 45A OCPD RATING. DRAWN BY: D.TAYLOR qTF OF CAL1F0� ALTERNATE SYSTEM GROUND LOCATION 11/29/2018 1/30/18 INSTALL 1 GROUND SHARK ON ANY BASE RAIL SHEET: For Structual Elements -Only CONNECT AWG #6 OR #10 BARE COPPER TO I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK Electrical Design By Others " GROUND SHARK AND TO SYSTEM GROUND, COMBINERS AND INVERTERS See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE BUTTE COUNTY No. Date Description DYNOBOND SPECIFICATIONS BUILDING DIVISION APPROVED 1. EACH DYNOBOND IS DESIGNED TO BOND UP TO 20A OF PV MODULES (ONE STRING MAXIMUM). 2. EACH STRING OF PV MODULES USES ONE UL APPROVED GROUND LUG. 3. BOND ALL MODULES WITHIN STRING'TOGETHER WITH DYBNOBOND, BOND EACH STRING TO FRAME WITH ONE GROUND SHARK. GROUND SHARK CALCULATION 1. PV STRING ISS X 1.25 X 1.25 = OVERCURRENT PROTECTION DEVICE RATING (OCPD RATING). 2. ADD OCPD RATING FOR ALL STRINGS CONNECTED TO A SINGLE GROUND SHARK. 3. EACH GROUND SHARK IS TESTED TO BOND NO MORE THAN 45A OF MODULE STRINGS OCPD RATING. 4. TYPICALLY EITHER 3 STRINGS AT 15A or 2 STRINGS 20A ARE CONNECTED TO A SINGLE GROUND SHARK. 5. ADDITIONAL PV STRINGS BEYOND 45A OCPD RATING MUST USE ONE ADDITIONAL GROUND CLIP PER 45A OCPD RATING. DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 TITLE: GROUNDING PLANS SHEET: 8 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK .....-,.�_.W..��.:......-. -..rte �. -.. _ ...-.�....— .. -- - .:.--�..- -• PROPERTY OF: . ..................... ............... _.... --........ --- ... _....... ........................ Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831)334-8833 I www. rapid rack. com • • - , - • ' _ THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. - RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS ' PROJECT INFORMATION - .. NAME: ALLEN BYERS AWG #10 LOCATION ,. ADDRESS: 66 HASTINGS AVE. - 3/g X Y�4" HEX BOLT, SS HEAD PAINTED GREENBIGGS, a " CITY. STATE, LP: CA.'95917. PHONE:, WASHER SS L AWG #6 LOCATION , ^"_ UPPER WING, SS BUTTE COUNTY APNP: 022-202-008-000 PROJECT#: CH -1833.1 - SPLIT LOCK WASHER BETWEEN PILE BRACKET AND BOLT HEAD PE STAMP: SOWER WING, SS — — — ON EACH SIDE OF BASE RAIL FOR BONDING PILE BRACKET TO BASE . RAIL EPS SLOT NUT (X2) 1405 Spring Street, Ste. 204 • •- , - _ - Paso Robles, CA 93446 _ BASE RAIL i GROUND CLIP MAY BE INSTALLED AT ANY POINT ON BASE RAIL ® �: m °RC�SS�ONq� I • —_ —_ —_ Q. O O Y4" x 1" SDS SCREW SIZE FOR THIS DESIGN MUST USEEXp PATTERN SHOWN OR USE '' LOU C 76738 u' m 12/31/18 Tt — — — PATTERN ON SHEET 5, DETAIL F (X6) S'l CMI gTF OF \FOS y CAI 1/30/18 L Y4" SPLIT LOCK WASHER UNDER ANY 2 SELF DRILLING SCREWS FOR BONDING OF BRACKET TO For Structual Elements Only Electrical Design By Others See "Structural Documentation PILE - Packet" for Additional Info. ' REVISION SCHEDULE No. Date Description PROFILE VIEW - GROUND SHARK ASSEMBLY VIEW L - L SCALE 1:2 DETAIL G -PILE & BRACKET BONDING SCALE 1:2 SCALE 1:4 - FROM SHEET 5 DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 BUTTE COUNTY BUILDING DIVISION TITLE: GROUNDING DETAILS • APPROVED ROVED SHEET:. 9 OF 11 finch Scale to Confirm 11" x 17" Plot ©copyright 2018, RAPID RACK .....-,.�_.W..��.:......-. -..rte �. -.. _ ...-.�....— .. -- - .:.--�..- -• E MINIMUM 'OM OF PILE PUNCHED ANCHOR (x2) _ BOLTS ARE USED Iva FIXITY WITH POURED FOUNT x 2" HEXBOLT, SS WITH FLANGE NUT, SS (x2) RUN NUTS TO END OF THREAD LEAVE HAND TIGHT C -CHANNEL 5 X 3 PILE ANCHOR DETAIL SCALE 1:5 MATERIAL AND CONSTRUCTION SPECIFICATIONS FOR POURED CONCRETE FOUNDATION CONCRETE 1. ALL CONCRETE WORK SHALL CONFORM TO ACI STANDARDS AND SPECIFICATIONS. 2. 2,500 psi CONCRETE COMPRESSIVE STRENGTH (f�) AT 28 DAYS. 3. TYPE II CEMENT. 4. MAXIMUM SLUMP OF 57. 5. SPECIAL INSPECTION IS NOT REQUIRED UNLESS REQUIRED BY THE BUILDING DEPARTMENT/OFFICIAL. 6. AGGREGATES SHALL BE PER ASTM C33 (MAX SIZE 1-W ). 7. CONCRETE SHALL BE AIR ENTRAINED IN ACCORDANCE WITH IBC SECTION 1904.2.1. 8. THE MIX IS DESIGNED TO BE ADJUSTED TO LOCAL SOIL AND EXPOSURE CONDITIONS AND SHALL BE APPROVED BY THE ENGINEER OF RECORD. FOUNDATION LOADS 1. SEE SHEET 1 FOR SPECIFIC FOUNDATION DIMENSIONS FOR THIS PROJECT. IN'LIEU OF A SITE SPECIFIC GEOTECHNICAL REPORT, THE FOUNDATIONS ARE DESIGNED USING MINIMUM CODE VALUES. FRONT PILE DESIGN LOADS Fl, Fz, F31 F41 Ml, SEE SHEET 1 FOR SPECIFIC LOADS FRONT PILE DESIGN LOADS ' FS, F6, F7, Fe, Mz, SEE SHEET 1 FOR SPECIFIC LOADS 2. PILE FIXITY FOR FOUNDATION CALCULATIONS IS ASSUMED AS 12 in. BELOW GRADE. STEEL PILES 1. GALVANIZED CS 5 x 3 AT 50 ksi YIELD MINIMUM IS SPECIFIED. GENERAL CONSTRUCTION TOLERANCES t 4 in FOR BASE RAIL SPACING f 4 IN FOR INSERTION RAIL CANTILEVER t 2 IN FOR SINGLE PILE LOCATION t 5° FOR PILE ROTATION t 2° FOR PILE PLUMB t 2° FOR ARRAY TILT +y in - y6 in FOR INSERTION RAIL SPACING + 34 in - 3/ in FOR PILE BRACKET HEIGHT C 5 x 3 PILE SHOULD BE CENTERED . IN THE CONCRETE FOUNDATIONS L - NORTH -SOUTH PILE SPACING PLAN VIEW NTS — L - NORTH -SOUTH PILE SPACING a� �C5x3PILE OPTIONAL: SLOPE TOP OF THE PIER Q -FRONT PILE HEIGHT XAWAY FROM THE PILE FOR DRAINAGE ABOVE GRADE OPTIONAL: 4"PEDESTAL GRADE LINE • =U-OUNDATION TER R - REAR PILE HEIGHT ABOVE GRADE .4 „ 4" —I -I I—I I, I—I I ••a .� •� el I I—I ( I—I I I—I I I_I. I I --I I I I I I—I I I •� ' a•� ., I I .I � I I I— M,- FRONT PILE F4 F5 N - REAR PILE • 9 e a LENGTH LENGTH F3. F1 APPROVED BY: ITEM . •b M1 FI F5 84.00 M FRONT PILE LENGTH, in Mz N REAR PILE LENGTH, in Fz O FRONT PILE EMBEDMENT DEPTH, in 54,08 O -FRONT PILE F6 33.83 Q FRONT PILE HEIGHT ABOVE GRADE, in 29,92 R REAR PILE HEIGHT ABOVE GRADE, in 62.17 S FRONT PILE FOUNDATION DEPTH, in 66.00 EMBEDMENT DEPTH P - REAR PILE 39.00 CONCRETE FOUNDATION DIAMETER, in 18.00 EMBEDMENT DEPTH S - FRONT PILE a . FOUNDATION DEPTH T - REAR PILE f' FOUNDATION DEPTH 4 END OF PILE - END OF PILE MIN 3" MAX 12" FROM BOTTOM MIN 3" MAX 12" OF FOUNDATION FROM BOTTOM OF FOUNDATION ELEVATION VIEW NTS R. 10 N t PROPERTY OF: . ... _.... .............. _..... _............ - 1Rack Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831)334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: ALLEN BYERS ADDRESS: 66 HASTINGS AVE. CITY. STATE. ZIP: BIGGS, CA. 95917 PHONE BUTTE COUNTY APN#: 022-202-008-000 PROJECT#: a CH -1833.1 PE STAMP: EPS ' 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 - w �� C76 m s * " EXP. 12/31/18 s'l CIV1� �P qTF OF C 0 1/30/18 . For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: FOUNDATION & PILE DIMENSIONS APPROVED BY: ITEM DESCRIPTION ARRAY 1 L NORTH -SOUTH PILE SPACING, in 84.00 M FRONT PILE LENGTH, in 84.00 N REAR PILE LENGTH, in 96.00 O FRONT PILE EMBEDMENT DEPTH, in 54,08 P REAR PILE EMBEDMENT DEPTH, in 33.83 Q FRONT PILE HEIGHT ABOVE GRADE, in 29,92 R REAR PILE HEIGHT ABOVE GRADE, in 62.17 S FRONT PILE FOUNDATION DEPTH, in 66.00 T -UI REAR PILEFOUNDATION DEPTH, in 39.00 CONCRETE FOUNDATION DIAMETER, in 18.00 PROPERTY OF: . ... _.... .............. _..... _............ - 1Rack Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831)334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: ALLEN BYERS ADDRESS: 66 HASTINGS AVE. CITY. STATE. ZIP: BIGGS, CA. 95917 PHONE BUTTE COUNTY APN#: 022-202-008-000 PROJECT#: a CH -1833.1 PE STAMP: EPS ' 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 - w �� C76 m s * " EXP. 12/31/18 s'l CIV1� �P qTF OF C 0 1/30/18 . For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: D.TAYLOR APPROVED BY: DATE: 11/29/2018 TITLE: FOUNDATION DETAILS SHEET: 10 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2018, RAPID RACK REAR PILE FOUNDATION , 18" DIA..x 39" DEEP(TYP.) (3 REQ'D) - .. 66 HASTINGS AVE. PROPERTY OF: ' PHONE: ...... ._.....s.... a id C I PILE LENGTH - N - 96" ' Less Time. More Savings. EMBED TO - P - 33.83" BUTTE COUNTY , 15 PEPSI WAY (TYP.) I = DURHAM, CA 95678 PROJECT#: - 84" - L - NORTH SOUTH I _ (831) 334-8833 PE STAMP: -- PILE SPACING(TYP.) 1 www.rapid�ack.com - EPS THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION ` I INCORPORATED HEREIN; AS AN INSTRUMENT OF A C 5 x 3 FRONT PILE PILE LENGTH - M - 84" _ .-:.:. oRD� F`Ssi�'t'gi n•/.. A. PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR 18" - U - CONCRETE IN PART FOR ANY OTHER PROJECT WITHOUT THE - _ t FOUNDATION 1916" WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. DIAMETER REAR RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS _ PROJECT INFORMATION NAME: ALLEN BYERS ADDRESS: - .. 66 HASTINGS AVE. CnV, STATE. 7JP: BIGGS, CA. 95917 PHONE: C 5 x 3 REAR PILE I PILE LENGTH - N - 96" AN,: EMBED TO - P - 33.83" BUTTE COUNTY , APN#: 022-202-008-000 (TYP.) I = PROJECT#: - 84" - L - NORTH SOUTH I _ CH -1833.1 - PE STAMP: -- PILE SPACING(TYP.) {coO oQ EPS Q 15 Spring Street, Ste. 204 I Paso Robles, CA 93446 C 5 x 3 FRONT PILE PILE LENGTH - M - 84" _ .-:.:. oRD� F`Ssi�'t'gi n•/.. A. 18" DIA. x 66" DEEP(TYP•) Y ,- - 27 3/s' _�� _.y—U--- (3 REQ'D) INSERTION RAIL - FRONT See Structural Documentation CANTILEVER TYP. Packet" for Additional Info. 316 Y4" - G - ARRAY LENGTH REVISION SCHEDULE No. Date Description BUTTE COUNTY BUILDWG DIV ' ARRAY LAYOUT & PILE DETAILS SCALE 1:30 �1Sy0�+DWN BY: • f APPRO °"/ ED APPROVED BY: D.TAYLOR DATE: 11/29/2018 TITLE: ARRAY LAYOUT SHEET: 11 DF 11 t Cinch Scale to Confirm 11" x 17" Plot © Copyright 2018• RAPID RACK ENGINEEREO Rl R ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 RAPID RACK SOLAR GROUND MOUNT APPROVAL MEMO Date: January 30, 2018 Project: Byers Ground Mount 66 Hasting Ave. Biggs, CA 95917 EPS Job Number: To: 17-RAR007 Eric Fisclier Rapid Rack, Inc. 15 Pepsi Way Durham, CA 95678 From: Matthew Gilliss Engineered Power Solutions, Inc. (EPS) EPS has reviewed the proposed ground mounted solar job for the Byers Ground Mount (address listed above) in accordance with the requirements given in the approved (stamped and signed) Structural Documentation Packet titled "Generic Residential Ground Mount Design" and dated 1/3/18 by EPS and has found the proposed 5.0 kW Rapid Rack Ground Mount System, to have design parameters within the bounds listed in said packet. This memo shall be submitted along with the Structural Documentation Packet and approved (stamped and signed) plans: It is the installer's responsibility to ensure the units and foundations are constructed in accordance with the approved plan's and Structural Documentation Packet's requirements for the site specific design parameters. All non-structural issues including but not limited to waterproofing, corrosion protection, construction means/methods, electrical, and mechanical issues are not the responsibility of EPS and must be addressed by the solar designer, installer, and/or owner before PV installation begins. Please feel free to contact me with any questions. Sincerely, PERMIT# kir-611;_7 Thank you. BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPL.IVCE DATE Matthew B. Gilliss, P.E., LEED AP B18-02557 PCI/FILE Engineered Power Solutions, Inc. 022-202-008 FEBRUARY 2, 2018 G.R.ND MNT SOLAR Rapid Rack Solar Ground Mount Approval Memo - Byers ENGIN-EENGINEERED rIl E9 POWER SOLUTIONS � - 1405 SPRING STREET, SUITE 204 tiYER -PASO ROBLES, CA 93446 • (805) 423-1326- - STRUCTURALDOCUMENTATION PACKET r ; PRft- EPS C JET, f Generic Residen�.t 1' Ground Mount�Design - Rapid `Rack .Structural Design Packet • _ ai CLIENT:," Rapid Rack, •Ihc. = ` -.15 Pep`slay l e urliam,�:CA- 95618' ►'�` PREPARED BY f • i - _ - :�# + ��\ '• - � 1. �A ,1 +v � I.. • J • • Matthew B: Gilliss, P. E.LED AP Engineered Power Solut tons, Jnc. FpFESSIp3. .. . s i .C,�673$ 2/31/18 �k I i_ DATE: 1/3/18 PROJECT NUMBER: 17-RAR007 Generic Residential Ground Mount Design ,- Page 1. ENGINEERED POWER SOLUTIONS ENGINEERED: 1405 SPRING STREET, SUITE 204, d O ER PASO ROBLES, CA 93.446 (805)423=1326 IOILut10N$ T.2 'Table of Contents T.O '— PROJECT GENERAL INFORMATION T.1—Title Page T.2 — Table of Contents 1.0— RESULTS & SCOPE. OF WORK 1.1 - Overview of Analysis & Results 1.2 — General Notes and Structural Specifications 2.0 — GRAVITY AND LATERAL CALCULATIONS 2.1- Site Design Parameters' 2.2 — Ground Mount Design Loads 2.2:1— Dead Loads , 2.2.2 —,Snow Loads 2.2.3`— Wind Loads � 2.2.4 — Seismic Loads 2.3 — Driven Pile, Concrete Pier, and Spread Footing Design 2.4 — Summary Charts 2.51- Ground Mount Framing Analysis Example 2.5.1— Racking Analysis (Example) Driven Pile Design 2.5.3 — Concrete Pier Design 2.5.4 — Concrete Spread Footing Design Generic Residential Ground Mount Design Page 2 EN . GINORED t SOLUTIONS 1.0 — RESULTS & SCOPE OF WORK 1.1— Overview of Analysis & Results • Governing Building Code: ENGINEERED POWER SOLUTIONS 1405: SPRING STREET, SUITE 204 PASO ROBLES, CA.93446 (805)423-1326 Design loads have been determined in accordance with 2016 California Building Code (CBC) which references the 2010 Minim um Design Loads for Buildings and Other Structures (Includes Supplements and Errata) by the American Society of Civil Engineers (ASCE 7-10). • Project Description: The project consists of the generic analysis of a ground mounted photovoltaic (PV) racking structure based on a number of set design conditions (array geometry,.tilt angle, etc.) and a number of variable design parameters (wind speed, snow load, module.size, soil type, etc.). The Rapid Rack racking structure(s) consists of canti- levered steel posts which are used as steel piles or embedded into concrete piers or concrete spread footing foundations. Racking consisting of custom extruded alumi- num shapes are.used to support the solar modules and attach to the steel posts. This calculation packet addresses the structural aspects of the PV ground mount based on the specific design parameters which vary depending on the location of the site. The soil design values (presumptive design values) listed in the building code (Table 1806.2) have been used to'define the soil design values and foundation requirements. Worst-case soil class 5 conditions have been conservatively used for the purpose of this packet. Determination of the site specific soil type(s) and/or design values is the responsibility of the customer. Generic Residential Ground Mount Design Page 3 - ENGINEERED POWER SOLUTIONS EN 6NEIEfM, 1) 1.405 SPRING STREET, SUITE 204 Pal�VIER. PASO ROBLES, CA 93446 (805)423-1326 OLUTIONS • Rapid Rack has hired Engineered Power Solutions (EPS) to address the structural design of the racking components, connections; and to determine the foundation requirements. This'packet, provides the structural calculations for the design parameters listed on the following pages under the, listed design conditions. Each specific project shall be review- ed,by EPS to ensure the site specific design conditions. (wind speed, exposure; snow load, seismic accelerations, array geometry, etc.) are within the .scope of this .'Packet. An approval memo for each specific project shall be submitted by EPS to validate the use of this packet. This packet is not valid without a site specific approval memo. 7 Generic Residential Ground Mount Design': " Page 4 ;R ENGINEERED POWER SOLUTIONS ENGINVERED 1405 SPRING STREET, SUITE 204 d dWER PASO ROBLES, CA 93446 S-OLUTIONS (805)423-1326 • Scope of Work The solar designer (Rapid Rack) has hired EPS to address the following structural items o A generic (non -site specific) Structural Calculation Packet which will expire at the end of each calendar year at which time it is subject to an annual review and reissuance. This packet will be based upon'the 2016 California Building Code (CBC) which is based on the 2015.International Building Code (IBC) and references the 2010 Minimum Design Loads for Buildings and Other Structures by,the American Society of Civil Engineers (ASCE 7- 10). This packet shall include the following items:' ■ Determination (or confirmation) of the maximum allowable purlin span (East-West distance between posts) based on multiple loading scenarios and the geometry of the array. The following array geometry shall be considered: • 2 High • 3 High • 4 High ■ Both 60 cell and. 72 cell modules shall be considered -for each scenario as required by Rapid Rack. ■ Array max height of 21" base rail clearance. ■ Use of (2); insertion rail conditions: • '35mm (min) for 72 cell designs • 33mm (min) for 60 cell designs ■ Use of (2) base rail conditions' XXL base rail for 3 and 4 high designs - XL for 2 high designs ■ The following module angles* (tilts) will be modeled for analysis: • Max Tilt of 22 degrees *Angles shown are measured from the horizontal Generic Residential Ground Mount Design Page 5 ENGINEERED POWER SOLUTIONS ENGINEERED 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA`93446 (805)423-1326 OLUTIONS The following loading scenarios will be analyzed for each proposed tilt ` angle:. • Wind,.Speed" (3 Second Gust.Speed in MPH): o .100 & 110 *The Wind Exposure Category is assumed.to be "C". It is also assumed that no topographic factors apply and that the overall array height is less than 15 ft. in height measured from grade. **Wind pressures shall be determined using Chapter 27 of ASCE 7-10, specifically section 27.4.3 for Open buildings with nionoslope roofs. • - `Snow Load (Ground Snow Loads Win psf): o 0&20 *Arrays are assumed to be "partially exposed" as defined in ASCE 7-10 Table 7-2. Module surface is • assumed to be an "Unobstructed Slippery Surface" as defined in Section 7.4 • Justification of the proposed system under high seismic loads ` (maximum SS = 2.0 & S1 = 1.0 with Site Class "D" assumed) ■ Determination of the requirements for foundation design for the following foundation types: • Driven Steel Piles: Minimum allowable steel pile embedment depth based on the pile reaction forces and soil design values*. • Cast -in -Place Concrete Piers: Minimum allowable embedment depth based on an 18" diameter pier, the reaction forces, and soil design _values*. • Concreate. Spread Footings: Minimum size (length; width) of a 30 deep concreate spread footing at each post based on the pile reaction forces -.and soil design values*. Includes rebar requirements. *Soil values are to be based upon the worst-case allowable foundation and lateral pressures given in the IBC (Table 1806.2) for Class 5 materials (clay and silt soil' conditions) or better. It is the installer's responsibility to confirm the local soil conditions and type (class). ; P ' f Generic Residential Ground Mount Design , Page 6 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204, PASO ROBLES,.CA 93446• (805) 423-1326 i ■. Quick Reference Summary Charts (if multiple conditions are considered - see above) which shall, include the purlin span and foundation results - ` based, on each of the categories listed above. ■ Full example'calculations of a typical scenario that presents a detailed walk-through of the analysis processes used for each loading condition. Thisdricludes printout of the structural model (used in all scenarios) to determine the framing adequacy and foundation forces. ■ Determination of the maximum forces transferred through each connection (i.e.; rail to purlin, purlin to column, etc.) ■ Justification and/or. design of the proposed connections for the maximum g design loads. ■ Structural specifications, general notes, and material requirements. 1 r Generic Residential Ground Mount Design r r Page.7 ENGINEERED :ENGINEERED POWER SOLUTIONS 1.405 SPRING STREET, SUITE 204 PC, �[RPASO ROBLES, CA 93446...:. _ (805) 423-1326 Results f EPS has determined- that if the Rapid Rack racking system is built in accordance with the requirementsgiven in their approved (stamped and signed) drawings and this packet, then.the grourid mounted racking system will,be structurally adequate to support the, imposed design loads listed on the previous page. EPS •shall supply, an approval memo, stamped and signed by a licensed Professional Engineer (P E.), for each individual project confirming the application of this packet to the project., - under consideration. This packet is not valid without the site specific approval memo. Generic Residential Ground Mount Design Page 8. a ENGINEERED i OWFt V C1�uT10N�. • Limitations. and Assumptions ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 - PASO ROBLES, CA 93446 (805)423-1326 o Any changes to the installation requirements given in Rapid Rack's plans and this calculation packet must be approved in writing by EPS prior to implementation. o Array Geometry shall be as shown in Rapid Racks's approved (stamped & signed) drawings. o This analysis and the summary charts apply only to sites with a wind exposure category of "C" and no topographic features that would produce a topographic factor (Kzt) above 1.00. _ 1 o All non-structural issues including but not limited to waterproofing, corrosion protection (including corrosion protection of the steel or concrete foundations), electrical; and mechanical issues are not the responsibility -of EPS and'must be addressed by the solar designer, installer, and/or owner before PV installation begins: o Determination of the site specific soil type(s) and/or design values is the responsibility of the customer. It is recommended that a Geotechnical. Engineer provide soil design parameters and requirements for each site if there,are any questions as to the viability of the soil conditions to support the proposed foundations.' o Other site specific soil conditions including but not limited to: soil corrosive properties, 'cobbles, depth of bedrock, water table location, varying soil conditions, etc. -are not considered in this analysis and it is the responsibility of Rapid Racks's customer to address these potential issues. o This analysis and the summary charts apply only to flat ground (less than 5° slope) conditions only. Generic Residential Ground Mount Design Page 9 19 ENGINEE-ft'ED ENGINEERED POWER SOLUTIONS � 1405 SPRING STREET, SUITE 204 j awtR PASO ROBLES, CA 93446 (805)423-1326 S*L0100" 8 1.2 — General Notes and Structural Specifications • General Notes: o The purpose of this structural documentation packet is to provide the items listed in the scope of . work with a minimum level of resistance to the code prescribed'forces (gravity and lateral) based on the requirements given in the governing building code. o This packet is part of the construction documents and should be referenced during construction. o The contractor is responsible for construction means and methods and the safety of personnel on site. The PV Racking Engineer does not have control of site procedures and construction means and'tnethods and therefore isnot responsible for those means and methods and/or site safety. o Any changes to the approved plans and.details for any reason must have writtenapproval'of the Engineer of Record before being implemented. o, All inspection reports filed by a building official or special inspector shall be provided to the Engineer of Record. • o See the "Limitations and Assumptions" in section 1.1 for additional requirements. o All drawings and details are NOT to be scaled. • Material Specifications: o Concrete: ■ All concrete work shall conform to ACI standards and specifications. ■ Minimum of 2500 psi'Compressive Strength (f c) at 28 days ■ Type II Cement ■ Maximum slump of 5" ■ Special Inspection is not required unless required by the Building Department/Official. ■ Aggregates shall be per ASTM C33 (Max. size 1-1/2") ■ The mix design is to be adjusted for local soil and exposure conditions and shall be approved by the Engineer of Record. o Reinforcing Steel (Rebar) [if required]: ■ Shall be per ASTM A615 Grade 60 (deformed) Min Fy = 60 ksi for #4 bars and up; Fy = 40 ksi for #3 bars ■ Shall be free of rust and dirt ■ Rebar splices shall have a lap no less than 48 bar diameters unless noted otherwise.' ■ All clear cover distances shall be 3" unless noted otherwise. o All aluminum and steel racking components and posts are to have minimum yield strengths as specified in Rapid Rack's ground mount component drawings. o Bolts [if required] shall be A307unless noted otherwise. This Structural Documentation Packet:is the property of EPS and shall not be used on any project other than the one referenced on the title sheet without written approval from the Engineer of Record.. ,Generic Residential Ground Mount Design Page 10 J ENGINEERED POWER,SOLUTIONS tNGINE*ERE®. 1405 SPRING STREET, SUITE 204 " d oyyER- PASO ROBLES; CA 93446 Sn�T I I ONS (805)423-1326 2.0 — GRAVITY AND LATERAL CALCULATIONS 2.1= Site Design Parameters t • Project Location Project Address: Varies Per Project. GPS Coordinates_ .Latitud'e Varies Longitude Varies • Ground Mount Geometry apical Array Post Height (above grade): See Rapid Rack's Plans Module Size 60 cell (65" x 39"; 501bs)* 72 cell '(77" x 39"; 60lbs) Array Tilt 22° (Max) • 'Wind Design Parameters Wind Speeds ASCE 7-10; 3 second gust -(V): 100,& 110 MPH Exposure Category C Wind Directionality Factor: (Kd): 0.85 Velocity Pressure Exposure Coefficient (Kh): 0.85 Topographic Factor (Kzt): 1.00 ' • -Snow Loads ' Ground,Snow Load (pg)'iri psf. 0 &`20 psf Maximum Seismic Design Parameters Site Class (per. IBC) D Ss _ _ 2.000g S1 1.0008 Building Occupancy I ' Seismic Design -Category E *60 cell category includes smaller. module sizes (i.e. Sunpower modules which are 61" x 41") assuming there. are no significant: changes to racking geometry. Generic Residential Ground Mount Design t Page 11 .ENGINEERED POWER SOLUTIONS ' ENGINEERED 1405 SPRING STREET, SUITE 204 P01WER PASO ROBLES, CA 93446 (805) 423-1326 8. 2.2'- Ground Mount Design Loads t The following pages document the determination of the imposed design loads based on the location of the site, the proposed materials, and the requirements given in �. the governing building code. 2.2.1— Dead Loads Dead loads are from'the modules themselves and the self -weight of the racking. Rapid Rack has requested that EPS provide results for both 60 cell and 72 cell . modules sizes. 60 cell modules assumed to be 65"x39", 50lbs and 72 cell modules assumed to be 77"x39", 601bs. 2.2.2 —Snow Loads Rapid Rack has requested that EPS determine post requirements for (2) ground snow loads; 0 psf and 20psf. Ground snow loads have been determined from ASCE 7-10 Figure 7-1. Per section 7.3, the flat roof snow load is determined by equation 7-1. The sloped roof snow load is determined by Section 7.4. The sloped roof snow load is Cs*pf where pf is the flat roof snow load and CS would be 0.872 per Figure 7- 2c for a 22° roof slope (unobstructed slippery surface). Generic Residential Ground Mount Design Page 12 ENGINEERED POWER SOLUTIONS Ew;1N, EEf.MD- ` 1405 SPRING STREET, SUITE 204 pal PASO ROBLES, CA 93446 (805) 423-1326. Is-LUTIONS , 2.2.3 — Wind Loads The maximum wind loads (normal to,the module surface) are calculated per ASCE r 7-10 Section 27.4.3 and Table Figure 27.4 -4 -for a 22° (22.5° wind factors conservatively used) pitch and the wind factors as listed in section- 2.1 'of this; packet. The linear forces to the purlins.represent the distributed loads at each purlin with the Back (tall) column representing the line load on the interior piirlin on the upper half of the array and .the Front (short) representing the line load on the interior purlin on the lower half of the array. =The exterior purlin loads would be, half of these loads respectively as they have half the tributary area., All (4) wind cases have been analyzed.in the structural model as shown later in this packet. The following page shows an example of the corresponding forces for a typical 72 cell module with a 100 -MPH M Generic Residential Ground Mount Design Page 13 '„ • - r' a .. � ., -' - .� � _ � � • • tom. � ` • ENGINEERED POWER SOLU'T`IONS NGINEI:ftEI, • 14 e%TTTW R. C'TT..T.TSS, PRf1TTsSTONAT. rNCTNrER r Via. Pte,, — -.4,1? . M ck',(Tall), Fro' '(Sli 879 SYCAMORE CANYON RD=: ow�R PASO KOBLES, CA 9' 44£, - ; OLUTI ONS (�0r) 423 -23.6 -25.2. -151.3-,- Wind Pressures and Loads for Ground Mounted PV'Systems (ASCE 7-10)..- -2.4 -0.3 Governing Building Code 2016 CBC - ' Wind Speed (3 secondgiust speed) (V): r 100 MPH , ` . Exposure Category; ' C Wind Directionality Factor (Kd): 0.85' r Velocity Pressure Exposure Coefficient (Kh): ,' 0.85 t Topographic Factor (KZd:• 1.00 +' �- '•� .' ` q=* 18.50.psf , ti ' Gust Effect'Factor (G)". '~ r • j 0.85 ` •- Module Width ' ; t' 39.00 iri`:` t Module Length -77.00 in. f r Module Area 20.85'ft2 Trib Width T i 6.42 ft. t Wind , GC, Factors -& Design Wind Pressures Normal to Module Face • �+ Array Tilt 'Wind"ModuleF-.,C.' Direction ; Zone-+ f ,NW' i C. j x�'L [Wind`Pressures (psf)' Force§`OnrRails (plf)� Via. Pte,, — -.4,1? . M ck',(Tall), Fro' '(Sli 0° A -1.5 _-1.6. -23.6 -25.2. -151.3-,- -161.4•,., t B -2.4 -0.3 -38.3 -4.7 i 245.4 ; 30.3 22.5° - 180° A .''1.7. 1.8 , 26.7. :.- 28.3 181.6 -171.5 B 2.2. 0.7 . -34:6 11.0 • 70.6 221.9 ~ 0.5 L 0.5 L ' 0.5 L • 0.5 L ` - f PN'N .. �. .. y PNL Wind n t Wind , Direction: k Direction: - 0 DegreesP NL P s NW 180 Degrees - Array Array i Tilt d ! .. .........r .............- ... .................................. .......-................... ..... _ .......... _ .... , _ •... • � '`, � •` •• ti .' - .�'.''_. ,�. 'Page 14 �..-. 'ENGINEERED ENGINEERED POWER SOLUTIONS - � ' 1405 SPRING STREET,' SUITE 204 OtiMER PASO ROBLES -CA 93446 r (805) 423-1326, "' �`OBIiJTIOiI� . 2.2.4 — Seismic Loads The maximum assumed spectral accelerations are shown below: o Site Class = D - (Assumed per IBC 1613.5.2) o SMs = 2.000 (Ss*Fa) o Sm1 = 1.500 (Si*&) o SDS = 1.333 (2/3*Sms) o . Sni = 1.000 (2m .0 Based on these'accelerations the Seismic Design Category of this site would be "E". Using a seismic importance'factor of 1.00, and an R of 1.25 based on ASCE 7 Table 15.4.2 for Nonbuilding Structures Not Similar to Buildings, the base shear can be calculated`: - o Base Shear (V) = CS*W (per Equation 12.8-1) ■ W = weight (dead load) Governing C.'= SDs / (R/I) 1.07 t V = 0.107*W (Strength Level) i f Using the weight of the modules and tributary area to each module to purlin connection point, a seismic force has. been calculated for each direction' o Solar module weight Varies o Seismic force in each direction.at each point: t ■ = 0.107 * Module weight at each connection point in plf. i r t These forces are listedin the racking analysis (see examples in Section 2.4) (Note that the self -weight of the racking and posts has been taken into account in models) a w r Generic Residential Ground Mount Design Page 15 t _ ENGINEERED POWER SOLUTIONS ENGINEERED. $ - r 1405 SPRING STREET, SUITE 204 RIWER ;, PASO ROBLES, CA 93446 f (805) 423-1326 tioN 2.3 Driven Pile, Concrete Piers, & Spread, Footing Foundations Design The allowable reaction forces at the base of the steel posts represent the worst case foundation forces imposed on the foundations (piles, piers, or spread footings) at grade. The required pile depth, pier depth and size of concrete spread footing has been determined by analytical methods-per.the IBC. Code minimum allowable design values that correspond to class 5 soil type as listed Table -1806.2 in 2016 CBC were used. f Per CBC Section (Section 1810.3.3:1.4 in 2016.CBC, the skin friction for downward 'forces is 1/6 -of the soil bearing value. To resist lateral forces, the piers have been designed according to Section 1807.3.2.1 (Unconstrained Pier. driven piles & concrete piers) See the following summary charts for the approved plan set for a summary of the required driven pile -depths, 18" concrete pier depths and concrete spread footing dimensions. r 7. r u Generic Residential Ground Mount Design Page 16 _ ENGINEERED POWER SOLUTIONS ENGINtERED 1405 SPRING STREET, SUITE 204 ROWER PASO ROBLES, CA 93446 (805)423-1326 SOLU'TIONS. Maximum,East-West Post Spacing Limits (in.) 72 Cell Modules 60 Cell Modules 2High- 72 Cell Max Span (in) , Snow (psf) Wind Speed 0 20 100 MPH 156 144 .110 MPH 144 144 *N -S Post Spacing = 96" - 99" 110 MPH 120 102 3 High- 72 Cell Max Span (in) Snow (psf) , Wind Speed 0 20 '100 MPH 136 120 2 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 144 144. *N -S Post Spacing =S1" - 84" 3 High - 60 Cell Max Span (in) ` Snow (psf) Wind Speed 0 20 100 MPH. 156 144 110 MPH 156 144 , *N -S Post Spacing= 144" - 147" *N -S Post Spacing =121" - 124" F 4 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 156 144 *N -S Post Spacing =161" - 164 *See Summary Chart Notes on Page 20. Generic Residential Ground Mount Design Page 18 r- F 4 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 156 144 *N -S Post Spacing =161" - 164 *See Summary Chart Notes on Page 20. Generic Residential Ground Mount Design Page 18 r- 4 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 156 144 *N -S Post Spacing =161" - 164 *See Summary Chart Notes on Page 20. Generic Residential Ground Mount Design Page 18 r- ENGINEERED POWER Sblwtilopis 2 High - 72 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 5.5/8.75 5.5/8.75 110 MPH 6.25/8.5 6.25/8.5 3High-72Cell . Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 6.25/9.0 6.25/9.0 110 MPH 6.75/9.0 6.75/9.0 2 High - 60 Cell 1 Driven Pile (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 4.5/8.0 4.5/8.0 11OMPH 5/8.5 5/8.5 3 High - 60 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 7/8.75 7/8.75 110 MPH 8/9.0 8/9.0 4 High - 60 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 8.5/9.75 8.5/9.75 110 MPH 9.75 / 9.75 9.75 / 9.75 *See Summary Chart Notes on Page 20. ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 72 Cell — Foundations (ft.) 2 High - 72 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.25/6.0 3.25/6.0 110 MPH 3.5/6.25 3.5/6.25 3 High - 72 Cell 18" Concrete Pier (ft) (Back / Front) 3.5/6.25 Wind Speed 0 20 100 MPH 3.5/6.0 3.5/6.0 110 MPH 4.5/6.0 4.5/6.0 60 Cell — Foundations (ft.) 2 High - 60 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100MPH" 3.25/5.5 3.25/5.5 110 MPH 4/5.25 4/5.25 3High -60 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 4.5/5.75 4.5/5.75 110MPH' 5.0/6.0 5.0/6.0 4 High - 60 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 5.5/6.0 5.5/6.0 110 MPH 6.0/6.25 6.0/6.25 n 2High -72 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.0/3.25 3.0/3.25 110 MPH 3.0/3.5 3.0/3.5 3High -72 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.5/4.5 3.5/4.5 110 MPH 3.5/4.5 3.5/4.5 u 2 High - 60 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 1.75/3.0 1.75/3.0 110 MPH 2.25/3.25 2.25/3.25 3 High - 60 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 2.5/3.75 2.5/3.75 110 MPH 3.0/3.75 3.0/3.75 4 High - 60 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 2.5/4.0 2.5/4.0 110 MPH 3.0/4.0 3.0/4.0 Generic Residential Ground Mount Design Page 19 ENGINEERED POWER SOLUTIONS ENGINEERED 1405 SPRING STREET, SUITE 204 RWER PASO ROBLES, CA 93446 (805)423-1326 Is OLUTIONS Summary Chart Notes: 1. All post spacing is from post center -to -center. 2. All wind speeds are ASCE 7-10 wind speeds (3 second gust). 3. All snow loads are ground snow loads (pg) per ASCE 7-10. 4. Foundation, depths (in ft.) given for Driven Piles and Concrete Piers',are from grade level to the bottom of the pile/pier. 5. -"Back" post refers to the northern (taller) post,in an array and "Front" post refers r to the .southern (shorter) post in an array. 6. Spread footing depth is always 30" from grade level to the bottom of the spread footing. All spread footings have been designed.as squares so that the values given are the length and width for both the front and back footings. - [For example, for a 60 cell 4 High rack with 110 MPH wind speed and 0 psf ground snow load, the back spread footing would: -be 3.0 ft. wide x 3.0 ft. long x 30" deep and the front spread footing would be 4.0 ft. wide by 4.0 ft. long x 30" deep.] 7. Modules of different sizes than those specified shall be checked individually on a case specific basis. . 8. It is -the solar designer/installer or owner's responsibility to determine the site specific design parameters of each site based on the current governing building code and/or local jurisdiction's requirements: EPS shall review each project's plans to ensure the site specific -design parameters are within the limits of this packet. EPS shall provide a stamped and signed approval memo for each project. This packet is not valid without a stamped and signed approval memo from a licensed engineer. 9. Concreate Pier -foundations are to have the steel posts centered in the concrete pier and embedded within 12" of the bottom of the pier. 10. Spread footings are to be reinforced with. No. 5 bars at 12" o.c. (max) each way, top and bottom of spread footing with'a min of 3", of clear cover. Generic Residential Ground, Mount Design : Page 20 ENGINEERED POWER SOLUTIONS ENGINEERED 1405 SPRING STREET, SUITE 204 l �OtiR - PASO ROBLES, CA 93446 (805) 423-1326 - $0LU*i0N1S i 2.5 - Ground Mount Framing Analysis Examples The following pages document the structural design of the Rapid Rack Ground Mount Racking Structure under worst case gravity and lateral loading for the. following example case o Example Case: ■ Module Size: 72 Cell Array Layout: 2x Portrait ■ Wind.Speed: 100 MPH ASCE 7-10. Risk Cat. I Wind Speed ■ Ground Snow Load 0 psf Every scenario shown in Rapid Rack's summary charts has been modeled and analyzed in this same manner to determine the required number of post per array size and loading parameters. 2.5.1— Racking Analysis (Example)'3 } The following pages document the structural design example of the Rapid Rack Ground Mount Racking Structure (Typical multi bay configuration) under the worst. case gravity and lateral loading load cases given in ASCE 7-10.. Generic Residential Ground Mount Design Page 21 -9.251b/f Loads: BLC 1,. Dead Load Envelope Only Solution EPS SK -4 JSS Generic Ground Mount Example May 5, 2017 of 6:21 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... 75.71 w l Loads: •BLC•3, Upward - Balanced Envelope Only Solution EPS SK -5 JSS Generic Ground Mount Example May 5, 2017 at 6:21 AM 17-RAR007 22 degrees - 2x. Portrait - 72 cell - 100mph - Ops... Loads: BLC 4, Upward - Unbalanced Envelope Only Solution EPS SK -6 JSS Generic Ground Mount.Example May 5, 2017 at 6:22 AM 17-RAR007 122 degrees - 2x Portrait - 72 cell - 100mph - Ops... Loads: BLC 6, Downward- Unbalanced t Envelope Only Solution EPS SK -8 JSS Generic Ground Mount Example May 5, 2047 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... Loads. BLC 8, Earthquake Z -direction Envelope Only Solution s EPS SK- 10 - JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM .a 17-RAR007 22 degrees - 2x Portrait - 72 cell - 1 oomph - ops... Y Z X 1 9 426.2 Envelope Only Solution Member Axial Forces (lb) (Enveloped) EPS SK 11 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... Envelope Only Solution ` Member y Shear Forces (lb) (Enveloped) EPS SK -12 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait'- 72 cell - 100mph - Ops... Y ',Z X • .. r T e Y f 17-RAR007 z 22 degrees - 2x Portrait - 72 cell - 100mph -,Ops.... - ,. Shear Check_. Y ? (Env) - No Calc M > 1.0 '.75-.90 .. 1 . .50-75 0.-.50 04 ' t x ..r ,+ - ` •� /vet -+ � 1. - .. Member Shear Checks Displayed (Enveloped) Envelope Only"Solution' - • - - - + - EPS' - .. SK - 18 JSS '. _ Generic Ground Mount Example May 5, 2017, at 6:22 AM 17-RAR007 z 22 degrees - 2x Portrait - 72 cell - 100mph -,Ops.... - 1 3003-H14 10100 3787.5..33 .-.65,, . 1.3 Company EPS A May 5, 2017 19 16 JSS ` 6:22 AM " SADesigner Job Number 17-RAR007 Checked By: re c x a'o ► o a r e s Model Name Generic Ground Mount Example Table B.4-2 - j 1 -1 38 35 35 1 24 141 .3 6063-T5. Aluminum Properties .33 1.3 .173 I nhel F rkeil r: rkeil Alii Therm /liFF F1 rlencit T.hle R d• Lt Ff..n-il Ftvrkeil Fr•vrkeil Fenrkcil f f 1 3003-H14 10100 3787.5..33 .-.65,, . 1.3 .173 Table B.4-1 ' 11• 19 16 13 1 ll2I 141 42 6061-T6 10100 3787.5 .33` 1.3 - ` .173 Table B.4-2 - j 1 -1 38 35 35 1 24 141 .3 6063-T5. 10100 3787.5 .33 1.3 .173 Table B.4-2 1 22 16 16 13 141 4 6063-T6 10100 3787.5 a .33 •_ 1.3 173 Table B.4-2 1 30 25- 25 19 141 5 5052-H34 10200 3787.5 .33 1.3 .173 Table B.4-1 1' 34 26 24 20 141 6 6061-T6 W. 10100 3787.5 _ 'AR 1 - 1.3 .173. Table B.4=1 t 1 '24, 15 15 - 15 141 -7 1 6005-T6 10100 3787.5 .33 ' • 1.3 A 73 Table B.4-1 1 38' 35 35 24 141 Hot Rolled Steel Properties - u I �hel F rlrcil : (] rLcil Nn w Tk.rm Air:r F1 rlenoif• VielrlrLoil ` D.' mal, -;l Df 1 IA36 Gr.36 2900011154 .3 : • .-.65,, . .49 36 1.5 58 1:2 2 .1 A572 Gr.50 2900011154 :3 .65 ." ' .49 _ _ 50 1.1 65- 1.1 3 A992 2900011154 .3 .65 .49 50 1.1 65 1.1 r 4 A500 Gr.42 2900011154 ..3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 2900011154 .3 , .6549 ASCE ASD 5 (a) Yes Y 46 1.4 58 1.3 '6 JAET Purlin2900011154 .3 C.65' .49 55 1.5 ' 60. _. 1!2 7 AET Brace 1290001111541 :3 .65 .49 30 1.5 1 •40 1.2 Basic Load Cases ` RI r rlecrrintinn C.tennn. Y r,rovifii V r,rw '7 r]rov Ininf Dninf rl:afrih Area/ Q -F- 1 Dead Load DL' -1 3 2 Snow Load • SL 3 3 Upward - Balanced WIL I 3 r 4 U ward - Unbalanced- - WL - - 3 5 Downward - Balanced WL 3 ' 6- Downward- Unbalanced` 4WL' 3 7 Earthquake X -direction ELX .489 3 1" 8 Earthquake Z -direction I ELZ 489 1 13 Load Combinations ' Mm-rinfinn Qn Dr). Q RI f Fin RI F` Fon RI r Fin RI r`For RI f For RI r`For RI r`For RI (`F.nn QI r c:" QI !`c-- 1 1 ASCE ASD .1 Yes Y DL 1 2 1 ASCE ASD 2 Yes Y DL -''-1 . LL 1'-'LLSI -1 , 3 JASCE ASD 3 (a) Yes Y DL 1 ` 4 JASCE ASD 3 (b) Yes Y DL 1. SL 1, SLN 1. 5 ASCE ASD 4 (b) Yes Y DL 1 LL .75 LLS .75 SL .75 SLN ,75 6 ASCE ASD 5 (a) Yes Y DLI 1 " 3 - .6 7 ASCE ASD 5 (a) Yes YDL 1- 4 .6 8 ASCE ASD 5 (a) Yesj. _Y, DL 1. 5. '.6 g 1 ASCE ASD 5 (a) Yesl Y DL 1 6 ` .6 10 1 ASCE ASD 6 (a) Yesl' Y. DL 1 - '. 3 1.45 LL` .75 LLS .75 '11 ASCE ASD 6 (a) Yes Y DL 1 4 .45 LL .75 LLS .75 - i 12 - ASCE ASD 6 (a) Yes Y- DL 1 ' �'5 ':45 LL .75 LLS .75 13 ASCE ASD 6 (a) Yes Y' DL 1 6 45 LL .75 LLS 25 .14 ASCE ASD 6 (c) Yes Y DL 1 3 .45' LL .75 LLS .75 SL .75�SLN .75' 15 ASCE ASD 6 (c) Yes Y DL 1 1 -4 1.45 LL .75 LLS .75 SL .75L .75' 16 'ASCE ASD -6 (c) Yes -Y-1- DL 1 5. 1.45 LL .75 ILLSI :75 SL .75 LN .75 17 ASCE ASD 6 (c) Yes Y I DL 1 6 .45 LL .75 LLS .75 SL .75 L .75 18 ASCE ASD 7 Yes • Y ' DL :6 3 .6 t 19 ASCE ASD 7 Yesl Y I DL .6 4-. .6' : 20 ASCE ASD 7 Yes Y DL .6 5 .g RISA -3D Version 14'0.0 f[N:\...\...\'...\...\...\...\...\..:\22 degrees - 2x Portrait - 72'cell'- 100mph - Opsf.r3d] Page 1 Page 40 W 1 Company EPS r May 5, 2017 Designer JSS 6:22 AM H RRSA Job Number 17-RAR007 " Checked By: r'E c x a o t;o G E s Model Name Generic Ground Mount Example' Load Combinations (Continued) nacrrintinn Rn Pno C RI rFnr- RI r Fnr RI rFnr RI r'.Fnr RI r:Fnr RI rFnr RI rFnr RI rFnr RI r F.r RI rl: r 21 1 ASCE ASD 7-Yesl 7-Yes Y I DL .6 1 6 .6 Y-9.25 22 JASCE ASD 5 (b.. Yesl Y I IDLI- 1' I ELX :7 I I 23 ASCE ASD 5 (b.. Yes ` Y I DLI 1 ELZ .7 - 24 ASCE ASD 6 (b.. Yes Y I DL '11 ELX •525 LL .75 LLS •75 25 ASCE ASD 6 (b.. Yes Y DL 1 ELZ •525 LL 1.75 LLS '.75 26 ASCE ASD 6'(d.: Yes Y- DL 1 ELX '•525 LL .75 ILLS '75 SL .75+ LN 27 JASCE ASD 6 (d.. Yes Y DL 1 ELZ •525 LL .75 LLS .75 SL .75 SLN .75 28 1 ASCE ASD ­8 (a) Yes , Y = DL .6 ELX .7 29 ASCE ASD 8 (b) Yes Y DILI :6' ELZ 7 E�4 Member Distributed Loads (BLC 1 :-Dead Load) Member Label • Direction Start Ma nig tude Ib/[ ft F] End Magnitude[lb/ft•F1 Start Location.. End Locationr... 1 R1 Y-9.25 Y -9.25 , ' ' ' 0 0 2 R3 Y -9.25 --9.25 , _ _ -0 0- 3, R2 Y -18 -18 0 0 Member Distributed Loads (BLC 2: Snow Load) Member Label • Member Label ;. Direction - Start Ma nig tude[lb/ft.Fl End Ma nitude Ib/ft F Start Location ... End Location[.. 1 R1 Y - 0 0 0 0 2 R3 :Y" "1 0 0 0 : ' 0 3 R2 Y 1 0- 0 0 0 Member Label • Direction Start Ma nig tude Ibf /ft,F1' End Ma nitude Ib/ft F Start Location Locationf... 1 R1 75.7 75.7 0 0 i 2 - -.32 �' 156:4 _ 156.4 _. 0. .0 3 R3' y 80.7 80.7 0 0 rber Distributed Loads.(BLC 4: Upward - Unbalanced). Member Label 6 Direction Start Magnitude[lb/ft.Fl End Ma nitude Ib/ft F Start Location...End Location ... .1 R1 122.7 • 122.7° 0 0 2. R2 137.9" 137.9 0 - 0 -3 - R3 15.1 15.1 0 0 rnber Distributed Loads (BLC •5 : Downward - Balanced) Member Label Direction Start Ma nitude Ib[ /ft F] End Ma nitude Ib/ft F Start Location...End Locati R1 v -90.8 '-90.8 0 0 R2 f 176.5 - -176.5 0 0 R3 y -85.7. -85.7. • . 0 0 rnber Distributed Loads (BLC 6: Downward- Unbalanced) ` Member Label Direction Start Ma nitude Ib/ft F End Ma nitude Ib/ftF Start Location ... End Locati .R1 v -35.3 -35.3 0 0 R2 : '... ". -146.3 ' _146.3 0 0 R3 y=111 - -111 0 0 Member Distributed Loads (BLC 7: Earthquake X -direction) ' Member Label Direction Start Ma nitude Ib[ /ft.F End Ma nitude Ib/ft F Start Location_ ...End Locationr.. 1 R1 X, 1-7 9.250 1 0 2 - R3 X 9.25' ,. - 9.25... 0 0 3• R2 X. 1 18.5 18.5 0 0 RISA -31D Version 14.0.0. [N:\...\:..\...\...\...\...\...\...\22 degrees- 2x Portrait- 72 cell - 100mph - Opsf.r3d] Page 2 Page 41. Company EPS ` May 5, 2017 Designer • JSS 6:22 AM . -M R ORftHSA Job Number 17-RAR007 ;, f Checked By: Model Name Generic Ground Mount Example / Member Distributed Loads (BLC 8: Earthduake Z -direction) Member Label Direction Start Ma nitude Ib/ft F End Ma nitude Ib/ft F Start Location ... End Location[.. 1 R1 Z 9.25- 9.25 0, • 0 2 R3 Z • . - 9.25 9.25 183.2....8 3 R2 Z 18.5 18.5 0 0 Envelope AA'ADM1-10: 'LRFD - Building Aluminum Code Checks j Member Shape Code C:..Loc in 'LC Shear ... Locrinl Dir LC phi*Pnc... hi*Pnt ... hi*Mn... hi*Mn...' hi*Vn ... hi*Vnz... Cb E In 1 R1 '' RR XL -In ... 1 .366 183.2... 8 ,,.086 183.2... 19 3752.01631321.... 1453.308 2939.146111115 .... 7310.7821... H.1-1 2 R2 RR XL In..: .751 183.2....8 " `.082 183.2... . 18 3752.01631321.':. 1453.3082939.14611115.... 17310.7821... 686....9995......: H.1-1 3 R3 RR XL In... 1 .425 183.2.. g .098 183.2... g 752.01631321.... 1453.3082939.14611115.... 7310.7821... H.1-1 4 M39 RR Base..j .518 122.9••• 9 :085 79.73 19 30592.-...139740.4 , 424.6013757.52415377.04 8799.84 1 IH.1-1 5 M7 RR Base..1 .845 122.9 ... g.. .081 79.73 Y 9 30592.:.. 39740.4 X1424.6013757.52415377.04 8799.84 1 1-1.1-1 6 M10 RR Base.., .795 122.9•••'9 ` .066 122.9... g 30592.... 39740.4, 424.6013757.52415377.04 8799.84 8 :062 0• 7 M13 RR Base..I .795 1 -776.859 23 IRR W6x7 .293' ' 67 .... 23 .012 67•••• z 23 38520.. 57238..P686 .... 9995 .... I ... H1 -1b Base..)9 . M15 - :081 79.73 9 30592:.:" 39740.4 424.6013757.52415377.04 8799.84 1 H.1-1 9 M19 RR Base..j .518 122.9 ... 9 085.79.73V .295 1Q130592_ __ 39740.4 424.6013757.52415377.04 8799.84 1 1 H.1-1 Envelope RISC 13th(360-05): ASD Steel Code Checks - nno..,tio, eti�.,o � r^.,ao f`L.crL 1 .. i r cho i ., i r �....i,. �.•�/,, nn.....,/ nn..-,�/ �,... 1 M9 RR W6x7 .288 67 .... 23L020 0 8 38520.. 57238.. 686....9995....... H1 -1b 2' . M17 RR W6x7 -.218 ' : 35 .... 233 0 ` 8 4,9604..57238.. 686....9995......: -.712 29 H1 -1b 3 'M8 RR W6x7 ' 295 67•••• 234 0 8 38520..57238.. 686....9995..:.... .555. H1 -1b 4 M9A RR W6x7 307 35.... 8 4 0'`' 8 49604.. 57238.: 686....9995 ..... H1 1b 5 M11 RR W6x7 .293 67 .... 23 .012 67•••• z 2313852 0.. 57238..2686 .... 9995....... H1 -1b 6 'M12 RR W6x7 _ _ .271 ." 35.... 8 :062 0• 8 - 4960..,57238.. 686....9995.....:. H1 -1b 7M14 -776.859 23 IRR W6x7 .293' ' 67 .... 23 .012 67•••• z 23 38520.. 57238..P686 .... 9995 .... I ... H1 -1b 8' • . M15 RR W6x7 .271 'a ' 35 .... 8 .062 0 y 8-149604..57238.!2686 777.137 .... 9995....... 1-11-1b 9 M17A RRW6x7 .295 67 .... 23 .014. 0- -8 38520.. 57238.. 686....9995....... N34 H1 -1b 10 M18 RRW6x7 ' .307 + 35•••'• 8 .074 0 8 49604..57238..2686 ... : 9995 .... I ... H1 -1b 11 M20 IRR W6x7 .287 67.... 23 .020 0 v 8 38520..57238.. 686....9995....... 11 H1 -1b 12 M21 IRR W6x7 . ' .212 35 .... 23' .063 0 8 49604..57238.. 686....9995...:1... H1 -1b Envelope Joint Reactions -Inint X flhl ' 1 r: V rlhlI (: 7 flhl 1 (. MX rih-ft] I (.. KAY rih-ftl I r. M7 rih-ffl - I (: 1 . N20 m••• 983.25 18 1962.792 1, 9 . -.12 18 1 -.349 18 .841---1-8 1 2500.97618 2. m•••--851.688 18 -948.247 18' -207.642 23 -604.994 23 -.712 29 -2906.755 8 3 N41 m4 983.25 8 1962.792 1:91-1.221 22 1 3.618 22 .555. 1181 2500.976 18 4 m.• -851.688,18 -948.247 18 -206:649 1 29 -601.762 23 '-.932 1231 --2906.755 8 5 N14 m.. 159.87 8 1945.021 18 .309 22 1.754 22 .447 -8 777.137 18 6 m••, -140.569 18 -191.1:234° 1191, 142.794 = 29 . -776.859 23 -.661 29 -909.623- -8 .- . 7 N35 m•• 159.87 8 1945.02 8 -.023 18 -.121 18 .291 1 .191 777.137 18 8 m•: -140.569 18 -1911.234. 19 =142.953 29 : -778.407 23 T. -.777 1231 -909.623' 8 9 N34 m.• 871.424 20 • 1797.837' 9 '.112 '18 .323 18 .235 8 2275.742 6 10 • , m. . '-774.532 6 --846.206 18 -206.267 ' 23 -600.67 23 -.773 129 -2574.318. 20 11 N27 m•• 871.424 20 1797.837 9 .22 8 .665 8 .157 18 2275.742 6 12- Im.4 -774.532 6 -846.206 18 -206.15 _ 23 -600.328 23 -.838 123 -2574318 20 13 N28 Im.4 141.949 20 1752.011 8 .057 8 .36 - 8 .125 8 .706.54 6 14 m•• -127.523 18 -1753.533 19 -142.626 29 -775.235 23 =:685 29 --805.299 '20 15 N21 m••• 141.949 20 1752.011 8 . r032 18 .17-. 18 .082 18 706.54 6 16 m••I -127.523 18 =1753.533' 19 -1__42.645 - 29 ' '-775.424 23 -.719 23 '' -805.299 20' 17 N48 m•• 530.88 20 1136.957 ' 9 .726 28 2143 28 3.886 8 1426.291 6 18 m•• -485.035 '6 -511.536 ' 18 -192.158 23-t-597.86723 -2.52. 18 -1566.274 `. 20 19 N23 m•• 530.88 20 1.136.956 9 .462 6. 1.35 6 2.52 18 1426.29 6 RISA -31D Version 14.0.0 [N:\...\...\...\...\...\...\'...\...\22 degrees - 2x Portrait- 72 cell - 100mph - Opsf.r3d] Page 3 a ` ` Page 42 Mn rt _ Company EPS t . ' ') May 5, 2017 JSS t `20• - 21 �+ 6:22'AM RRRSADesigner Job Number •17-RAR007. `� . 1095.419 18'1 ''_�- .134 , ' ': Checked By: tF r f c e+'a o L••'o o a 7E Model Name" Generic Ground Mount Example ` 2.086 8 >- ' 442.651. 6 .. x "m... 49.6211, f Envelope Joint Reactions (6ntinued) =1.479 I19 ' -490:1'05 tuft'+ 23- N9 m••• 86.892' 20 ' Joint X Ib LC '- Y Ib - LC Z [Ibl . LC MX [lb-ftj LC MY[Ib- ftj LC MZ lb-ffl 191 442.651 - .: 20- m•'••.=485:035 6 `=511:535' 18,,,•-191.81.1:. 23 =556.9921231-3.886 4=: 8,1- 6 -1090:779' 19 `-140.674 = 23 -760.614 23 -2.086 8 , -490.105 • .. .20 -1566:273 �``'""•� `20• - 21 N42 m•• 86.892. 201 1095.419 18'1 ''_�- .134 7 .• ` .711 ' 6 ` 2.086 8 >- ' 442.651. 6 22 x "m... 49.6211, '6 " -1090.78 ' 19:"-140.651 ; ::23,;• -760.354123 =1.479 I19 ' -490:1'05 tuft'+ 23- N9 m••• 86.892' 20 1095.419 ' 8 .189 - 28 1 1.064 28 1.479 191 442.651 - - - 6 24. 4=: m • '-79.621 6 -1090:779' 19 `-140.674 = 23 -760.614 23 -2.086 8 , -490.105 • .. .20 25 Totals:' m:.. 5537.388 20 16995.473 _8 ' '0 . ' 7 Y' l * " "26 m..:-4906.784 6 =10170:742° 18 ::=2061:783 ' 23 - . x • .F . i f`. • ` r � • Fr' .ya t Fa `r. ` •�. -t - � , •. .. tuft'+ yl ` ; � r Y w, - )fie -i` - .. _i! �.. .Y+•� ; f a. r�` Y' l T RISA -31D Version 14.0.0 [N:\.".\ ... \...\...\..A ... \..\... \22 degmes - 2x Portrait - 72 cell - 100mph' r Opsf.r3d]• Page 4 `. t ..•1 Page 43 ENGINEERED ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 l otiiVtE�t PASO ROBLES, CA 93446 (805)423-1326 SOLUTIONS - 2.5.2 - Driven Pile Design • Governing Pile Design Loads (lbs.) ' o Back (Tall) Pile ■ Down: 1752 lbs. ■ Up:, 1753 lbs. ■ ' Lateral: 142 lbs. ■ Moment: 805 lb. -ft. o Front (Short) Pile ■ Down: '1'9631bs. y ■: Up: 948 lbs. ■ Laterals 983 lbs. , Moment: 2907 lb. -ft. _ • Depth Required Due to Vertical Loads: (Piles are W6x7 per Rapid Rack's Plans) Allowable Soil Design Values used for Clay/Silt Type Soils from CBC Table 1806.2:', Bearing: 1500 psf, Lateral -Passive 100 psf/ft, (doubled to 200 psf/ft per code deflection allowance section 1806.3.4); Skin Friction 250 psf Soil conditions are to be field verified .(by others). The*top 1.0 ft. of soil has been conservatively ignored for skin friction for -uplift. o Compression Design ■ Front Pile • Compressive Resistance '1.67 ft.*250 psf*8.75 ft. 3653 lbs. 4 3653 lbs. > 1963lbs. 4 OK Back Pile Compressive Resistance 1.67 ft.*250 psfk5.5 ft..= 2296 lbs. 4 2296 lbs. > 1.752 lbs. 4 OK t. o Uplift Design ■ Front Pile Uplift Resistance: 1.67 ft.* 250 psf*8 ft. = 3235 lbs. 4 3235 lbs. > 948 lbs. 4 OK ■ Back Pile - • Uplift Resistance: 1.67 ft.*250 psf*4.5ft. = 1878 lbs. 4 1878 lbs. > 1753 lbs. -4 OK Generic Residential Ground Mount Design Page 44. ENGINEERED POWER SOLUTIONS NGBNEEitEO. R-WitR, 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 Sdcu�*ioN' . S • Depth Required Due to Lateral Loads Since the front and back post are connected, the average loads and pile depths were taken to determine lateral' adequacy since deflections at the top of the piles' must be equal. Calculations per Section 1807.3.2.1, Eq. 18-1.: Nnconstrained Pile/Pier o Avg Pile (depth of 7.125 ft.) d = 0.5A[1+(1+(4.36h/A))1/2 A= 2.34 P/Sib b = 0.6 ft. S 1 = [200 psf * (7.125 ft. / 3)] = 475 psf , P = 461 lbs. A = 2.34 * (461 lbs. /, (475 psf * 0.6 ft.)) = 3.78 ft. - h = 4.0 ft. (Corresponding height for the moment) d = 0.5.* 3.78 ft. * [1+(1+((4.36 * 4.0 ft.) / 3.78 ft.))112] = 6.37, ft. 4 7.125 ft. > 6.37 ft. 4 OK -) Therefore, use a W6x7 pile with a front post embedment depth of 8.75 ft. -min. and a back post. embedment depth of 5.5 ft. min. *EPS does not specialize in corrosion engineering and therefore the corrosion protection requirements of the steel posts, driven ,piles, and all racking elements/components are not included in. EPS's analysis. and, is the responsibility. of others. ENGINEE-RED. d OWER ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 2.5.3-- Concrete Pier Design • Depth Required Due to Vertical Loads(Piers shall be 18" diameter) Allowable Soil Design Values used for Clay/Silt Type Soils from CBC Table 1806.2: Bearing: 1500 psf; Lateral Passive: 100 psf/ft (doubled to 200 psf/ft per code deflection allowance see tion 1806.3.4); Skin Friction: 250 psf Soil conditions are to be field verified (by others). The top 1:0 ft. of soil has been conservatively ignored for- skin friction for uplift. o Compression Design: ■ Front Pile •. Compressive Resistance:' 1:5ft *3:14*250 psf*6 ft.= 7065 lbs. 4 7065 lbs. > 1963 lbs. 4 OK ■ Back Pile • Compressive Resistance: 1.5ft*3.1.4 *250 psf * 3.25 ft. = 3826 lbs. 4 38261bs. > 1752 lbs. 4 OK o Uplift Design ■ Front Pile: • Uplift Resistance: 1.5ft*3.14*250 psf *5'.ft. 5887 lbs. --> 5887,1bs. > 948 lbs. 4 OK ■ Back Pile . ! Y • Uplift Resistance 1:5ft ** 3.14 *250 psf *2.25ft. = 2649 lbs. 4 2649 lbs. > 1753 lbs. 4 OK J 1 r Generic Residential Ground Mount Design Page 46 ENGINEERED POWER SOLUTIONS EoGINEEREW' , 1405 SPRING STREET, SUITE 204 1;1W, I g R ,• PASO ROBLES, CA 93446 .c (805)423-1326. F ' �,OLU'fIONS 9 Depth Required'Due to Lateral Loads - Since the front and,back post are connected,.the average loads and pile depths were taken to determine lateral adequacy since deflections at the top of the piles must be equal. s Calculations Per'CBC Section 1805.7.2.1, Eq. 18-1: Nonconstrained Pile/Pier / o Front Pile- (depth of 4.625"ft:) 0.5A[l+(l'+(4.36h/A))"' A = 2.34 P/Sib k b=1.5ft. ' S.1 = [200 psf * (4.625 ft.;/ 3)]. 308 psf r P = 461 lbs. A= 2'.34 * (461- lbs. / (308 psf * i:5 ft.)) = 2.33 ft. h = 4.0 ft. • (Corresponding height for the moment) d = 0.5 *-2.33 ft. * [1+(l+((4.36 * 4.0 ft.) / 2.33 ft.))'/Z] ft. ` 4 4.625 ft. '> 4.56 ft. 4 OK ' Therefore, use -an 18" diameter concrete pier with a front post embedment depth of 6 ft. min. and a back post embedment deptli of 3.25 ft.;min.,. } *EPS does not specialize in corrosion engineering and therefore the corrosionprotection requireirients of the steel posts, driven piles,, and all racking elements/components are not included in EPS's analysis and'is the; responsibility of others. Generic Residential Ground Mount Design ` Page 47 ENGINEERED POWER SOLUTIONS 7. � 1405 SPRING STREET, SUITE 204 r �1�IDR, PASO ROBLES, CA 93446 (805) 423.1326 S9WT19N$ 2.5.4 — Concrete Spread Footing Design • UPLIFT RESISTANCE . The spread footing resists uplift forces through its own'weight. Post Loads per Worst Case Uplift Load Combination (0.6D + W): (Loads are at grade level) • Front ("short") Post: - o Vertical -1753lbs • Back ("tall") Post o Vertical: -948 lbs. The proposed Spread footings: - • Front (short): 3.25ft. Wide by 3.25-ft long by,2.5 ft deep Back (tall): 3.Oft Wide by 3:0 ft long by 2.5 ft deep . ` o Front Footing Weight (W)* = (3.25 ft: * 3.25 ft. * 2.5 ft.) `150 pcf ; 3960:lbs. .0 Back Footing Weight (W)*. =10.0 ft.-* 3.O ft: * 2.5 ft.,) *J50 pcf = 3375 lbs. Using the load combination of 0.6D+W; the required weight is calculated . o Front Required Weight. (W) =1753# - 0.6 = 29221bs: < 3375 lbs. 4 OK- ' o Back Required Weight (W) = 948# , s 0.6 i580 lbs.`< 3960 lbs. 4 OK Generic Residential Ground Mount Design. , f Page 48 ENGINEERED POWER SOLUTIONS ENGI'NEERED- 1405 SPRING STREET, SUITE 204 P01WER PASO ROBLES, CA 93446 .(805) 423-1326 S-4ut(ON61 • OVERTURNING RESISTANCE The spread footing resists overturning forces through its own weight and skin friction with thea soil. Post Loads per Worst Case Overturning Load Combination (0.6D + W): y Front ("short") Post: ` o Vertical: -9.48 lbs. ` o .Lateral: 983 lbs. o Moment 2907 lb -ft. • Back ("tall") Post: o Vertical: 1753 lbs. o Lateral: 142 lbs. o Moment 805 lb -ft. 'Spread Footing Weight (W) required to resist overturning (either direction): (Point "A" is the bottom corner furthest away from the center of each post) *Upper 1ft is conservatively ignored for skin friction Front '. o EM@ = 0'= -(-9481bs)' * (3.25ft / 2) +9831bs * 2.5ft + 2907 [(2.5 ft -1ft) 3.25ft * 3.25ft *250psf] _ 4 2945# = 0.6*W*(3.25ft / 2) . 4 -W = 3020 lbs. < 3960 lbs. 4 OK Back: o EM@A = 0 = -(-1753lbs) * (3.0ft / 2) +1421bs, * 2.5ft + 805 — [(2.5 ft `1ft) * 3ft 3ft *250psf] 4 415#=-0.6*W'�_t /2) 4 W = 461 lbs. <.3375 lbs. 4 OK Generic Residential Ground Mount Design Page 49 r.. ENGINEERED POWER SOLUTIONS ENGINJOERE101 1405 SPRING STREET, SUITE 204 /ER PASO ROBLES, CA 93446 7 (805) 423-1326 SOUTION$ • LATERAL (SLIDING) RESISTANCE The spread footing resists. sliding from friction between the bottom of the footing and the soil. A worst-case Coefficient of Friction of 0.25 has been used as given in the soil design value in the CBC. Lateral passive resistance has conservatively been ignored. Post Loads per Worst Case Lateral Force Load Combination (D + W): (Loads are at grade level) • Front ("short") Post: o Lateral: 983 lbs. j • Back ("tall") Post: o Lateral:' 142 lbs. The required Spread Footing Weight (W) to resist sliding is as follows: o .Front Footing Weight -(W) = [(983#) / 0.251 3932 lbs. < 3960 lbs. 4 OK o Back Footing Weight (W) ='[(142#) / 0.251 = 568 lbs. < 3375 lbs. 4 OK Generic Residential Ground Mount Design Page 50 ENGINEERED POWER SOLUTIONS " EGINEERED '1.405 SPRING STREET, SUITE 204 1 OwtR PASO ROBLES, CA 93446 (805)423-1326 ; SOLUTION • VERTICAL BEARING A minimum soil bearing capacity of 1,500 psf has been used as listed in the soil design values of the IBC. Post Loads per Worst Case Downward Load Combination (D + W): (Loads are at grade level) s • Front ("short") Post o Vertical: +1752 lbs. • Back ("tall") Post' o Vertical: +1963 lbs. Front: The total load of 1752# over the Spread footing footprint (10.5 ft2) equates to a total load of 266 psf. If the self -weight of the footing is included (3960 lbs:) the total bearing pressure is then 544 psf which is well under the allowable limit of 1,500 psf. 4 OK Back: The .total load of 1963# over the Spread footing footprint (9 ft2) equates to a total load of 218 psf. r If the self -weight of the footing is included (3375 lbs.) the total bearing pressure is then 593 psf which is well under the allowable limit of 1,500 psf. 4 OK ' l Generic Residential Ground Mount Design Page 51 EGINEERED r OfttR Sbtutioms '6`-Nu9 m CC6;R am Asam IT.'FCB ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 ouE COM . P dmk ciEyAitbi VzE*,-",f it, 1dT5: _e Figure 2 —Typical 3x Array (Concrete Pier shown) -�'-P.iPA.V,lYE• ..-A31ZYE.G,iRL'E ®.ADE p...AEAR PILE ,T+'REAR VII IWECp NT TD.MbAr60 6C7Tt Il. CO,M-M"F0.L9. 7[ON Generic Residential Ground Mount Design Page 53 4. Worst Case Reaction Forces 2 High - 72 Cell 110 mph 0 20 J 100 mph 1 - Back 0 Front 20 Back Front Down (lbs) 1752 1963 2144 2128 Up (lbs) -1753 -948 -1739 -860 Lateral (lbs) 142 983 145 892 Moment (Ib -ft) 805 2907 825 2636 110 mph 0 20 J 100 mph 1 - Back 0 Front 20 Back Front Down (lbs) 1752 1963 2144 2128 Up (lbs) -1753 -948 -1739 -860 Lateral (lbs) 142 983 145 892 Moment (Ib -ft) 805 2907 825 2636 3 High - 72 Cell J 110 mph 1 - Back Front -Back Front Down (lbs) 2081 2107 2376 2364 Up (lbs) -2143 -1079 -2143 -1079 Lateral (lbs) 175 1078 175 1078 Moment (Ib -ft) 998 3188 997 3188 3 High - 72 Cell J 110 mph 1 - Back Front, Back Front Down (lbs) 2800 100 mph 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) 78 1278 85 1050 Moment (Ib -ft) 618 3646 657 3459 0 20 Down (lbs) 2615 1561 2622 1884 Up (lbs) -1170 -1564 -1052 -1450 J 110 mph 1 - Back Front, Back Front Down (lbs) 2800 1647 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) 78 1278 85 1050 Moment (Ib -ft) 618 3646 657 3459 0 20 Down (lbs) 2615 1561 2622 1884 Up (lbs) -1170 -1564 -1052 -1450 J 110 mph 1 • Back 0 Front Back 20 Front Down (lbs) 2800 1647 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) • 85 1410 71 1157 Moment (Ib- t. J 1 1 Worst Case Reaction Forces - W., 100 mph Back 0 Front Back 20 Front Down (lbs) 1396 1978 1729 1977 Up (lbs) -654 -1375 -653 -1216 Lateral (Ibs) 153 809 - 155 707 Moment (Ib -ft) 791 2088 800 2123 W., 100 mph Back 0 Front Back 20 Front Down (Ibs) 2549 2460 2697 2618 Up (Ibs) -2418 -1204 -2128 -1050 Lateral (Ibs) 121 1365 106 1190 Moment (Ib ft) 875 4110 762 3580 W., 100 mph Back 0 Front Back 20 Front Down (Ibs) 3402 3154 3587 3386 Up (Ibs) -3106 -1582 -2733 -1382 Lateral (Ibs) 118 1853 104 1618 Moment (Ib -ft) 1096 6306 956 5498 W., 110 mph Back 0 Front Back 20 Front Down (Ibs) 1642 2074 1909 2213 Up (Ibs) 824 -1502 -824 -1502 Lateral (Ibs) 187 854 187 854 Moment (Ib -ft) 968 2567 968 2567 110 mph Back 0 Front Back 20 Front Down (Ibs) 2993 2843 2989 2903 Up (Ibs) -2936 -1462 -2625 -1316 Lateral (Ibs) 141 1594 127 1438 Moment (Ib -ft) 1022 4802 922 4330 110 mph Back 0 Front Back 20 Front Down (Ibs) 3855 3580 3993 3762 Up (Ibs) -3700 -1904 -3373 -1732 Lateral (lbs) 136 2151 124 1956 Moment (Ib -ft) 1273 7329 1156 6655