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017-100-007
t4 5 F_SHEET INDEX ARCHITECTURAL PAGES COVER ............... A-0 SITE / PLOT PLAN A-1 m SIP= 15.07 KW GROUND MOUNTED PV ARRAY ARRAYLAYOUT ............. A�2 IS m H ""'ME (90) KC20OGT PV MODULES STRUCTURALPAGES .............. r S. DETAIL -ELEVATION S-1 SHAWN vftlPrmhNtm %mir , S-2 m (3) FRONIUS IG 5100 INVERTERS ELECTRICAL PAGES .............. D 017-100-007-000 AHJ: BUTTE COUNTY (90) (177.2CEC) (94.5%) 15,070.86W AC SINGLE LINE ................. E-1 AP# 12700 CENTERVILLE ROAD CHICO, CA 95928 TOTAL SYSTEM SIZE 15,070.86W AC (530) 521 - 2251 ttI3i 0 D I... .. .. . . tIttIity iItittIIIto ttIIittIIIIIiittI44 tV % RIPPNER HO E COVER SHAWN REVISIONS SPG SOLAR PROPERTY OF SPG SOLAR INC. REV DATF DrscRIPTION By CKE 12700 CENTERVILLE ROAD CHICO,CA95928 DRAWT ANIZIIIATA... "DIMTH'.SE �,.,o A, 'IT. RIF11'. . , YASO DUENSING 530-979-6060 20 Leveroni court ..Cro TAM JASON DUENSING HEREIN ARE Co�ISIDERED AS PROPRIETARY ANOM LL EXCLUSIVE PROPERTY OF SFO SOLAR = S REPRODUCED, P ED, SPG SOLAR NOT BE PUBLISHED, DIS CLOSED, ORUSED, IN MOLROR PZ�gRANY BUILDING DEPARTIVIEW SUBMITTAL PURPOSEVATHou PEWsSIoNOFADU`Y OF SFG SOLAR 7 UTTE COUNTY -0 S� ;2 BUILDING DIVISIION APPRO 1ILDING; DEP'll"a COPY 7-T— ( \ I II I I , 1 9 2 4 SIZE: GROUND MOUNTED 15r07KW PV ARRAY TILT: 21 DEGREE PITCH AZIMUTH: 180 DEGREES �- TREES TO BE REMOVED BY CLIENT 15.07KW GROUND MOUNTED PV ARRAY LOCATION: 39045'45.69"N �- (90) KC 2000T PV MODULES D j n 121040'32.19"'W \ \ ELEVATION: 470 FEET / (3) FRONIUS IG5100 INVERTER (90) (177.2CEC) (94.5%) =15,070.86W AC TRENCH RUNS TO TENNIS COURT WALL CONDUIT THEN RUNS DOWN WALL TO TRENCH ON DOWN TO SUBPANEL ON PL f q PRO SIDE OF .TENNIS COURT, 916IIPERTY LINES -�7�-5° - �--- TENNIS COURT SOUTH WALL. j I � \ J� —� y RESIDENCE c t 0 � pp �� �Z PL 220,60 : \ \ i G ` 4VISION _ BUILDING PLAN APPROV L —411 .tor Date: Inh,: Landscaping: _ lature PL a� B \— PG&E SERVICE B INVERTERS AND EQUIPMENT MOUNTED BUTTE TY TENNIS COURT WALL BUILDING DIVISION APPROVED INTERCONNECTION PIONT AT SUBPANEL AS A (NON COINCIDENTAL LOAD) By signing below, Customer hereby acknowledges approval and acceptance of the PV s system as designed herein by SPG Solar, Inc. A DOWNGRADE MAIN BREAKER OR LINESIDE TAP, Dated: Customer Signature Print Name REVISIONS SHAWN RIPPNER HOME SITE /PLOT PLAN SPG SOLAR PROPERTY OF SPO SOLAR, INC. BY CICD APPD ,3J CONFIDENTIAL. THIS DRAWING AND ANY DATA, REV DATE DESCRIPTION 12700 CENTERVILLE ROAD CHICO, CA 95928 r, 220 Leveronl LOLL DESCRIPTION, AND OTHER INFORMATION CONTAINED pRpJECTDE910NeR Pam' /64" a �'-QII y ^ (T HEREIN ARE CONSIDERED AS PROPRIETARY PND THE oMwnBY, JASON DUENSING 530-979-6060 Navato, CA 94949 EXC NINE PROPERTY OF6Po6OLAR INC, AND SHALL JASON DUENSING NOT SE PUBLISHED, REPILODUCED. COPIED, SPG SOLAR }y p DISCLO6ED, OR USED, IN WHOLE OR IN PART. FOR ANY 4 i * CA Lic. #759086 PURPOSE WNHOUT THE EXPRESS WRITTEN �'1 PERMISSION OFADULV AUTHORIZED REPRESENTATIVE DATe of apcanP: DATE: BUILDING DEPARTMENT SUBMITTAL A 1 (415)382-2179 OF SPO SOLAR M. ALL RIGHTS RESERVED. 1231-07 =TIM ftnw, i _ -- - -- — -- -- --- — -- T - — T—..- i g 2 1 4 e $ -- 48'-0'• O O O O O D D e tV � 60 N N Q T -8'-O" 00 0 0 0 0 O O O O o O C c — — 49'-4" 50'-0N KYOCERA KC20OGT MODULE BUTTE C NTY PER MODULE: 15.07KW GROUND MOUNTED PV ARRAY ULL®{�1G DIVISION MAXIMUM POWER: 200W MAX POWER VOLTAGE: 26.3 V (90) KC 20OGT PV MODULES APPROVED 8:0.. OPEN CIRCUIT VOLTAGE: 32.9V (3) FRONIUS IG5100 INVERTER 28' „ MAX POWER CURRENT: 7.61A `\8L8 SHORT CIRCUIT CURRENT: 8.21A (90) (177.2CEC) (94.5%) =15,070.86W AC 3'-3" INVERTERS AND EQUIPMENT MOUNTED T -s° TENNIS COURT WALL T-6- 2.63 Ibsl sq foot j CONDUIT STRAPED TO TENNIS COURT WALL TENNIS COURT WALL TENNIS COURT WALL / FENCE F_.._..�, FENCE TRENCH RUNS TO TENNIS COURT WALL CONDUIT THEN RUNS DOWN WALL TO TRENCH ON SIDE OF TENNIS COURT, DOWN TO SUBPANEL ON A . INTERCONNECTION PIONT AT SUBPANEL A TENNIS COURT SOUTH WALL. ASA (NON COINCIDENTAL LOAD), TRENCH RUN NEXT TO FENCE IN GRAVEL BED 18" MIN COVER/FILL — DOWNGRADE MAIN BREAKER OR LINESIDE TAP. REVISIONS SHAWN RIPPNER HOME ARRAY LAYOUT SPG SOLAR PROPERTY OF SPG SOLAR, INC, sv ckD APP'D 12700CENTERVILLE ROAD CHICO, CA 95928 y .} CONFIDENTIAL.THISORAWINGANO ANY DATA, REV DATE DESCRIPTION 20 1 eVerOnl Court DESCRIPTION. AND OTHER MFORMATION CON TAM EO PwEGfoEeprEiz o�rE: NTC HEREIN ARE CONSIDEREDAS PROPRIETARY AND THE PnwR6v. J/{$O(.I DUENSING Jr.3O'979-GO6O Navato, CA 94949 EXCLUSIVEPROPERTYOFSPGSOLARWC.ANOSNALL ASON DUENSING arm NOT BE PUBLI5HB0, REPRODUCED, COMER, �_ DISCLOSED, OR USED, W WHOLE OR IN PART, FOR ANY /(�'� .µ p� PG SOLAR ' -, _, , CA LIG. tF759O86 PURP03E WITHOUT THE EXPRE99 WRr4N �~ nrE BUILDING DEPA 5 ^/ . " n PERMISSION OFADULV AUTHORIZED REPRESENTATNE AtEaFaECd+o: CaNsmup�Nnn o BUI RTMEM SUBMITTAL A-2 (415) 382-2179 OF SPO SOLAR INC. ALL RIGHTS, RESERVE0. 1 A 1 PV MODULE 2 822 SINGLE STRUT � 3 B22A DOUBLE STRUT 4 B22A DOUBLE STRUT D B22 CHANNEL, SINGLE STRUTS W W IZ W (ITEM 2) 0- a MIDDLE PIERS REVISIONS SHAWN RIPPNER HOME STRUCTURAL DETAIL -ELEVATION SPG SOLAR PROPERTY OF SPG SOLAR,INO. ET CN'D APP'D 12700 CENTERVILLE ROAD CHICO, CA 95928 EEO DENTIAL iHis DRAWING aND ANY DATA REV DATE DESCRIPTION CONFIiDE... NED PROIEcT ON ROA D ER NFORMA .. 0THN D DE6CRIPTIO .AN NTS . 79-6060OUI't D THE G 530 9VEi0111 C PwETC_A D N DUENSIN.. 20 Le DEREDasPRo JASO HEREINARE CONST- 7 EXCWSIVE PROPERTY OF SPO SOLARYIC.ANDSHALL JASON DUENSINGv 4949 P. SHEO.REPRODUCEG,COFlEO, DAA' y A 9 �P r .. L NOT BE SOLAR R V O GS Na a SPG ' p6ClO6ED,ORU6E0, IN WHOLE OP IN PART, FOR ANY' J PURPOSE WITHOUT THE EXPRESS WRITTEN +E arRecwo. _ oA.E. �-� CA Lic. #759086 - FIE - DA BUILDIN4 DEPARTM1iENT SUBMITTAL I PERMISSION OF A DULY AUTHORIZED RE SER ENfATNE caVaiwcipNNA F SPG SOLAR INC. ALL RIGHTS RESERVED. 1231-07 '. ;. (415) 382-2179 G 1 5 4 9 _ _.__ ------ t 8 9 4 6 KYOCERA KC20OGT MODULE M�.l PER MODULE: a l 62z cHANNCt. E S IQN9 D D MAXIMUM POWER: 200W MAX POWER VOLTAGE: 26.3 V 5'( MAX �OQFtO OPEN CIRCUIT VOLTAGE: 32.9V 7.61A GRADE MAX POWER CURRENT: Z rn SHORT CIRCUIT CURRENT: 8.21A B22A CHANNEL (DBL. STRUT) f n BUILDING DIVE IO LL, LL 12 rn � - 3,_3. ! PV MODULES �" * E .12-31-08 �O sTq� TRUCTURP� FOF CMOW 2.631bs! sq foot 822 CHANNEL 6'-0" MAX. - (B104SH) 90 DEGREE CORNER ANGLE 3 HOLE O O O O O O O (8163) 22 DEGREE OPEN ANGLE BRACKET _ O C -- O Q `4 O 0 CONCRETE PIERS: 12" DIAMETER BY 36 -(MIN), B22A POSTS RUN 3^ FROM BOTTOM _ B22A HANNEL, ILSTRUtS CONCRET PIER (EMS 3 4) - 2 0 2O B SPECIAL NOTES: PIER DEPTH PV 1) CONCRETE PIERS ARE 12" IN DIAMETER -- - MODULE - _ -- -PIERS`VARY IN DEPTH (SEE S-2 FOR DETIALS) 3) B22A POSTES RUN 3" FROM BOTTOM. A p ITEM DESCRIPTION 8'-0" MAX.G U) A 1 PV MODULE 2 822 SINGLE STRUT � 3 B22A DOUBLE STRUT 4 B22A DOUBLE STRUT D B22 CHANNEL, SINGLE STRUTS W W IZ W (ITEM 2) 0- a MIDDLE PIERS REVISIONS SHAWN RIPPNER HOME STRUCTURAL DETAIL -ELEVATION SPG SOLAR PROPERTY OF SPG SOLAR,INO. ET CN'D APP'D 12700 CENTERVILLE ROAD CHICO, CA 95928 EEO DENTIAL iHis DRAWING aND ANY DATA REV DATE DESCRIPTION CONFIiDE... NED PROIEcT ON ROA D ER NFORMA .. 0THN D DE6CRIPTIO .AN NTS . 79-6060OUI't D THE G 530 9VEi0111 C PwETC_A D N DUENSIN.. 20 Le DEREDasPRo JASO HEREINARE CONST- 7 EXCWSIVE PROPERTY OF SPO SOLARYIC.ANDSHALL JASON DUENSINGv 4949 P. SHEO.REPRODUCEG,COFlEO, DAA' y A 9 �P r .. L NOT BE SOLAR R V O GS Na a SPG ' p6ClO6ED,ORU6E0, IN WHOLE OP IN PART, FOR ANY' J PURPOSE WITHOUT THE EXPRESS WRITTEN +E arRecwo. _ oA.E. �-� CA Lic. #759086 - FIE - DA BUILDIN4 DEPARTM1iENT SUBMITTAL I PERMISSION OF A DULY AUTHORIZED RE SER ENfATNE caVaiwcipNNA F SPG SOLAR INC. ALL RIGHTS RESERVED. 1231-07 '. ;. (415) 382-2179 G 1 5 4 9 _ _.__ ------ s 6 GRADE D DND CONCRETE PIERS E II I - Q I r I � _ _ O I r MIDDLE CONCRETE PIERS c r c � M GRADE B ' H C �OQROFESS/pyA` G'pWARO F,L CU CIO w m _ 2 " _ 31 08 © BUTTE COUNTY * sl (� ILDING DI ISIO�I �q Rl1CT%k0 I e APPROVED TF OF CA 11-W i 1 REVISIONS SHAWN RIPPNER HOME STRUCTURAL DETAIL -ELEVATION SPG SOLAR PROPERTY OF SPO SOLAR' INC. BY CICD APP'D REv Dare oescwwnoN 12700 CENTERVILLE ROAD CHICO, CA 95928 4.; /'+ CONFIDENRALTHIS DRAWING AND ANV DATA, emote ZO I eVe�pn� v�u� DESCRIPTION. AND DT HER INFORMATION CONTAINED pga[crceguNER C� �> .'.• G L HEREIN ARE CONSIDERED AS PROPRIETARY AND THE ow.wNer. JASON DLIENSINC�S3O-979-660 NTS Navato, CA 94949 EXCWSIVE PROPERTY OF SPG SOLAR INC. AND SHALL JASON DUENSING 8 r NOT BE PUBLISHED, REPRODUCED, COPIED, SPG SOLAR DEann oAre1 r OISCLOSED, OR USED, IN WHOLE OR IN PART, FOR ANY BUILDING DEPARTMENT SUBMITTAL 1 CA Lic. #759086 PURPOSE WITHOUT NE E%PREBS WRRTEN Pn �, Are: PARTS .I RMISSION OFADULV AUfHCRRED REPRESENTATIVE srquctpN I (4 15) 382-2179 PE OF SPG SOLAR INC.All RIGHTS RESERVED. 1231-07 c� 1 8 — -- r -- _J_ 9 4 6 (10) STRING TOTAL: T OT AL OPEN CIRCUIT VOLTAGE: GE: 329 VOLTS ER. TOTAL MAX POWER VOLTAGE: 263 VOLTS RT FROAK E F 5IENCY:9 PEAK EFFICIENCY: 95.2% MAX DC CURRENT: 33.2A MAX AC CURRENT: 21.3A D' D 10) 20 GT I M DUL S (I SER ES 10)1 20 GT V M DUL 50 SERIES) ISCON C olscoNNE N381R9 FRONIUS IG 5100 INVERTERS AND SUB -PANEL 10 20 GT V M DUL S (I SER ES) ) SABLEWI 5ADOFUS 5.1 KW INVERTER 240 VAC MOUNTED ON TENNIS COURT WALL LOCKABLE' AL1. PANELS BONDED TO RACK 3R 3•POLE UL#1741 W / (1) #12 BARE COPPER F LINTERNAL DISCS —] FRONIUS IG 5100 INVERTER: THREE INVERTER TOTALS GF MAX DC CURRENT: 99.6A (6)#10 RHW-2 CONDUCTORS(50'MAX=a.a%vD) MAX AC CURRENT. 63.75A : METER #374N86 100 AMP SUB PANEL METER WI (3) 30A, DBL POLE, PV BREAKERS 10) 20 GT V M DUL S (1 SER ES) 10) 20 GT V M DUL S (I SER ES) D 30 `NEC cDIscDNNFRONIUS H��R@ IG 5100 1 _ 10) 20 GT V M DUL S (I SER ES) SOUARED BADDOFUSE 5.1KWINVERTER 240 VAC C LOCKABLE 30A 30A (EXISTING 2" CONDUIT HAS #2 CONDUCTORS) ALL PANELS BONDED TORACK 3R 3 -POLE UL#1741 (EXISTING CONDUCTORS WILL REPLACED) C W/(i)#11BARECOPPER INTERNAL 30A W{TH (2) #000 THWN-2 CONDUCTORS AND SO A 1-112" SCH 80 PVC IN TRENCH MIN 18 COVER FILL AC / DC _ 1-M1/2" EMT ALONG TENNIS COURT WALL DISCS GROUND AND NEUTRAL 200MAX = 1.". VD #6 RHW-2 CONDUCTOR10` (200' MAX = 0.8% VD) #10 GROUND ( BONDED TO RACK) GF - (6) #10 RHW-2 CONDUCTORS(50' MAX = 0.4% VD) (3) #10 THWN-2 CONDUCTORS (10' MAX = 0.2% VD) (1) #8 THWN-2 GROUND ( FOR EACH INVERTER) 10 1 20 GT V M DUL S (1 SER ES - 10) 20 GT V M DUL S (I SER ES) C DISCONNE y381RB FRONIUS 1135100 101 20 GT V M DUL S (I SER ES) SWIFID 5AADDCFUSE 5.1KW INVERTER 240 VAC j ALL PANELS LOCKABLE 3R 3 -POLE UL#1741 it BO#12 BAR COPACK E W/(t)#,28ARE COPPER INTERNAL AC/ - DISCS GF (6) #10 RHW-2 CONDUCTORS{50' MAX = 0.4 o VD) B )i I B 15.07 KW GROUND MOUNTED PV ARRAY (90) KC 20OGT PV MODULES ON(2) FRONIUS IG 5100 INVERTERS 1. ALL WORK PER CEC 690 (90) (177.2CEC) (94.5%) =15,070.$6W AC 2. ALL DISCONNECTS TO BE CLEARLY LABELED OTHER BUTTE COuryI AND WITHIN SIGHT OF EACH A 3. INSTALL A PERMANENT, RED -0N -WHITE, SIGN ON OR ADJACENT TO THE MAIN SERVICE PANEL ® 15,070.86W AC BUILDING DIVISION TOTAL SYSTEM SIZE A POINT OF CONNECTION:THE OUTPUT APPROVED PHOTOVOLTAIC POWER SOURCE SHALL BE A CONNECTED AS SPECIFIED IN 690.64(A) OR (B). i WARNING!! ELECTRICAL SHOCK HAZARD. DO NOT TOUCH TERMINALS ON BOTH LINE AND LOAD SIDES.J1 MAY BE ENERGIZED. SHAWN RIPPNER HOME SINGLE LINE .z ;• SPG SOLAR 1 .} CQuI PROPERTY OF SPG SOLAR, INC. CONFIDENNA4THIS DRAWING ANO ANY DATA, pESCRIPTION, AND OTHER INFORMATION CONTAINED REVISIONS REV DATE DESCRIPTION By CKro APP'D 12700 CENTERVILLE ROAD CHICO, CA 95928 °"''tg11BTt vRwecroeaHrlae E' NTS 2� L eVerOnl l HEREIN AaEcoNSIOEREDnsPRovwErARrANDTHE SHALL JASON DUENSING530-979-6060 JAS ON DUENSING ." Navato, CA 94949 �y p� CA LIC.. #759086 EXCLU,,J% OPERTr OFSPGSotARINC,ANG NOT BF PUBLISHED, REPRODUCED, COPIED, OISCLOSEO, OR USED, IN WHOLE OR IN PART, FOR ANY PURPOSE WITHOUT THE EXPRESS WRRTEN OFADULY AIffHORO'ED REPRESENTATNE DATE: SPG SOLAR DAlEOFHEDCRD: �N91q°�yMNypE .' Dn*E BUILDING DEPARTMENT SUBMITTAL E-1 :. «, 382-2179 PERMISSKIN OF EPG SOLAR INC. ALL RIGHTS RESERVED. ,131-6T b•„<t,w,6.'y}.u._� r (415) 1 3 4 5 i II rr PPE RESIDENCE GROUND TED SOLAR PANELS CHICO, CA STRUCTURAL CALCULATIONS Project 7.7737.64 February 8,2008 PROFESS/0N , n= C� W- 4312 44 12-31-08 g � F OF CAO . Prepared for: SPG Solar, Inc. 20 Leveroni Court Novato, CA 94949 ISO 8--626% t E COUNTY Prepared by: BUILDING DIVISION CSW APPROVED IT2jf /0 -8 P, CSl/Stuber-Stroeh Engineering Group, Inc. 45 Leveroni Court, Novato, CA 94949 Tel: (415) 883-9850 Fax: (415) 883-9836 r_ L I DEPT. CO, Py J ` CSW/Stuber-Stroeh Engineering Group, Inc. 45 Levoroni Court 415.883.9850 E� L - Novato, CA 94949 Fax 415.883.9835 Solar Panel Wind Analysis for Residential Ground Mounted Applications T I Project Name: Rippner Residence Date: 1/28/2008 Project Number: Client: SPG Solar Project Address: 12700 Centerville Road, Chico, CA I I Determine Wind Loading based on ASCE7-05(Solid Sign): **Refer to Supplemental Report IBC Wind Analysis for Solar Panel Tracker Assembly, Supports, and Drive Mechanism for 90 MPH Wind Speed by Aptech Engineering Services, Inc.** BNGPIE Flea, SPACES, its'. Calculation No.: -AES-C-6530-9 :aa r n . e15 AU07 0 �r�c ISA Gate: Project No.- Title: !3G Wind Ana pis for SolarRanel E5 070653,1-5 Track-:r Assfnmbly�,Supports, and Lerhv e¢is xs ��::. L, irrient Con,.r�# tai.= Sheel c. Mtia nisiz. for 90 nat,l ' nd 5t e-d D 1"-' 7 c,€ 55 DESfGN PRESSURE ,fir (Eq: 6-27)_ Forthe generic .ase P = 1'q"Psi FaT the ob11 quewind case ?q-GCPt = "r v^ p_f p1 0,1M93psi 1- 4 he design pressure Es to be applied to the prr-Jected area. For the finite elernert j model, ire pressure wa-b applied norrial tothe face ante gens ; orrected b x;.e sin of 45- decrees, or 0-701".. 'auomr-t case stresses we datermined for the suppert po'ec he tor"Jue r.r,le,=, 'I-,id J7e alurr,m,.irn r3i-e.ktensns she results- sho'dSxthat. t_:as_ C 13minds Case A for al; c—ornponents r, inter-- L I M, CSW/Stuber-Stroeh Engineering Group, Inc. 45 Levoroni Court 415.883.9850 Novato, CA 94949 Fax 415.883.9835 Amend wind loading for Site Specific conditions: - Wind Speed: 85 MPH Tilt Angle: 22 degrees Array Height: 11.5 ft (h, height of sign) Array Width: 28.167 ft 2.3 Vert. Array Width: 10.55 ft (s, projected vertical dimension of sign) Array Length: 50 ft (B, horizontal dimension of sign) Max. Support 9.13 psf Spacing: 8 ft Gust Factor, G 0.85 (per Aptech Report) Velocity Pressure (Aptech), qZ = 13.00 psf (see Aptech report p. 5) Velocity Pressure (85 mph), qZ = 11.60 psf (scale qZ for 85 mph wind speed) Aspect ratio B/s = Clearance ratio s/h = Case A & B Cf = 1.408 Case C Use Reduction Factor = 4.741//I = `� c(. i -f 0.92 0.88 ---� Region Cf Cf Reduced 0 to s 3.55 3.13 s to 2s 2.3 2.03 2s to 3s 1.7 1.50 3s to 10s 1.05 0.93 --- -r4-1 S I S t N N -Z'6 For the g neric case: P G*Cf= 13.88 psf For the oblique case: P, = qz*G*Cf, = 30.88 psf P2 = qZ*G*Cf2 = 20.01 psf P3 = qZ*G*Cf3 = 14.79 psf P4 = qZ*G*Cf4 = 9.13 psf CSW/Stuber-Stroeh Engineering Group, Inc. 45 Levoroni Court 415.883.9850 Novato, CA 94949 Fax 415.883.9835 PX=PCos 0 Py (psf) Py=Psin 0 5.20 For the generic case: 11.57 P = 13.88 For the oblique case: 5.54 P, = 30.88 P2 = 20.01 P3 = 14.7 P4 = 9.13 PX (psf) Py (psf) 12.87 5.20 28.63 11.57 18.55 7.49 13.71 5.54 8.47 3.42 i Find Wind Load to Piers CSW/Stuber-Stroeh Engineering Group, Inc. 45 Levoroni Court 415.883.9850 Novato, CA 94949 Fax 415.883.9835 End of Array to First Pier (L1)= 1 ft First Pier to Second Pier (L2)= 8 ft Second Pier to Third Pier (L3)= 8 ft Third Pier to Fourth Pier = If e jp-oEg 0 C 06i-10 F- Generic Oblique Pr, end = 1812.15 4032.01 Pr, second = 2899.44 use alt. method Pr, middle -_ second pier second pier governs governs a CONCRETE PIER — B22A CHANNEL, DBL STRUTS —, (ITEMS 3&4) E 0 ir,99 p-19 Rr n 45 Leverom Court, Novato, CA 94949 Tel 415.883.9850 Fax 415.883.9835 j CSW/Stuber-Stroeh Engineering Group, Inc. 1310 Redwood Way, Suite 200, Petaluma, CA 94954 Tel 707.795.4764 Fax 707.795.0516 1 SHEET NO. ` JOB NO. JOB BY DATE CLIENT SUBJECT CHK'D DATE Td € <' e— WOWE, r'_4 S C /2, f4' 6, / � CSW/Stuber-Stroeh Engineering Group, Inc. 45 Levoroni Court 415.883.9850 Novato, CA 94949 Fax 415.883.9835 Pier Depths from Lateral Analysis: Pier Diameter: 12 inches End Pier = 4.833 ft Middle Pier = 5.5 ft Reference Table 1804.2 Class of Materials Friction Force (psf) 1. Crystalline bedrock 750 2. Sedimentary and foliated rock 600 3. Sandy gravel, and/or gravel 400 4. Sand, silty sand, clayey sand, 250 silty gravel and clayey gravel (ft.) (SW,SP, SM, SC, GM, and GC) Capacity (TL) 5. Clay, sandy clay, silty clay, clayey 150 silt, silt and sandy silt (CL, ML, MH 1629.04 and CH) 3795.83 Job Site Soil Classification: Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW,SP, SM, SC, GM, and GC) Friction Force (from table): 250 psf (DL Only) 333.33 psf (Total Load) Solar Panel Model Name: Kyocera 200 GT Length: 56.2 inches Width: 39 inches Weight: 40.7 lbs 2.67 psf Dead Load Wind Load Pier Depth Vertical Vertical Trib Area (ft2) (lbs.) (lbs.) (ft.) Capacity (DL) Capacity (TL) End Pier 140.84 376.59 1629.04 4.833 3795.83 5061.11 Middle Pier 225.34 602.54 2771.78 5.5 4319.69 5759.59 0 ti Drilled Pier Depth - Nonconstrained 2007 California Building Code - Section 1805.7.2 F:= 4032 Lateral Load, lbs No := 3 Number of Piers H:= 4 Height to Top of Pier, ft ignore := 0 Ignore Depth, ft dpier := 12 Pier Diameter, in S := 400 Passive Pressure, pcf Hr := H + ignore Hr = 4 Pr := F Pr = 1344 No B := dp B = 1 12 Guess Value: D:= 6 Given A = 2.34 -Pr A Hr D = — 1 +J��4.36•— S. D •2B 2 A 3 D:= Find(D, A) D =(4.8) 2.5 I:W111111I C Dpier := D +ignore Dpier = 4.8) Total Pier Depth 2.5 1 i Drilled Pier Depth - Nonconstrained 2007 California Building Code - Section 1805.7.2 F:= 5756 per B:= Lateral Load, lbs No := 3 Number of Piers H:= 4 Height to Top of Pier, ft ignore := 0 Ignore Depth, ft dpier := 12 Pier Diameter, in S:= 400 Passive Pressure, pcf Hr := H + ignore Hr = 4 Pr := F Pr = 1918.7 No d l B= 1 Guess Value: D:= 6 A:= 1 12 Given A = 2.34 -Pr A Hr D = —• 1 + 1 +4.36- S. D •2B 2 V H 3 D:= Find(D, A) D =(5.5) 3.1 ( Dpier := D +ignore Dpier = 5.5) 3.1 1 Total Pier Depth = CALCULATION COVER SHEET Calculation No.: AES -C-6530-2 Client: Thompson Technology Title: IBC Wind Analysis for Solar Panel Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Mechanism for 90 mph APTECH Office: Sunnyvale Wind Speed Sheet No. 1 of 55 ® Uncontrolled ❑ Controlled Document Control No.: N/A Purpose: To evaluate the forces, moments, and stresses in the support structure for the Thompson Technology solar tracker assembly and drive mechanism under wind loading using the IBC 2006 and ASCE 7-05 approach. Assumptions: The wind speed is assumed to be 90 mph, which is valid for most of the country, except for special wind areas and hurricane areas along the Gulf of Mexico and Atlantic coasts. It is also assumed that there are no special topographic features that might increase the wind loading (ASCE 7-05 Section 6.5.7). This analysis does not evaluate the drive motor. Results: OQRoFESS/Oh < 4 The support poles, torque tubes, aluminum rail extensions, and all the drive mechanism structural components meet the allowables set out by IBC 2006 and its daughter documents. 0 1 b OF CAI -'%'f Prepared Checked Verified Approved Revision By: By: By: By: Revision Description Date: Date: Date Date: No.: 0 JLG Initial Release 19 OCT 0 WO cE QAN45 REV. 8/96 u/// � ■//�I Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 o Clmpson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 2 of 55 Section IBC Wind Analysis Support Poles Along Array of Panels Torque Tubes Rail Extensions Analysis of Drive Mechanism Drive Support Column Rotational Support Extender Drive Bar Drive Support Base Ram Shaft Ram Splice (Flanged) I -Beam I -Beam Splice Plates -Beam Alignment Pins Alternate [-Beam Alternate I -Beam Splice Plates I -Beam Support Column CONTENTS Page 3 9 11 14 16 18 23 28 32 35 38 41 45 47 48 52 54 QAE17 REV 8196 melvacHl ENGINEERING SERVICES, INC. QAE17 REV 8/96 Moon nu■ ; . ■■u■ Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 o 9mpson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 4 of 55 USE AND OCCUPANCY CLASSIFICATION (IBC Section 302) Occupancy Class Group U - Utility and Miscellaneous (Section 312) TYPE OF CONSTRUCTION (IBC Section 602) Type I - non-combustible LOAD CASES CONSIDERED (IBC Section 1605) LRFD Design 1.2D + 0.8W Equation 16-3 1.2D + 1.6W Equation 16-4 0.9D + 1.6W Equation 16-6 Of these equations, Eq. 16-4 controls ASD Design D + W Equation 16-12 D + 0.75W Equation 16-13 0.6D + W Equation 16-14 Of these equations, Eq. 16-12 controls Most of this analysis is based on ASD design. WIND LOADS (IBC Section 1609) Wind loads are determined in accordance with Chapter 6 of ASCE 7-05 (Method 2). BASIC WIND SPEED (6.5.4) V:= 90. mph This value (from Fig. 6-1) is valid for most of the country, except high -wind regions such as those prone to hurricanes and special wind regions. WIND DIRECTIONALITY FACTOR (6.5.5)) Kd := 0.85 This value (from Table 6-4) applies to all types of structures, except for chimneys, tanks, and similar structures. This structure most closely resembles open signs. IMPORTANCE FACTOR (6.5.5) 1:= 0,87 Table 6-1 gives a value of 0.87 for Occupancy Category I (from Table 1-1) QAE17 REV 8196 4� ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 �i�fiompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 5 of 55 EXPOSURE CATEGORY (6.5.6) C Exposure category C is for open terrain with scattered obstructions having heights generally less than 30 ft. This is a worse case condition for most areas, except for those adjacent to large bodies of water, mud flats, etc. VELOCITY PRESSURE EXPONENT COEFFICIENT (6.5.6.6) Kz:= 0.85 From Table 6-3, for exposure category C, 0-15 feet above ground level. TOPOGRAPHIC EFFECTS (6.5.7) Kzt 1.0 It is assumed for this analysis that none of the conditions specified in Section 6.5.7.1 exist, and that the default value of 1.0 may be used. If the installation is located near a hill, ridge, or escarpment, this factor will need to be considered. GUST FACTOR (6.5.8.1) 0:= 0.85 The finite element analysis demonstrated that the fundamental frequency is greater than 1 Hz, and that the structure may be considered to be rigid, as specified in Section 6.2. ENCLOSURE CLASSIFICATION (6.5.9) OPEN There are no walls to this structure, therefore it is open per Section 6.2. VELOCITY PRESSURE (6.5.10) qz C1'Ki Kzt-Kd.V2•I Cl = 0.00256 Ibf (mph ft2 qz = 13 psf ` This value shall not be less than 10 psf (Section 6.1.4) INTERNAL PRESSURE COEFFICIENT (6.5.11.1) GCpi := 0.0 From Figure 6-5 for open buildings EXTERNAL PRESSURE COEFFICIENT (6.5.11.2) There is no clearly defined category for solar panels within the "Other Structures" section of ASCE 7 (Section 6.5.15). The closest category is to characterize the array of panels as a sign. When they are horizontal, they may be called an "Open Sign". From Figure 6-20, the appropriate value of the force coefficient is: Cf := 1.8 QAE 17 REV 8196 I - i MAP ENGINEERING SERVICES INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 Cf ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mDh Wind Sneed 0 N/A 6 of 55 Because the open area around the panels is usually less than 30% of the gross area (except when the panels are tilted less than 28 degrees), the panels are most accurately characterized as "Solid Signs". The appropriate force coefficient from Figure 6-20 for s/h=0.7 and B/s=10 is: (Case A and Case B) Cf:= 1.55 But Figure 6-20 also specifies a second case for wind at an angle. For Figure 6-20, Case C, the aspect ratio, B/s = 7.6 means that the value of B/s=8 will be used. This means that the following values should be used: For 0 to s C fo:= 3.55 For s to 2s Cfl := 2.3 For 2s to 3s Cf2:= 1.7 For 3s to 4s C 1.05 f3 �_ For Case C, when s/h > 0.8, the force coefficients are multiplied by the following reduction factor: (1.8 -s/h) For a value of s/h = 0.9, Cfo:= Cfo•0.9 Cfo = 3.195 Cfl := Cfl'0.9 Cfl = 2.07 Cf2:= Cf2.0.9 Cf2 = 1.53 Cf3 := Cf3' 0.9 C f3 = 0.945 This model is only more conservative than Case A above for the first two segments, and is less conseverative for the remainder of the panels. Separate finite element models will be evaluated for Case A and Case C. QAE17 REV 8196 _ Ai�9'�Cb ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9hompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 7 of 55 DESIGN PRESSURE (Eq. 6-20) For the generic case: P:= qZ GCf P = 17.172psf P = 0.1193psi For the oblique wind case PO := qZ G•Cf0 PO = 35.397psf PO = 0.2458psi P1 := qZ G•Cfl P1 = 22.934psf P1 = 0.1593psi P2:= q2 G C f2 P2 = 16.951 psf P2 = 0.1177psi P3:= qZ G C f3 P3 = 10.47psf P3 = 0.0727psi The design pressure is to be applied to the projected area. For the finite element model, the pressure was applied normal to the face and was corrected by the sine of 45 degrees, or 0.707. Worst case stresses are determined for the support poles, the torque tubes, and the aluminum rail extensions The results show that Case C bounds Case A for all components of interest. QAE17 REV 8196 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9hompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 1 8 of 55 Figure 3 below shows the general configuration of the solar panels that were modeled in the finite element analysis. The primary members, which are evaluated herein, are the support poles, torque tubes, and rail extrusions. Details of the finite element model are contained in APTECH report AES 06076226-5-1. Rail Extrusions Panels Torque tubes Support Pole Figure 3 QAE17 REV 8/96 ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JAG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mnh Wind Sneed 0 N/A 9 of 55 Support Poles Along Array of Panels - 4" Sch 40 pipe Dimensions: OD := 4.5- in t := 0.237, in Hollow C ylinder R:= OD R = 2.25 in 2 Ri := R — t Ri = 2.013 in ' RI/ Yt ' Area: A:= 7r•(R2 — Ri2) A = 3.174 in Distance from centroid to extremities: y:=R y=2.25 in c:=y Moment of inertia: I := 4 (R4 — Rio) I = 7.233in4 Section modulus: S:= i S=3.214in3 Y Plastic section modulus: Z:= 1.333•(R3 — Ri3) Z = 4.31 in From the finite element analysis the combined D+W stresses (ASD design) are aax := 315.2• psi abend 23053 -psi i := 449.7. psi Fax:= aax A Fax = 10001bf M := abend'S M = 74104in•lbf Fshear := ,c.A Fshear = 14271bf QAE17 REV 8196 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 tmpson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 10 of 55 Allowables: For A-36 structural steel FY := 36• ksi E:= 30.106• psi Tension (AISC 360-1)2) Sgt := 1.67 F Y Fa :_ Fa = 21.557ksi 0 t Fax 6ax:= sax= 0.315ksi 6ax < Fa OK A Bending (AISC 360-F8) S2 b := 1.67 Criteria apply if DA < .45 E/F y OD = 18.987 .45• E = 375 t FY F •Z Y Ma := Ma = 92919in•lbf S2 b M = 74104in•lbf M < Ma OK Shear (AISC 360-G6) S2 v := 1.67 Lv := 51.5• in Fcr = ma 1.60-E 0.78-E Lv OD 1.25 Ct) OD 1.5 Fcr = 357.984ksi oD(t) Fcr'A V :_ n V = 3401971bf n 2nv Fshear = 14271bf Fshear < Vn OK QAE17 REV 8/96 I PTEC ENGINEERING SERVICES, INC. � � Calculation No.: AES -C-6530-2 Made Date e 19 OCT 07 I hOm ps on Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No,: Mechanism for 90 mph Wind Speed 0 N/A 11 of 55 Torque Tubes Dimensions: Hollow rectangle b := 75•mm b = 2.953 in bi := 69 -mm bi = 2.717in Y2 d:= 100•mm d = 3.937 in di := 94 -mm di = 3.701 in di Area: d A := b•d — bi•di A = 1.572in2 I I Distances from Ll 1 i1 4 centroid to extremities: —1 Y1 2 y1 = 1.969in b b Y2:= 2 y2 = 1.476in Moments of inertia: b•d3 — bi•di3 11 12 11 = 3.542in4 d•b3 — di•bi3 12:= 12 4 12 = 2.264 in Section moduli: II SI :=Y SI = 1.799in3 1 I2 12 S2:= S2 = 1.533in3 Plastic section moduli: b•d2 — bi- dig Z1:= 4 Z1=2.141in3 d•b2 — di•bi2 Z2:= 4 Z2 = 1.754 in QAE17 REV 8/96 HHH ENGINEERING SERVICES. INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 Cf ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 12 of 55 From the finite element analysis the combined D+W stresses (ASD design) are aax:_-319.2. psi COMPRESSION aax:= laaxl abend = 11361 -psi Allowables: For A-36 structural steel FY := 36• ksi E:= 30.106• psi Compression (AISC 360-E3) Limiting width thickness ratio k := 1.12• F Y k = 32.332 FFE:= 140• 7<r = 4.041 x 103 bi bi = 11.462 — < Xp COMPACT t t Radii of gyration about central axes: I rl :_ A rl = 1.501 in f7'r2:_r21.2 in r:=min(rl,r2) r= 1.2 in K:= 1.0 pinned -pinned L:= 180.2• in KLr := K—L KLr = 150.145 r Elastic Critical Buckling Stress JE Fe '_ KLr 2 Fe = 13 ksi F y X:= X=2.741 Fe QAE17 REV 8/96 :::::'111' 888■ G� ■■■5■•` '� sF 2858■ sa /552■ Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9f ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document control No.: sheet No.: Mechanism for 90 mph Wind Speed 0 NIA 14 of 55 Rail Extensions Dimensions: Extruded section width := 0.7953• in height := 1.62&in Area: A := 0.4172- int Distances from centrold to extremities: height yI := Y = 0.813 in 2 width Y2:= Y2 = 0.398 in 2 Moments of Inertia: I I := 0.092955 in 12:= 0.04328-in4 Section moduli: I SI - 1 SI = 0.114in3 Yl I S2-- S2 = 0.1091n3 Y2 From the finite element analysis the combined D+W stresses (ASD design) are 6ax := 629.9. psi Gax = 629.9psi 6bendx = 10853•psi abendx = 10853psi 6bendy = 2822 -psi 6bendy = 2822psi QAE17 REV 8/96 e - i FC ENGINEERING SERVICES. INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 13 of 55 Flexural Buckling Stress Fcr := i( Fe > 0.44• Fy , 0.658' • Fy , 0.877• Fy) Fcr = 31.572 ksi aax = 0.319ksi 6ax < Fcr OK Bending (AISC 360-F7) 0 b := 1.67 Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M:= abend ' S 1 M = 20440 in• Ibf Z:=Z1 Z=2.141in3 F ' Ma := y •Z Ma = 46146in•lbf M < Ma OK Ob For COMPACT section, flange local buckling and web local buckling do not apply QAE17 REV 8196 ISBN 1-4111fqllll=itl.jl�lica�N�tillw Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 'Wotmpson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 15 of 55 Allowables: For 6063-T6 aluminum F := 25• ksi Fcy := 25•ksi E:= 10.10• psi Tension (ADM 1-00 Section 3.4.1) r1t := 1.65 F Y Fa := Fa = 15.152ksi ritOK 6ax = 0.63 ksi 6ax < Fa Bending (ADM 1-00 Section 4.1.2) f2 b := 1.65 Fb:_Fy — nb 6ax 6bendx 6bendy Ratio :_ — + + I Ratio = 0.944 Fa Fb Fb Ratio < 1.0 OK QAt 7 REV 8/96 7 17401 =Z Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 16 of 55 Analysis of Drive Mechanism The remaining analyses are based on the loads that the finite element model impart on the drive mechanism, which was assumed to be fixed in the FE analysis. The loads are doubled where appropriate to account for symmetry in the model. It should be noted, that because of the way the Case C loads (Figure 6-20, ASCE 7) are defined to be high at the exposed end, and lower toward the middle of the array, Case A actually provides the worst loading at the drive mechanism. Dead Load: D := 2.189.43• Ibf Wind Load: (90 mph) W 2.681.5•lbf Vertical W h := 2.982.3• Ibf Horizontal Mw := 2.33884.6in•lbf Moment For ASD Design, the controlling load combination is D+W D + WV = 17421bf W h = 1965 Ibf Mw = 67769in•lbf QAE17 REV 8/96 no, c on■ uu■ um Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 17 of 55 Figure 4 Figure 5 2) vii Sise (337} QAE 17 REV 8/96 ■ NIM G+ Calculation No.: AES -C-6530-2 Made JAG Date 19 OCT 07 9i ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 18 of 55 Drive Support Column - Dwg. 3342 Hollow rectangle 2 —►l x2 N- d1 di I I Y, Lj z �t Dimensions: b:= 100•mm b = 3.937in t:= 5• mm t = 0.197 in bi := b — 2•t bi = 3.543 in d:= 150•mm d = 5.906 in di:=d-2•t di=5.512in Area: A:= b•d — bi•di A = 3.72in2 Distances from centroid to extremities: d Y1 := 2 Y1 = 2.953 in b Y2:= 2 Y2 = 1.969 in Moments of inertia: b -d3 — bi'd 3 I1 :_ 4 II = 18,127 in 12 d•b3 — dj bi3 4 in 12:= 12 = 9.598 12 QAET REV 8/9 NAPT 70ISF-TVICEUVC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9f ompson Technology, Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 19 of 55 Plastic section moduli: b•d2 — bi•di2 3 Z1 := 4 Z1 = 7.414in d•b2 — di bit Z2 ;= 3 Z2 = 5.584 in 4 Axial Force: P:= D + WV P = 17421bf compression (wind load down) P':= D — WV P'= —9841bf compression (wind load up) aax ;= P A aax = 468 psi Bending: Due to the pivot, the moment due to wind load is not carried by the drive support column. The only moment the column resists is due to the horizontal wind force: x:= 398 -mm x= 15.669 in M:= Wh'x M = 30784in•lbf The bending moment is about the strong axis of column, so C:= y1 c = 2.953 in 1:= 11 I = 18.127in4 Z:=Z1 Z=7.414in3 "bend := M•c I abend = 5014psi Shear: F:= W h F = 1.965lbf t := F T = 905 psi 2•di•t QAE17 REV 8196 flooff: HE ■ m f . Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 20 of 55 Allowables: For A-36 structural steel FY := 36• ksi E:= 30.106 -psi Tension (AISC 360-132) Qt:= 1.67 F Y Fa := Fa = 21.557ksi S2 t aax = 0.468ksi 6ax < Fa OK Compression (AISC 360-E3) Limiting width thickness ratio 21p := 1.12•fE Y X = 32.332 Xr := 140•F Y Xr = 4.041 x 103 bi bi Y = 18 Y < XP COMPACT Radii of gyration about central axes: rl := FA r1 = 2.207in FA'2r2:= r2 = 1.606in r:= min(rl , r2) r = 1.606in K:= 1.0 pinned -pinned L:= 436• mm L = 17.165 in KLr := K—L KLr = 10.686 r QAE17 REV 8/96 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 21 of 55 Elastic Critical Buckling Stress Fe :_ n2 . E KLr2 Fe = 2593 ksi F X = Fe X = 0.014 Fe Flexural Buckling Stress Fcr:= if(Fe > 0.44•FY,0.658X FY,0.877•Fy) Fcr = 35.791 ksi 6ax = 0.468 ksi 6ax < Fcr OK Bending (AISC 360-F7) S2 b := 1.67 Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M := 6bend 'S M = 16119 im lbf F •Z y Ma := Ma = 159831 in-lbf M < Ma OK 92 b Shear (AISC 360-G5) n v := 1.67 kv := 5 1.10•Fk,. = 71.005 d i = 28 1.37• kv• F = 88.433 Y 28 <71.005 CI := 1.0 0.6-F • Cv y Vn := Vn = 12.934ksi nv T = 0.905ksi T < Vn OK QAE17 REV 8196 ■■■■■ ■■■■■ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9wo,mpson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 22 of 55 Shear in column support angles (Dwg. 3373) - AISC 360-G4 b:= 100• mm t:= 6 -mm A := b•t T := P T = 936 psi 2•A CV := 1.0 0.6• F • C� Y Vn := Vn = 12.934ksi T < Vn OK nV Shear in column support angle bolts (M16x200) - AISC 360-134 A := 156.67 -mm2 P T:= — T = 1793 psi 4-A Vn = 12.934ksi T < Vn OK Shear in Pivot Pin (Dwg. 3479) - AISC 360-G4 Max Force F :=Tp2-- + Wh2 F = 26261bf d:= 18 -mm 2 A := m d A = 0.394 int 4 F T := T = 3328psi 2•A For 304 SS FY := 30•ksi 0.6•F •C� Y Vn := Vn = 10.778ksi T < Vn OK Qv QAE17 REV 8196 1 v I 9APTE ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9f ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 23 of 55 Rotational Support Extender- Dwg. 3348 Channel section rr� 2 r f'-- b 1 ++ — 1 d w II tw Y2—H 2 Dimensions: b:= 252 -mm d := 103. mm - 6•mm t:= 6 -mm t = 0.236 in tom, := 6 -mm try = 0.236in Area: A := t•b + 2•tw'd A = 4.148in2 Distances from centroid to extremities: b•t2 + 2•tw'd•(2•t + d) YJ 2•(t•b + 2•tw'd) y1 1 in Y2. := b 2 y2 = 4.961 in Moments of inertia: 3 I1:=3•(d+t)3- 3 •(b-2•tw,)-A•(d+t-y112 J6.394in4 11 = (d + t) -b3 d -(b - 2.tw)3 4 12:= - I2 = 61.541 in 12 12 QAE17 REV 8196 anuf 1:1 A. NUI Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07fiompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.:Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 24 of 55 Plastic section moduli: d .tw b2•t2 b•t•(d + t) t2•b twA)] ZI:_(2•tw'd>_b•t) 2 – + +�2tNd<bt� —+twd• t+d-- 2 8•t�, 2 4 ( b b2 t Z2:= + tw•d•(b –tw) ZI = 3.715 in Z2 = 14.55 in Bending: The moment due to wind load is transfered to the drive mechanism from the torque tubes via the rotational support extender. The moment is equivalent to the two forces F above, acting as a couple separated by a distance d: d := 685. mm d = 26.969in MW F:= — F = 25131bf d The force creates a bending moment on each arm of the rotational support extender L:= 327.5• mm L = 12.894 in M := F•L M = 32401 in•lbf The bending moment is about the weak axis (axis 1), so C:= YJ c=lin I :=1I I = 6.394in4 Z:= Z, Z = 3.715 in "bend J M•c "bend = 5067psi Shear: F:= W h F = 19651bf F T :=— T = 474psi A QAE 17 REV 8/96 R"APTICHI ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 25 of 55 Allowables: For A-36 structural steel F := 36• ksi E:= 30.106•psi Tension (AISC 360-D2) n t := 1.67 F Y Fa := Fa = 21.557ksi �t 6ax = 0.468 ksi Gax < Fa OK Compression (AISC 360-E3) Limiting width thickness ratio X := 1.12•T—E Fy X = 32.332 Xr:= 140. FE 1`r = 4.041 x 103 b bi — = 15 — < X� COMPACT t t Radii of gyration about central axes: I r1 :_ - A rl = 1.242in fAI�2r2:_ r2 = 3.852 in r:= min(rl , r2) r = 1.242 in K:= 1.0 pinned -pinned L:= 914• mm L = 35.984in KLr := K—L KLr = 28.982 r QAE 17 REV 8196 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 26 of 55 Elastic Critical Buckling Stress _ n2•E Fe KLr 2 Fe = 353 ksi F X := Y X = 0.102 Fe Flexural Buckling Stress Fcr := if( Fe > 0.44• Fy 10.65 Fy 10. 877. Fy) Fcr = 34.494 ksi 6ax = 0.468 ksi 6ax < Fcr OK Bending (AISC 360-F6) 0 b := 1.67 Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M := 6bend -S M = 16289in•ibf 1.6• F y • Z Ma:= Ma = 128117in•lbf M < Ma OK C1 Shear (AISC 360-G7) S2 v := 1.67 kv := 1.2 E 1.10• kv• F = 34.785 b — 2•tw t = 40 E 1.37• kv• F = 43.323 y w y 34.785 < 40 < 43.323 Fy1.10 C C = 0.87 v l(b-2,tw) v tW 0.6• F • Cv Vn := y Vn = 11.248ksi nv T = 0.474ksi i < Vn OK QAE17 REV 8196 MAPTECHI e�iruicCou�C cCGvl@FC IAIC -1 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9%otmpson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 27 of 55 Shear in bolts connecting rotational support extender to drive support column (M20x45) A:= 244.79 mm2 AISC 360-G4 The shear force is the sum of the forces acting on the column and the couple required to resist the moment d := 70.68• mm M F:= (D+ W X + Wh2+ dW F = 269801bf T ;= F T = 8.888ksi (4 bolts, 2 shear planes each) 8•A CV :_ 1.0 0.6-F • Cv Vn ;= Y Vn = 12.934ksi T < Vn OK Qv QAE9 / REV 8/96 MAPTECHI ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9i ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 28 of 55 Drive Bar - Dwg. 3407 Channel section w/ flanges 2. t� it 2 Dimensions: b := 73•mm b = 2.874in d:=51 -mm— 12 -mm d = 1.535 in bf := 44.5• mm b f = 1.752 in t:= 6• mm t = 0.236 in tw := 6 -mm tw = 0.236in t f := 6. mm t f = 0.236 in Area: A := t•b + 2•tw'd + 2•bf•tf A = 2.232in2 Distances from centroid to extremities: 2•(bf•tf)f + 2•(d•tw). tf+ 2 + (b•t),I tf+ d + t YJ 2-bf•tf+ 2d•tw+ b -t (2•bf+ b — 2•tw) Y2 2 Y 1 = 0.945 in Y2 = 2.953 in QAE17 REV 8/96 mm � ■un � . nn■ Calculation No.: AES -C-6530-2 Made ,1LG Date 19 OCT 07 9 ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Mechanism for 90 mph Wind Speed Revision No.: 0 Document Control No.: N/A Sheet No.: 29 of 55 Moments of inertia: 3 2 t •d3 b12 2 b t 3 2 t I1 . + b t•(tf+ d + � – y1J + 2• 12 + 2 tw d (y1 – (tf+ + 2 + 2.bf•tt-(y, ( // 211 ` 12f 2 J I1 = 1.324in4 2 t•b3 d•tW b tw l 3 tf'bf b bf 2 r 1 :=—+2• +2•d•t – +2 2 12 12 2 2/ +2b t 12 f f –t — + 1 2 W 2 12 = 5.514in4tf Bending: The moment due to wind load is transfered to the ram shaft via the drive bar. The moment is equivalent to the force F shown below, acting at a distance x: x:= 719.03•mm x = 28.308 in MW F:= — F = 23941bf x but the force is split between the two drive bars on either side of the drive support column M:= MW and F:= F 2 2 QAE17 REV 8/96 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 o 9mpson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 30 of 55 The bending moment is about axis 2, so C := y2 c = 2.953 in 1:=12 1 = 5.514 in abend M•c abend = 18145psi Shear: F:= W h F = 1965 lbf T := F A T = 880psi Allowables: For A-36 structural steel F := 36• ksi E:= 30.106•psi Bending (AISC 360-F12) S2 b := 1.67 Yielding Criterion is based on elastic section modulus, so convert bending stress back into moment: M :=abend - S M = 58327in•Ibf F •S Y Ma := Ma = 69294in•lbf M < Ms OK �b QAE17 REV 8196 1--, _ 06-F Cv Y ■uu Soong nn� Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 C ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 31 of 55 Shear (RISC 360-G2) n v := 1.67 kv := 1.2 E b — 2•tv, E 1.10• kv• F = 34.785 t = 10,167 1.37• kv• F = 43.323 Y v Y C := 1.0 06-F Cv Y Vn := Vn = 12.934ksi K2 OK T = 0.88 ksi r < Vn Shear in Drive Bearing Pin (Dwg. 3383) - AISC 360-G4 For 303 SS F := 35•ksi d := 30• mm 2 d A = 1.096 int 4 T := F T = 1793 psi A Cv := 1.0 06-F • Cv Y Vn := Vn = 12.575ksi T < Vn OK Qv QAE17 REV 8196 ME Ions 3 MUMN Trel 1,11 . • ,1 Calculation No.: AES -C-6530-2 Made JI -G Date 19 OCT 07 9F ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 32 of 55 Drive Support Base - Dwg. 3374 1 toy Channel section A 1 QAE17 REV 8/96 Y2--4 Dimensions: b:= 100 -mm d := 150 -mm— 61 -mm d = 3.504in t:= 6 -mm t = 0.236in tw = 6 -mm tw = 0.236in Area: A := t• b + 2•tw d A = 2.585 int Distances from centroid to extremities: b•t2 + 2•tw d•(2•t + d) YJ :_ 2•(t•b + 2•tw•d) y1 = 1.315 in b Y2:= 2 y2 = 1.969 in Moments of inertia: 3 11:= 3•(d+t)3— 3 •(b-2•tw)—A•(d+t—Y1)2 11 = 3.78 in d•(b — 2.tw)3 4 _ (d + t) -b3 12� I2=6.877in 12 12 QAE17 REV 8/96 1 — --'- i NAPIG'FECH ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 33 of 55 Plastic section moduli: 2 ZI := t + d – l r2 tw d >b -t).[ d 'tw b2• – t2 + b•t•(d + t) + ii2•tw•d < b•t)-L + t rt2.b tw•d 2 8•tw \ �J 2 4 �,•d•(b ll 2 Z2:= bb—t + tw•d•(b – tw) 3 4 Z1 = 2.732in Z2 = 3.979in3 The forces acting on the drive support base are shown in the figure below. Both sets of forces cause a moment in the drive support base. Assuming the drive support base is simply supported at each end, the maximum moment occurs in the center L:= 1168• mm L = 45.984in h := 398 -mm h = 15.669in M := Wh•h + (D+ WV)• L M = 50808in•lbf 4 QAE17 REV 8196 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 o Cimpson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 34 of 55 The bending moment is about axis 1, so c:=y1 c=1.315in 1:= 11 1 = 3.78 in Z:= Z1 Z = 2.732in3 "bend M•c j "bend = 17680psi Shear: F:= Wh F = 1965lbf T := F t = 760 psi A Allowables: For A-36 structural steel F := 36• ksi E:= 30.106•psi Bending (AISC 360-F8) Ob := 1.67 Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M := "bend • S M = 56832 in• lbf F •Z Y Ma := Ma = 58885 in. Ibf M < Ma OK rlb Shear (AISC 360-G2) nv := 1.67 kv := 1.2 E 1.10• kv• = 34.785 b — 2•tw = 14.667 E 1.37• kv• = 43.323 F Y t v F Y 14.667 < 34.785 CV := 1.0 0.6• F • CV Y Vn — Vn = 12.934ksi n T = 0.76ksi t < Vn OK QAE17 REV 8196 ■:02o■:0" 4tattun■ Calculation No.: AES -C-6530-2 Made JLDate 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 35 of 55 Ram Shaft - Dwg. 3487 Dimensions: Hollow rectangle b:= 3 -in Y2 bi:= 2.5. in d:= 3• in di:=2.5•ind i d1 Area: A := b•d — bi•di A = 2.75inZ 1 Distances from centroid to extremities: I 2 �� d Y 1 �= 2 YJ = 1.S in L a Y2:= b 2 y2 = 1.5 in Moments of inertia: b•d3 — bi•di3 4 I1 ;= I1 = 3.495 in 12 d•b3 — di•bi3 4 12:= 12 = 3.495 in 12 Plastic section moduli: b•d2 — bi•di2 Z1 ;= 3 Z1 = 2.844 in 4 d•b2 — di•bi2 3 Z2 ;= Z2 = 2.844in 4 The force acting on the ram shaft comes from the drive bar via the drive bearing pin. This force was: F := 1950• lbf However, this force acts at a 45 degree angle. The vertical component of this force is resisted by the drive bearing pin pressing down against the I-beam via the drive bar rollers. The axial force in the ram shaft is therefore: Fax:=F•sin (45•deg) Fax= 13791bf UAt1 r REV 8/96 nn■ W ou■ -� • Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9f ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 36 of 55 This is the force applied to the ram shaft by a single row of solar panels. The configuration of the solar field is such that the forces in each row add to the force in the ram shaft. Thus, the the total force in the ram shaft between the drive motor and the closest row of panels is: Fax := 10 -Fax Fax = 137891bf Fax -ax— := aax = 5.014 ksi A Allowables: For A-36 structural steel F := 36. ksi E:= 30.10• psi Compression (AISC 360-E3) Limiting width thickness ratio X := 1.12• F Y X = 32.332 Xr := 140• FY Xr = 4.041 x 103 didi = 10.583 — < X COMPACT t t Radii of gyration about central axes: rl = 11 T1 VA rl = 1.127in FAr2:= r2 = 1.127 in r:=min(rl,r2) r= 1.127in K:= 1.0 pinned -pinned L:= 6696 -mm L= 263.622 in KLr := K—L Ur = 233.85 r QAE17 REV 8196 Manly ENGINEERING SERVICES, INC, Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 37 of 55 Elastic Critical Buckling Stress n2•E Fe:- 2 Fe = 5 ksi KLr F X:= Y X = 6.649 Fe Flexural Buckling Stress Fcr:= if(Fe > 0.44•17y,0.658X•FY10.877•FY) Fcr = 31.572ksi 6ax = 5.014ksi aax < Fcr OK Tension (AISC 360-D2) - assume force can act in either direction n t := 1.67 F Fa := Y Fa = 21.557ksi n 6ax = 5.014ksi (Tax < Fa OK R�n� Cnlirr iFlonnr.��ll .. 4ii7 Figure 6 QAE17 REV 8196 ■■//■ G ON: on Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9f ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 38 of 55 Ram Splice (Flanged) - Dwg. 3402 Channel section w/ flanges 2 I tj 21 - Dimensions: b := 77•mm+ 12 -mm d:= 87 -mm - 12• mm bf := 50•mm t:= 6 -mm tw := 6• mm t f := 6- mm Area: A :=t•b + 2•tw'd + 2•bf•tf Tension: F:= Fax F aax := A Allowables: For A-36 structural steel F := 36• ksi E:= 30.106• psi b = 3.504 in d = 2.953 in b f = 1.969 in t = 0.236 in tom, = 0.236in t f = 0.236 in A = 3.153 int F = 13789lbf 6ax = 4374psi QAE17 REV 8196 Maxon JUNE SIM 4W Lei Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9F ompson Technology Checked Date: Project No.: AES 07076530-5 Title: IBC Wind Analysis for Solar Panel Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 39 of 55 Tension (AISC 360-D2) - assume force can act in either direction Sgt := 1.67 F Y Fa:- Fa = 21.557ksi Sgt 6ax = 4.374ksi 6ax < Fa O K Compression (AISC 360-E3) Limiting width thickness ratio FYEXp:= 1.12• X = 32.332 Xr := 140• F Xr = 4.041 x 103 V Y d = 12.5 d < p COMPACT t t Radii of gyration about central axes: I rl :_ r1 = 1.053in A I r2:= A r2 = 1.053 in F r:= min(rl,r2) r = 1.053 in K:= 1.0 pinned -pinned L:= 200• mm L = 7.874 in KLr := K—L KLr = 7.479 r Elastic Critical Buckling Stress _it.E Fc- Ur2 Fe = 5294ksi F _ X:= Y X=6.8x 10 3 Fe QAE77 REV 8196 NAPTECHI ENGINEERING SERVICES, INC, Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 cif ompson Technology Checked Date: Project No.: AES 07076530-5 Title: IBC Wind Analysis for Solar Panel Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 40 of 55 Flexural Buckling Stress Fcr := if(Fe > 0.44FY10.658X•FY10.877•FY) Fcr = 35.898ksi aaX= 4.374ksi aaX < Fcr OK Shear in Bolts (M20x2.5x120) - AISC 360-G4 for minimum grade (4.6) low or medium carbon steel FY := 240•MPa FY = 34.809ksi A:= 245.mm2 A = 0.38in2 There are four bolts, with two shear planes per bolt, therefore — F:=F 4 T := F r = 9077psi A CV := 1.0 06-F • C� Y Vn := Vn = 12.506ksi i < Vn OK nV Bearing Strength at Bolt Holes - AISC 360-J3-10 n := 2.0 L := 25 -mm — 21 -mm clear distance between edge of hole & edge of material C 2 FU := 58•ksi for A36 steel Rn := 1.5•Lc•t•FU Rn = 117321bf F = 34471bf F < Rn OK QAE17 REV 8196 ■■■■■ nu■Nai IN Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 41 of 55 -Beam - Dwg. 3483 Dimensions: Wide -flange beam with equal flanges b:= 100•mm b = 3.937in 2 t:= 5 -mm t = 0.197 in b f tom, := 4 -mm tw = 0.157in d = 150•mm— 2-t d = 5.512 in t w Y1 Area:1 + 1 1 A := 2•b•t + tw'd A = 2.418in2 Distances from centroid to extremities: t YJ := d + t 2 y1 = 2.953 in Z Y2 b Y2:= 2 Y2 = 1.969 in Moments of inertia: 3 (b - Q -d 1 := b•(d + 2•t)3 - 1 12 12 I1 = 14.831in4 3 b3,t tw 'd _ 6 + 12 4 12 = 2.004 in Plastic section moduli: 2 w4 Z1 := + b+(d + t) Z1 = 5.62in3 2 t 2.d t w bb— Z2:= + Z2 = 1.56 in 2 4 Forces will be transmitted to the I-beam from the drive bearing pin. From the analysis of the ram shaft, the vertical force on the I-beam is: F:= 1379•lbf QAE17 REV 8/96 unm c :0001FA uu■ Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 42 of 55 The I-beam will act as a continuous beam, and assuming that the force is applied at the worst location (at the center of the span) the moment is: L:= 7-m L = 275.591 in M :=F. L M = 95010in•lbf 4 The moment acts in the strong direction on the beam (axis 1), so C := y 1 c = 2,953 in 1 := 11 1 = 14.831 in S:= I S = 5.023 in c Z := Z1 Z = 5.62in3 "bend :_ M•c abend = 18916psi Shear: t := F t = 570psi A Allowables: For A-36 structural steel F := 36•ksi E:= 30.106•psi Bending (AISC 360-F2) S2 b := 1.67 Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M :_ "bend ' S M = 95010 in.lbf F •Z Mn := Y Mn = 121156in•lbf M < Mn OK nb QAE17 REV 8196 M11PTICKI FNr;INFFRING SERVICES. INC. Calculation No.: AES -C-6530-2 Made JAG Date 19 OCT 07 o Cmpson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 43 of 55 Also check lateral -torsional buckling: Radii of gyration about central axes: Frl :_ rl = 2.477 in I r2:= r2 = 0.91 in A r:= min(rl , r2) r = 0.91 in Lb := 3.5•m Lb = 137.795 in LP 1.76•r•Lp = 46.252in F its 1 d its = 2.853 in 42-S Lr:= ".rts•Lr = 309.212in [�.7-Fy LP < Lb < Lr 46.252 < 137.795 < 386.516 Cb := 1.0 M := FY•Z �Lb �L`p� Mn := Cb M — (Mp — 0.7•FY•S)• (Lr — i ) Mn = 1.75957in•lbf M = 95010in•lbf M < Mn OK QAE17 REV 8196 Calculation No.: AES -C-6530-2 Made JLG The throat dimension is equal to Date 19 OCT 07 o 9mpson Technology Title: IBC Wind Analysis for Solar Panel Checked t = 0.042in };; A.. Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 44 of 55 is the distance between supports L:= Lb L=3.5m L= 137.795 in The capacity of each weld is Shear (AISC 360-G2) V = 744241bf The applied shear force is S2 v := 1.67 kv := 1.2 1.10• kv• F = 34.785 d = 28 1.37• kv• F = 43.323 Y Y 28 < 34.785 CV := 1.0 0.6-F • Cv Y Vn := Vn = 12.934ksi n v Shear in Fillet Welds (AISC 360-J2) The I -Beam is fabricated as a built-up section (flanges welded to the web). The nominal fillet leg length is 2 mm. For conservatism, assume w:= 1.5• mm w = 0.059 in The throat dimension is equal to IA t+l S�ttj Y t :_ w t = 0.042in };; A.. ...... .. Assuming that the weld metal matches the base metal properties, the allowable stress/length of the weld metal is (from above) V�� := Vn•t Vw = 540.107lbf in Assume the effective length of the weld is the distance between supports L:= Lb L=3.5m L= 137.795 in The capacity of each weld is V:= Vim,• L V = 744241bf The applied shear force is F = 13791bf F < V OK QAE17 REV 8196 !!!o "31Tt11113�71�� � , Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 45 of 55 -Beam Splice Plates - Dwg. 3344 Flat rectangular plates 2 Y2�+- T E 4, i Y1 Vb-4 Dimensions: d:= 120mm d = 4.724 in b:= 5mm b = 0.197in Area: A := b -d A = 0.93in2 Tension: The axial force in the I -Beam will be shared between two splice plates F:= F F = 690 lbf 2 °ax := A 6ax = 741 psi Allowables: For A-36 structural steel F := 36•ksi E:= 30.106• psi Tension (AISC 360-D2) f2 t := 1.67 F Y Fa := Fa = 21.557 ksi nt6 OK ax = 0.741 ksi 6ax � Fa WAC -1 REV 8196 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: AES 07076530-5 Title: IBC Wind Analysis for Solar Panel Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 NIA 46 of 55 Compression (AISC 360-E3) - assume force can act in either direction r1 c := 1.67 F Y Fa := Fa = 21.557ksi C2 6ax = 0.741 ksi aax < Fa OK Shear in Bolts (WW.U120) - AISC 360-G4 for minimum grade (4.6) low or medium carbon steel F := 240• MPa F = 34.809ksi A:= 245.mm2 A = 0.38in2 t := F r = 1816psi A CV := 1.0 06-F • C� y Vn:— Vn = 12.506ksi T < Vn OK S2 v Bearing Strength at Bolt Holes - AISC 360-J3-10 n := 2.0 L := 50. mm — 552T clear distance between edge of LC hole & edge of material 2 Fu := 58• ksi for A36 steel Rn := 1.5•Lc•t•Fu Rn = 32181bf F = 6901bf F < Rn OK QAE17 REV 8196 Calculation No.: AES-C-6530-2 Made JLG Title: IBC Wind Analysis for Solar Panel Checked Tracker Assembly, Supports, and Drive Revision No.: Mechanism for 90 mph Wind Speed 0 -Beam Alignment Pins - Dwg. 3391 Hollow circle � Ni/R Yt � r i' Dimensions: i R:= 27mm R = 1.063 in s Ri := 9mm Ri = 0.354 in l Area: A := n•(R2 — Ri2) A = 3.155in2 Shear Force: The axial force in the I -Beam slice plate will be shared between four aligment pins F:= F F = 172Ibf 4 F t = 55 psi A Allowables: For A-36 structural steel F := 36• ksi E:= 30.106 -PSI Shear (AISC 360-G2) 0v := 1.67 kv := 1.2 Cv := 1.0 0.6-F • CY Vn := y Vn = 12.934ksi T < Vel nv Date19 OCT 07 Di% ompson Technology Date: Project No.: AES 07076530-5 Document Control No.: Sheet No.: N/A 47 of 55 OK QAE17 REV 8/96 ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JL Date 19 OCT 07 9 ompson Technology Checked Date: Project No.: AES 07076530-5 Title: IBC Wind Analysis for Solar Panel Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 48 of 55 Alternate I -Beam - DWg. 3605 (JIS 148x100) Dimensions: Wide -flange beam with equal flanges b:= 100 -mm b = 3.937in 2 t:= 9 -mm t = 0.354in b t tom, := 6 -mm tw = 0.236in d :_ 148• mm - 2•t d = 5.118 in t i1 w Area: 2 1 ♦1 Ed A := 2•b•t + tw*d A = 3.999 in Distances from centroid to extremities: t y1:=d+t 2 y1=2.913in i2 b Y2:= 2 Y2 = 1.969 in Moments of inertia: 3 _ b•(d + 2•t)3 (b - tw)•d 11 12 12 II = 23.557in4 3 63•t tw 'd _ 12 : 6 + 12 I2 = 3.609 in Plastic section moduli: 2 Zl •= tw,d + b•t•(d + t) Z1 = 9.181in3 4 2 t Z.d bb—t w 2.817in3 Z2 := + Z2 = 2 4 Forces will be transmitted to the 1 -beam from the drive bearing pin. From the analysis of the ram shaft, the vertical force on the I-beam is: F:= 1379•lbf QAE17 REV 8196 MAPTE01 ENGINEERING SERVICES, INC. Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9F ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 1 49 of 55 The I-beam will act as a continuous beam, and assuming that the force is applied at the worst location (at the center of the span) the moment is: L:= T m L = 275.591 in M := F• L M = 95010 in• ibf 4 The moment acts in the strong direction on the beam (axis 1), so c:=yi c=2.913in 1:= I1 I = 23.557in4 S. I S = 8.086in3 c z:= Z1 Z = 9.181 in "bend := M�Ic "bend = 11750psi Shear: T := F T = 345 psi A Allowables: For Q235 structural steel F := 235• MPa E:= 30.10 • psi Bending (AISC 360-F2) n b := 1.67 Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M := "bend -S M = 95010in•lbf F •Z Mn := y Mn = 187380in•lbf M < Mn OK K2b QAE17 REV 8/96 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 oi�iiompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 50 of 55 Also check lateral -torsional buckling: Radii of gyration about central axes: Frl :_rl = 2.427in I2 r2:= r2 = 0.95 in r:= min(rl , r2) r = 0.95 in Lb := 3.5•m Lb = 137.795in FFE Lp1.76r Lp = 49.607in its:= 1 d its = 2.73 in 2•S Lr := n•rts L�. = 304.177in 0.7 FY F LP < Lb < Lr 46.252 < 137.795 < 386.516 Cb := 1.0 M := Fy•Z Mn:=Cb Mp—(Mp-0.7•Fy•S)•tLr-LP) Mn = 271351 in•lbf M = 95010in•lbf M < Mn OK QAE17 REV 8196 MRPTECENGINEERING SERVICES, Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 ci�Fiompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 51 of 55 Shear (AISC 360-G2) Q v := 1.67 kv := 1.2 1.10Fkv—'= 35.749 d = 14.444 1.37• kv E = 44.524 t FY 28 <34.785 CV := 1.0 0.6•F Y* Cv Vn := V11 = 12.246ksi �v T = 0.345 ksi t < Vn OK QAE17 REV 8/96 Calculation No.: AES -C-6530-2 Made JAG Date 19 OCT 07 9f ompson Technology Checked Date: ProjeAES 07076530-5 Title: IBC Wind Analysis for Solar Panel Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 52 of 55 Alternate I -Beam Splice Plates - Dwg. 3607 Flat rectangular plates 9 Dimensions: d:= 120mm d = 4.724 in b := 4mm b = 0.157 in Area: A := b•d A = 0.744in2 Tension: The axial force in the I -Beam will be shared between two splice plates — F:=F F = 6901bf 2 6= F ax* A ax = 927 psi Allowables: For A-36 structural steel FY := 36• ksi E:= 30.106•psi Tension (AISC 360-D2) Qt := 1.67 FY Fa := Fa = 21.557 ksi fitOK (Tax = 0.927 ksi aax < Fa REV 8/96 ■00nus 08■ ,xl ,, ro 500.5 0000■■■ Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9F ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 53 of 55 Compression (AISC 360-E3) - assume force can act in either direction 92 c := 1.67 F Y Fa := Fa = 21.557ksi Qc 6ax = 0.927ksi 6ax < Fa OK Shear In Bolts (M20) - AISC 360-G4 for minimum grade (4.6) low or medium carbon steel FY := 240•MPa FY = 34.809ksi A:= 245• mm2 A = 0.38 int T := F F T = 181.6psi A CV := 1.0 06-F • C� Y Vn:— Vn = 12.506ksi T < Vn OK nV Bearing Strength at Bolt Holes - AISC 360-J3-10 E2 := 2.0 LC := 50. mm — 22• mm clear distance between edge of hole & edge of material 2 Fu := 58•ksi for A36 steel Rn := 1.5-Lc•t•Fu Rn = 473321bf F = 6901bf F < Rn OK QAE17 REV 8/96 Ho Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9F ompson Technology Checked Date: Project No.: Title: IBC Wind Analysis for Solar Panel AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 54 of 55 I -Beam Support Column - 4" Sch 40 Pipe Dimensions: OD := 4,5• in t := 0.237. in Hollow C ylinder OD R:= R = 2.25 in Ri := R — t Ri = 2.013 in Ri/R yt Area: A:= 7r•(R2 — Ri2) A = 3.174in2 Distance from centroid to extremities: y:=R y=2.25 in c:=y Moment of Inertia: 1:= 4 •(R4 — R4) 1 = 7.233in4 Plastic section modulus: Z:= 1.333•(R3 — Ri3) Z = 4.31 in The columns are spaced 11.5 feet apart, and are 27" high. The rows of solar panels are spaced 7 meters apart 7• in = 22.966 ft h := 27• in Therefore, there are two columns for every row of panels, All of the loads due to the applied moment are reacted out internally within the ram shaft and I beam. Therefore, the only loads on the columns are the horizontal and vertical loads, and the loads defined on sheet 2 are distributed over two columns. Axial Force: P:= 2 •(D + W v) P = 871 lbf compression (wind load down) 6aX := P aax = 274 psi A Bending: M t .Wh•h M = 26522in•lbf 2 "bend := M•c I abend = 8251 psi QAE17 REV 8/96 Calculation No.: AES -C-6530-2 Made JLG Date 19 OCT 07 9 ompson Technology Title: IBC Wind Analysis for Solar Panel Checked Date: Project No.: AES 07076530-5 Tracker Assembly, Supports, and Drive Revision No.: Document Control No.: Sheet No.: Mechanism for 90 mph Wind Speed 0 N/A 55 of 55 Shear: F:= i• W h F= 9821bf 2 2 := F i = 309psi A Ailowables: For A-36 structural steel F := 36• ksi E:= 30.106 psi Tension (AISC 360-D2) 92t:= 1.67 F Y Fa := Fa = 21.557ksi K2 aax = 0.274ksi 6ax < Fa OK Bending (AISC 360-F8) n b := 1.67 Criteria apply if D/t < .45 E/F y OD = 18.987 .45• E = 375 t F Yielding Criterion is based on plastic section modulus, so convert bending stress back into moment: M := 6bend . S M = 26522 jn• lbf F Z Ma := y Ma = 92919in•lbf M < Ma OK nb QAE17 REV 8196 BUTTE COUNTY FEB 2 2 2.3"08 DEVELOPMENT SERVICES THE NEW VALUE FRONTIER mono KYO[Elld ...i i ' HIGH EFFICIENCY MULTICRYSTAL�' it s PHOTOVOLTAIC MODULE ,a ��� , r ' ' 7, ., .r... . f TED .LIS _ HIGHLIGHTS of { KYOCERA PHOTOVOLTAIC MODULES` Kyocera's advanced cell processing technology Y /,,41 � r and automated production facilities produce a highly efficient x multicr stal photovoltaic module. The conversion efficiency Y of the Kyocera solar cell is over 16%. u F a These cells are encapsulated between a tempered glass cover and a pottant with back sheet to provide efficient protection from the severest environmental conditions. The entire laminate is installed in an anodized aluminum frame to provide structural strength and ease of installation. II ! Equipped with plug-in connectors. APPLICATIONS KC20OGT is ideal for grid tie system applications. I' r Residential roof top systems Water Pumping systems s • Large commercial grid tie systems • High Voltage stand alone systems • etc. I QUALIFICATIONS ;I..I • MODULE: UL1703 certified • FACTORY: IS09001 and ISO 14001 QUALITY ASSURANCE Kyocera multic stat photovoltaic modules have passed the followingtests. Y ry 0 Thermal cycling test • Thermal shock test • Thermal / Freezing and high humidity cycling test • Electrical isolation test * Hail impact test 0 Mechanical, wind and twist loading test 0 Salt mist test • Light and water exposure test •Field exposure test LIMITED WARRANTY X 1warran ear limited on material and workmanship Y warranty v X20Y ears 11mlted warranty P on ower outP P ut: For detail, lease refer to "category IV" in Warranty issued by Kyocera 'f s exhibits ower output of less than 90 % of the original minimum rated ower specified at the time of sale within < b output warranty shall warrant i PV Module e Ty (Long term ou pu wa ty O p p 9 P P 1 ears and less than 80% within 20 ears after the date of sale to the Customer. The ower output values shall be those measured under Kyocera's standard 0 Y Y P. P measurement conditions. Regarding the warranty conditions in detail, lease refer to Warranty issued by Kyocera) 9 9 ty P tY ELECTRICAL CHARACTERISTICS ' Current -Voltage characteristics of Photovoltaic Current -Voltage characteristics of Photovoltaic P Module KC20OGT at various cell temperatures Module KC20OGT at various irradiance levels < + Y a. # 3 w 0-v �®moi® i SPECIFICATIONS I e KC20OGT I ® Physical Specifications Unit: mm(in.) 990 (39.Oin.) 36 (1.4in.) 946 (37.2in.) 22 (0.9in.) 22 (0.9in.) Ln vin (V � , I ' an G c_ to . v .0_C\1 .- v t i <' _CSI t l I ) , 36 .4in. ® Specifications ® Electrical Performance under Standard Test Conditions ('STC) ® Cells P Maximum Power ( max) - 200W (+toi/ Si) Number per Module 54 Maximum Power Voltage (vmpp) 26.3V Maximum Power Current (Impp) 7.61A ■ Module Characteristics Open Circuit Voltage (Voc) 32.9V Length x Width x Depth 1425mmi56.2in)x990mm(39.0in)x36mm(1.4m) Short Circuit Current 0sc) 8.21A Weight 18.5kg(40.7lbs.) Max System Volta e 600V mm 28.31n . 180 0mm(70.9in Cable (+l 720 ) e r t re Coefficient of Voc TemPau -1.23x10_1 V/ C _ ' nt f Isc Tem erature Coefficient o 3.18x10-3 A/ C ®Junction Box Characteristics 'STC: Imdianee 1000W/rn , AM1.5 spectrum, module temperture 25'C Length x Widthth x Depth 113.6mm 4.5io1x76mm 3.Oin x9mm 04in1 ■ Electrical Performance at 800W/m2, NOCT, AM1.5 IP Code IP65 Maximum Power (Pmax) 142W Maximum Power Voltage (Vmpp) 23.2V Reduction of Efficiency under Low Irradiance ® Re Y Maximum Power Current Ompp) PP 6.13A o Reduction 7.8/o Open Circuit Voltage (Voc) 29.9V m2 (module temperatureerature 25CReduction of efficiency from an irrandiance of 1000W/m2 to 200 h rt Circuit Current (Isc) So • 6.62A NOCT (Nominal Operating cell Temperature) :47C - Please contact our office for further information KY01ERa � KYOCERA Corporation P ■ KYOCERA Corporation Headquarters • KYOCERA Asia Pacific Pte. Ltd. CORPORATE SOLAR ENERGY DIVISION - 298 Tiong Bahru Road, #13-03/05 Central Plaza, Singapore 168730 6 Takeda Tobadono-cho Fushimi-ku, Kyoto - - TEL:(65)6271-0500 FAX:(65)6271-0600612-8501, Jaan - TEL:(81)75-604-3476 FAX:(81)75-604-3475 -- • KYOCERA Asia Pacific Ltd. - http://www.kyocera.00m - - Room 801-802, Tower 1 South Seas Centre, 75 Mody Road, • KYOCERA Solar, Inc. TLtsoi East, Kowloon, Hong Kong TEL:(85(852)2-7237183 FAX:(852)2-7244501 7812 East Acorns - • KYOCERA Asia Pacific Ltd. Taipei Office p '. 0Drive Scottsdale, AZ 852660, USA- TEL: 1O 480-948-8003 or (800)223-9580 FAX:(1)480-483-6431 - - 10 FI., No.66, Nanking West Road, Taipei, Taiwan http://www.kyocerasolar.com - TEL;(886)2-2555-3609 FAX:(886)2-2559-4131. • Brasil Ltda. KYOCERA Solar do • KYOCERA Tianjin Sales & Trading Corporation KYOCERA(Tianjin) ) 9 P Av. Guignard 661, Loja A - 22790-200, Recreio dos Bandeirantes, Rio de Janeiro, Brazil 19F, Tower C HeOiao Building 8A GuangHua Rd., - - Chao Yang District, Beijing 100026, China TEL:(55)21-2437-8525 FAX:(55)21-2437-2338 TEL:(86)10-6583-2270 FAX:(86)10-6583-2250 httP ://www.kyocerasolar.corn.br - KYOCERA Solar Pty y Ltd. Level 3, 6-10 Talavera Road, North Ryde - - - N.S.W. 2113 Australia - - - TEL: 61 2-9870-3948 FAX: 61 2-9888-9588 O - http://www.kyacerasolar.com.au/- • KYOCERA Fineceramics GmbH Fritz Muller strasse 107, D-73730 Esslingen, Germany TEL: (49)711-93934-917 FAX: (49)711-93934-950 http://www.kyocerasolar.de/ - - Kyocera reserves then ht to modify thesespecificationswithout notice i LIE/109M 703 -SAG KM 4, s.: ... to GRID -TIED INVERTERS FOR PHOTOVOLTAIC SYSTEMS Light Weight At 42 lbs, the FRONIUS IG inverters are the lightest grid -connected More Energy i Lower Cost LCD Display Powerful Reliable Warranty inverters making them both easy and cost-effective to install. MIXTm Concept allows your system to output more energy under part -load conditions. Integrated UL approved DC & AC disconnects which reduce installation time and complexity - often eliminating the need for additional disconnects. User-friendly and comes standard with every FRONIUS IG; tracks more than 20 critical system performance parameters. At 4000, 4500 and 5100 watts, these inverters deliver more power output for higher performance installations. Fronius has been in business for over 60 years and has more than 200,000 FRONIUS IG inverters installed worldwide. 10 year Premium Warranty. rai POWERING YOUR FUTURE Distributed by Fronius USA LLC D Solar Electronic Division 10421 Citation Drive Suite 1100 Brighton, Mi 48116 Phone: 810-220-4414 Fax: 810-220-4424 E -Mail: pv-us@fronius.com o www.fronius-usa.com M N O O O O O V i 'DC Input Data , , ��"' FRONIUS-1G 4000 ..... >'FRONIUS IG 5100 " FRONIUS fG4500-LV,; Recommended PV power 3000 - 5000 Wp 4000 - 6300 Wp 3600 - 5500 Wp Max. DC input voltage 500 V 500 V 500 V Operating DC voltage range 150 - 450 V 150 - 450 V 150 - 450 V Max. usable DC input current AC' Out" ut Data ;. ,`, .` 26.1 A 33.2 A 29.3 A FRONIUS IG 4000 � ,.-' FRONIUS IG 5100 ; - FRONiUS IG` 4500 -LV — ' Maximum out put ower @40° C pp 4000 W 5100 W 4500 W Nominal AC output voltage 240 V 208 V Utility AC voltage range 212 - 264 V (240 V +10%/-12%) 183 - 227 V, Maximum AC current 16.7 A 21.3 A 21.6 A Maximum utility back feed current 0.0 A 0.0 A 0.0 A Operating frequency range 59.3 - 60.5 Hz (60 Hz nom) Total harmonic distortion <5% a Power Factor (cos phi) 1 e General Data ,- ' ... FRONIUS IG 4000 FRONIUS IG 5f00 FRONIUS IG 4500 -LW o .i Max. efficiency 95.2 % 95.2 % 94.4 % Consumption in stand-by < 0.15 W (night) Consumption during operation 15 W _ Enclosure NEMA 3R Size (Ixwxh) 28.4 x 16.5 x 8.8 in (720 x 418 x 223 mm) Weight 42 lbs. (19 kg) Ambient temperature range -5 to 122 °F (-20 to +50 °C) Cooling controlled forced ventilation 3 Integrated DC and AC disconnects standard UL approved DC & AC disconnects Protections;,_. Ground fault protection Internal GFDI, in accordance with UL 1741 DC reverse polarity protection Internal diode _ Islanding protection Internal, in accordance with UL 1741, IEEE 1547 _ Over temperature Output power derating Y .3 Surge Protection Compliance Internal DC & AC protection, Tested to 6 kV ° e Safety UL 1741 & EMI FCC Part 15; Class A B _ Anti-Islanding protection UL 1 741 IEEE 1547 �r Ground fault detector and interrupter Compliant with NEC Art. 690 requirements, UL 1741 a Miscellaneous� Maximum AC over current protection Two -pole, 30 A circuit breaker a AC wire sizing Use maximum AWG 6 194°F (90 °C) copper wire DC wire sizing Use maximum AWG 6 194°F (90 °C) copper wire _ AC disconnect 32 A DC disconnect 40 A e j Warranty 10 year Premium Warranty is Standard Y Distributed by Fronius USA LLC D Solar Electronic Division 10421 Citation Drive Suite 1100 Brighton, Mi 48116 Phone: 810-220-4414 Fax: 810-220-4424 E -Mail: pv-us@fronius.com o www.fronius-usa.com M N O O O O O V i ¥_ CHANNEL NUTS & HARDWARE ;. . ���__ ____ , :. .......... . E. RESISTANCE TO SLIP )k '»al�»33 . . >\� _ . . §9 « / §4 ( \k) 5 \§ { . /«Resistance to gP: . ? 2 of Channel Nut 50 Reference page kfor general &.a standard finis,s cc_. 00 COOPER B Bn CHANNEL NITS & HARDWARE C '�A�O➢!pY' r9sftV.9:S:c1LH5YN��'aY%#t:5u':fif..roX:W'xrNa:::re..:.a:.:i>ih.�r:<,..,t_.:.:::::::....::..:..:.:....:.. .... , .. PULL-OUT S'T'RENGTH -With Safety Factor of 3 -Maximum pullout strength for B I 1 & B 12 channels is limited to 1500 lbs. (6070 N). COOPR B -Line 118-32 N221, N221 WO,N521 200 890 200 890 200 890 N721,TN221 #10-24 N222, N222WQ, N522 250 1110 250 1110... 250. 1110 ,N722, TN'222 1110-32 N227, N227W0, N527 250 1110 250 1110 250 1110 N727, TN227 t/4"-20 FN224, N224' N224WQ, N524, N724, 450 2000 450. ' 2000 ': `. 450. ," •;2000 TN224, BFN-6, BMS -6, BMT -6 s/at" 18 N223, N223WO, N523, N723, TN723 750 3330 750 3330 750 3330 BFN-8, BMS -8, BMT 8 „- 3/8"-16 16 FN228, N228, N228WO, N528, 1100 4890 1000 4450 1000.':.. 4450 N728, TN228, BFN-10, BMS -10, BMT -10 7/1611-14 /16„}4 N226, N226WO, N526 1500 6670 1200 5340 1000 4450 N726, TN226 `' N225, N225W. O N725, TN225, 2000 8900 .. 1400 6230 1000 4450 t/2"-13 $ MS -D42, B1VIT D-12 . N525, N525WO, TN525, BMS -12, BMT -12 1500 6670 -1400 6230 :::1000 4450 5/811-11 N255, N255WO, N755, TN255 2000 8900 1400 6230 1000 4450 N555, N555WO 1500 6670 1400 6230 1000 4450 3/a„-10 N275, N275WO, N775 2000 8900 1400 6230 1000 ' 4450 ` N575, N575WO 1500 6670 '1400 `6230 1000 4450 7/8"-9 N278, N278WO, N778 I500 6670 1400 6230 1000 4450 Pull -Out Strength of Channel Nut 1 roam n Reference page 44 for general fitting and standard finish specifications. d U = ;. N SELECTION CHART for Channels, Materials and Hole Patterns The selection has been prepared to provide a reference for available channel, materials and hole patterns. Material types available for various hole patterns are defined by numbers I thrti 4. Same stainless steel channels with hole patterns are available on special order only. *Metric equivalent for thicknesses shown in chart. **j - Steel 12 Ga. = 2.6 nnn 18 Ga. = 1.2 nvn - Aluminum 14 Ga. = 1.9 min .105 = 2.6 min 3 - Type 304 Stainless Steel 16 Ga. - 1.5 mm Aho = 2.0 min 4 - Type 316 Stainless Steel Properties may vary due to commercial tolerances of the material. t BK style channel available in four (4) channel sizes and one (1) hole pattern only. (Example BK22H 112) Reference page 14 for general fitting and standard finish specifications. za< dro:: L 15 Channel Part Numbering Example: B22 SH SS4 120 Channel Type Hole Patterns Material/Finish Length B I 1 SH (pg. 40) GRN 120 B12 S (pg.40) GALV 240 B22 t 1-1178 (pg. 40) 1IDG B24 t TH (pg. 41) YZN B26 K06 (pg. 4 t) SS4 B32 SHA (pg. 41) SS6 B42 S58 (pg. 42) AL B52 t M (pg. 42) B54 t 1125 (pg, 43) B56 H112 t (pg. 42) B62 * Leave blank for no hole pattern B72 E7016 t BK style channel available in four (4) channel sizes and one (1) hole pattern only. (Example BK22H 112) Reference page 14 for general fitting and standard finish specifications. za< dro:: L 15 00 B22 CHANNEL COOPER B -Line — �'} "'tiS112bb19NdaffiHK rrync..sxw�vsumKt�'xrs.:YstH.:;:::N^�r..•ii::..:.:...,:...•.a:...:...t):...i:ii... :.:.:..:.... ..... .. .. B22 _ -Thickness: 12 Gauge (2.6 mm) -Standard lengths: 10' (3.05 in) & 20' (6.09 m) -Standard finishes: Plain, Dura -Green, 1're-Galvanized, w ,; Hot -Dipped Galvanized, Stainless Steel Type 304 or 316, Aluminum z 3 -Wei ht: 1,90 1 6s./Pt. (2.83 kg/m} 1518" R 3J8 (41.3) 3/8" (9.5 sc 'j V (9.5) 7/8" (22.2) `3132„ (7a) 1518 X Y X (41.3) 7252 (18.4) d B22 1.910 (2.84) .562 (3.62) .1912 (7.96) .2125 (3.48) .583 (1.48) 2399 (299} ,2953 (4.84) 653 0 B22A 3.820 (5.69) 1.124 (725) .9732 {40.Si) .5989 (9.81) 931 (2.36) 4798 (19.97) .5905 (9.G8) 653 (3.66) d B22X 6.649 (9.89) .956 (12.62} 4.1484 (172.b1) 1.7019 (27.89) 1.456 (3.70) 1.1023 (45.88) 1.2027 (19.71) .751 (191) u Calculations of section propenies are based on metal tbickiimws as determined by Ilse A1Sl Cold-1-onned Steel Design Vtnnttal. I? 20 Reference page 14 for general fitting and standard finish specifiications. )r i Based on simple beam condition using art allowable design stress of 25,000 psi (172 MPa) in accordance with .\4[;MA, with adequate lateral bracing (see page I 1 for further explanation). Actual yield point of cold rolled steel is 42,000 psi. 7b determine concentrated load capacity at mid span, multiply uniform load by 0.5 and corresponding deflection by 0.8. *Failure detemtined by weld shear. Reference page 14 for general fitting and standard finish specifications. q.. B22 2610 (11610) 014 (.35)2610 (11610) 2610 (11610)" 12 (305) B22A 2610* (11610) .002 (.05) 2610* (11610) 2610* (11610) B22X 5790* (25755) .001 .02) 5790* (25755) 5790* (25755) B22 ' 2269 ' (10093) ` .031. (.79) 2269 (10093) 2269 "`. :(10093) 1$ (457) B2ZA2610* ': pI6.10).. 007 .: (.18) 2.610* (11610) " 2610* (11610) '.. B22X 5790* (25755) :003 "'" '" "(07) 5790* `' " (25755) 5790"` 25755 B22 1702 (7571) .056 (1.42) 1702 (7571) 1702 (7571) 24 (609) B22A 2610* (11('10) .017 (.43) 2610* (11610) 2610* (11610) B22X 5790* (25755 .008 ,20) 5790* 25755 5790* (25755) `:.,B22 1361 ;. ':',(6054). •:. ::087, . ; (2.2.1) . ..13.61 .: ; .'(6054) '". :.'1294 :: . (5.756) : : 30 (762') .: B22A " '2610* (1)610} 033." '(,84) "2610* :.' (11610),. 2610* '•.: ,(11610).: B22X 5790* ' 25755 017 73 5790* " 25755 "" 5790* 25755 " B22 1135 (5049) .126 (3.20) 1135 (5049) 899 (3999) 36 (914) B22A 2610* (11610) .057 (1,45) 2610* (11610) 2610* (11610) B22X 5790* (25755) .029 (.73) 5790* (25755) 5790* (25755) :B22 ::: .:972 ,',; ,. (4323)..: 1.:172 (4.37) 972 -.(4323} : ":; 660. =".`. '`{z936) ;. g2 :(1067) .. B22A 2610*.: .(11610): ..'.091. ;.12.31) 2610*. '(11610):.` B22X 5790* `` ' 5755 '' '°:046 " '(1.17) 5790* ' ` 25755 `5790* ' ?25755) B22 851 (3785) ,224 (5.69) 758 (3372) 505 (2246) 48 (1219) B22A 2405 (10698) .125 (3.17) 2405 (10698) 2405 (10698) B22X 5790* 25755 .068 1.73) 5790* (25755) 5790* 25755) B22 756 ". (3363) . :284 • (7.21.) `.599 (2664) :. 399 (1775} 54. (1371) ., B22A':*-.. 2138 . • '. (9510) :158 '{4.01) , 2138 (9510) .. 2024 ; , :(9003) .: B22X 5790* 25755 :097 {2.46 ,: 5790* {25755 5790* ` 25755 B22 681 (3029) .351 (8,91) 485 (2157) 323 (1437) 60 (1524) B22A 1924 (8558) .195 (4.95) 1924 (8558) 1640 (7295) B22X 5645 (25110) .130 (3.30) 5645 (25110) 5645 (25110) _... B22 619 (2753}._. ..424':. .(10.77) '401 (178a) ."", 267 ... `" :(1187) 66 : (1676) : B22A 1749 :. , (7780). :236 .'. (5.99) .l 749 ;(7780) ": 1355 ,; .;(6027) 1a22X `5132 (22828) .158: 4:01 5132 22828 5132 '(22828 B22 567 (2522) :505 (12.83) 337 (1499) 225 (1001) 72 (1829) B22A 1603 (7130) 281 (7.14) 1603 (7130) 1139 (5066) B22X 4704 (20924) .188 (4.77) 4704 (20924) 4704 (20924) .`B22 524 (2331} :593 .'; (15.06) : 287 " ' (1276) `.: ,:.191 ' ': ti (849) „ 78 . (1981} ... B22A 1480 .,. (6583) 330. "; (8,38) " ]455 "' ' (6472) .:. 970:: ' `{4315) `B22X 4342 "' 19314) .220 ' '(5,59) `4342 19314 4270 `18994) B22 486 (2162) .687 (17.45) 248 (1103) 165 (734) 84 (2133) B22A 1374 (6112) .383 (9.73) 1255 (5582) 837 (3723) B22X 4032 17935) .255 (6.48) 4032 (17935) 3682 16378 B.22 : 454.(2019) .,7$9.' (20.04) 216 ":. (961) 144 (640) ... 90 , (2286) B22A 1283. {5707) , 440. (11.17) "; 1093 . (4862) ' ;' :.729 ... B22X 3763 (16738):293 7.aa 3763 (16738 3207 14265 B22 425 (1890) .898 (22.81) 190 (845) 126 (560) 96 (2438) B22A 1202 (5347) .500 (12.70) 961 (4275) 640 (2847) B22X 3528 (15693) .334 (8.48) 3528 (15693 2819 (12539) B22 ..:. . ` ' "400: ` ' , (1779) .1.013., .. :(25.73) • " ::I6$ :...: (747) : , 112 ; . `' "; (498) ..'. 102: "' ;"(2591) .', B22A 1132 , : .,(5035}: 565 ., .:(14.35} 851 `(3785) :. 567 ' ' ":(2522) .. B22X 3320 "" ' 14768 '.377 (9.57 3324 (147Gs} `2497 nlo7) 822 378 (1681) 1.136 (28.85) I50 (667) 100 (445) 108 (2743) B22A 1069 (4755) .633 (16.08) 759 (3376) 506 (2251) B22X 3136 (13949) .422 (10.72) 3136 (13949) 2227 (9906) " B22 358 .":' `"1013 -(1592) :: 1.266.:.. {32.15} 134 (596) 9Q " : (400) 114 (2895). B22A ". (4506) 706.' (17.93) 681 (3029) p454. ,'(2019) :. $22X 2471 0196 :2971 13215 1999 8892 B22 340 (1512) 1.403 (35.63) 121 (538) 81 (360) 120 (3048) B22A 962 (4279) .782 (19.86) 615 (2735) 410 (1824) B22X 2822 (12553) .521 (13.23) 2706 (12037) 1804 (8024) Based on simple beam condition using art allowable design stress of 25,000 psi (172 MPa) in accordance with .\4[;MA, with adequate lateral bracing (see page I 1 for further explanation). Actual yield point of cold rolled steel is 42,000 psi. 7b determine concentrated load capacity at mid span, multiply uniform load by 0.5 and corresponding deflection by 0.8. *Failure detemtined by weld shear. Reference page 14 for general fitting and standard finish specifications. B22 COLUMN LOADING DATA 00 COOPER B -Line -unvuCub zuv,arlu N crio I 1xily [actor, L I actual lerigmancl lr= radius oI gyration. r Reference page 14 for general fitting and standard finish specifications. Rk EC6 .9 U E 23 B22 1 (46502) 0454 4276 (19120) 10598 (47142) 0222 (45470) 9950 (44260) 12 (305) B22A 62 (96193) 7002 2 (31146) 21677 (96424) 21539 (95810) 21433 (95339) B22X 46948 (208835) 18975 (84405) 47061 (209338) 40761 (208003) 46531 (200980) B22 :9950 :(44260) 4153 (18473),, 0253 (456.97) 948). :(42173):�- �8955 (M8.31) 18 .. .(457) :.B22A 214321. . I :(95339) 6959 (30955) 21551. 19.58153) 21239.� t9*76) : : 2 1001 (93417) 022X 46531 006980) 18859 (83899) 46787 (208119) 46110 (205107) 45593 (202808) B22 9311 (41417) 3993 (17762) 9801 (43597) 8582 (38174) 7801 (34700) 24 (609) B22A 21164 (94142) 6898 (30684) 21373 (95072) 20819 (92607) 20397 (90730) B22X 45947 (204382) 18693 (84440) 46401 (206402) 45198 (201051) 44282 (196976), $22 �8582 : ,(38174).. � 3802.. (16912) 9268 !.(41226) 1 7601. (33811) .6595. (29336) 30. :..(7612) B22A -'20819. i.(9260: 7): 6821 0034j) 21.145. (94057).. 20279 �(90205) 19619 .(87269) B22X 45198 (201051) 18485 (82225) 45906 204200) 44026 "145*37)` 42593 (1894§3 B22 7801 (34700) 3589 -(15964) 8676 (38593) 6595 (28336) 5392 (23985) 36 (914) B22A 20397 (90730) 6728 (29927) 20866 (92816) 19619 (87269) 18669 (83044) B22X 44282 (196976) 18233 (81104) 45300 (201504) 42593 (189463) 40530 (180296 B22 %69.98-1 ..(31128),. 3360 (14946) -8048 (35799), .5595 (21888) .4444 197 8 .42 .(1067) .1"98 �.p8fl 1) .:6,620 205371 1(5i!�53 18.840 ':-(8HQ4) i7546 (7 4 80 8 B22X 43198 (192154) 17940 (79801) 445861 (12!E8L 40901 (181937) 38092 169441) B22 619.3 (27548) 3118 (13869) 7401 (32921) 4718 (20987) 3791 (16863) 48 (1219) B22A 19322 (85948) 6496 (28895) 20157 (89663) 17940 (79801) 1625 (72288) 1 B22X 41948 (186594) 17604 - _L78306) 43761 (194568) 38948 (173254) 3528, (156938) M2 5392 �i866 (23985) 2864 . .(12740) 0746. . (30008) . 4090 -. 1 -(18 194 . 3310 -54 -(1371) .(6044 6263 (27859) 1 .�276 :(87745) 16920 . .'(75264).: 14782 .(1472.3) (657.53) B22X 40530 (180286) 16973 (75499) 42825 (190495) 36733 663396) 32092 (142752), B22 4718 (20987) 2631 (11703) 6093 --(2-7-103) --3616 (16085) 2936 (13060) 60 (1524) B22A 17940 (79801) 5340 (23753) 19244 (85601) 15781 (701 W) 13141 (58454) B22X 38949 (173249) 14471 (64370) 41779 185942) 34260 (152396) 28529 (126903) 1[122 4202 :(18691) 2 .434 (10827) .(24203) 3242 -.04 2634 (11716): (1676 JB22A tj 7134. 16) 4587 .(20464).'. 18712 �483233), 14521.1 .421) .(645�2) 1 . 32 8. B22X 37198 (165465) 12431 -(55296) 40624 (180704 31525 (140230) 24593, (109395) B22 3791 (16863) 2264 (10071) 4869 (21658) 2936 (13060) 2381 10591) 72 (1829) B22A 16251 (72288) 3968 (17650) 18129 (80642) 13141 (58454) 9524 (42365) B22X 35281 (156938) 10753 (47832) 39358 (175073) 28529 (126903) 206761 (91971) B22 3456.; (15373).: 2116 (9412) 4412 (19625) 2.080. :01921). 2166 .(9.635) 1 78 :(19.8 1.).. B22A :15291 . �6 8018) 3456. (15373) 17496 (77820) 11042. '.(5.1786) - 8115 (36097) B22X 33107 (147667) 9366 (41662) 37984 (168961) 25275 . 112429) 17617 -(78364) B22 3176 (14127) 1984 (8825) 4037 (17957) 2461 (10947) 1980 (8807) 84 (2133) B22A 14255 (63409) 3028 (13469) 16812 (74783) 10076 (44820) 6998 (31129) B22X 30947 (137659) 8206 (36502) 36499 (162355) 21875 (97305) 15192 (67577) B22 129.36. AMP) 1867 (830.5.) 3724 (165.05),; .2270.: POPD.'* 1816 (8078) i:90 ..(2286) B22A �2667 ..(11863).-,: 1607.7 J71514) .8778, J39046) 6096 (77 116) B22 026903) 7227 132147) 34903 (155256) 19057 (84770) 132341 (58868) 1 B22 21728 (16583) 761 1761 7111) 1416 (11373) 2101 (9346) 1671 (7433) 96 (2438) B22A 1 951 (53160) 2359 (10493) 15291 (68018) 7715 (34318) 5357 (23829) B22X 25945 (115409) 6393 (28437) 33197 (147667) 16749 (74503) 11630 (51733). '(2591) B22:.'; 2145,: (11321):;�(14345),1951, 1664 . (7402)::j: 3225 1542** -.(6343) 102 �B22A 10678.:(47498) _ 2093, (9310) 14455 (64299).. '0834 .,(867.8). 303519),,.- 4746 ..(21111) B22X 23182 (103118)_ 5672 (25230) 31382 (139594) 14836 :(65994) 10303 (45830) B22 2381 (10591) 1575 (7006) 3022 (13442) 1916 (8078) 1426** (68599) 108 (2 743) 822A 9524 (42365) 1867 (8305) 13568 (60353) 6096 (27116) 4233 (18829) B22X 20676 (91971) 5059 (22503) 29456 (131027) 13234 (58868) 9190 1 (40879) -1122..(9937).:',1494 (6645) 2842(1264..2) 1694. 1322*A :-.(5.880) % 114% . (2895).- -,B22A 8548..: :(38023) 1675 (7451) .12630 -(56381) 5471 �::.(7515) (24336) 3799** 16899) - B22X 18558 '(82530) 4539 (20190i 274201 (121970) 11877 (52811) 8247 '(36684) B22 2101 (9346) 1418 (6307) 2680 (11921) 1583** (7041) 1228** (5462) 120 (3048) B22A 7715 (.34318) 1512 (6726) 11642 (51786) 4937 (21961) 3429** (15253) B22X 16749 (74503) 4097 (18224) 25275 (112429) 10718 (47676) 7444 (33112) -unvuCub zuv,arlu N crio I 1xily [actor, L I actual lerigmancl lr= radius oI gyration. r Reference page 14 for general fitting and standard finish specifications. Rk EC6 .9 U E 23 CHANNEL HOLE PATTERNS COOPER B -Line B11SH THRU B56SH SH TYPE CHANNEL -For beam loads use 90% of Channel Loading Chart B11S THRU B56S S TYPE CHANNEL -For beam loads use 90% of Channel Loading Chart MIS 12 Ga. WISH 12 Ga. (16) 31/4" (82.5) 2.97 (4,42) B12SIl 2 Ga. 7Ga. (27.6)27116" (61.9) 2.39 (3.55) B22SH 12 Ga. ..(2.6). :15/8". (41.3) 1.82 -(2.71) B24SH 14 Ga. �1.9) 15/8" :(413) 1.34 (1.99) B26SH 16 (1.5) 15/8" (41.3) 1.07 (1.59) B32SH 12 Ga. (2.6) )3/81, (34.9) 1,62 (2.41) B ,42SH...� a,: 12..G.(2.02) J2.6) :1"..,�Qj,4). 1-3.0 5.4 . . Q) B528H 12 Ga, (2.6) 13/16" (20,6) -11.19 (1.77) B54SH 14 Ga. (1.9) 13/16" (20.6) .91 (1.35) B56SH 16 Ga. (1.5) 13/16" (20.6) .80 (1.19) B11S THRU B56S S TYPE CHANNEL -For beam loads use 90% of Channel Loading Chart BlIH1718 THRU B56H17/8 H17/8 TYPE CHANNEL -For beam loads use 90% of Channel Loading Chart t 4 rnaro MIS 12 Ga. (2.6) 31/4" (82.5) 2.94 (4.37) B12S 12 Ga. (2.6) 27/16 (61.9) 2.36 (3.51) (3.51)" '822S 12 Ga. 2.42 5 (11.3) i :119 J.. (2.60) B24S Ga. (1.9) 1?/8" J41.3) 1.32 (1.96) 826S 16 Ga. (1.5) 15/8" (41.3) 1.06 (1.58) U32S 12 Ga. (2,6) 13/8" (34,9) 1.59 (2.36) F EF 12 Ga. �.6) ( .... I 5.4 . . Q) 1.33 1,98) 12 Ga. 12 Ga. (2.6) P/16" (20.6) 1.16 (1.72) P54S 14 Ga. (1.9) 11/16" (20.6) .89 (1.32) 1 B56S 16 Ga. (1.5) 13/16" (20.6) .79 (1.17) BlIH1718 THRU B56H17/8 H17/8 TYPE CHANNEL -For beam loads use 90% of Channel Loading Chart t 4 rnaro m% 40 Reference page 14 for general fitting and standard finish specifications. 4" (101.6) fill 12 Ga. (2.6) 31/4" (82.5) 3.00 13/32" x 3" SLOTS (10.3) (76.2) IIH17/8 121117/8 12 Ga. (2.6) 27/1(),, (61.9) 2.42 m% 40 Reference page 14 for general fitting and standard finish specifications. fill 12 Ga. (2.6) 31/4" (82.5) 3.00 (4.46) IIH17/8 121117/8 12 Ga. (2.6) 27/1(),, (61.9) 2.42 (3.60) M1.17/8! 12 Ga. (2.6) - 15/8"::(41_.3) .1.85 ';(2,75) B24H17/8 i4 Ga. (1.9) /8" (41.3) 4.56 (2.02) B26H 1718 16 Ga. (1-5) 15/8" (41.3) 1.09 (1.62) B32H17/8 12 Ga. (2-6) 13/8', (34,9) 1.65 (2.45) #42111718-4 12 a. (16). (25,4),: ,:1.39..: .(2.07 B52H17/8 12 Ga. (2,6): 1167' '(20.6) AM:] .0.81) 11354)[117/8 14 Ga, (1.9)3/�(,: (20.6) .93 (1,38) 113561417/8 16 Ga. (1.5) 3/ 6' (20.6) 1 .82 1 (1.22) m% 40 Reference page 14 for general fitting and standard finish specifications. _;, - - __ - L 010 900 ANGLE FITTINGS CC OPER B -Line B496 B496-1 B371-2 TWO HOLE ADJUSTABLE TWO HOLE ADJUSTABLE THREE HOLE ADJUSTABLE CORNER ANGLE CORNER ANGLE CORNER ANGLE : Standard finishes: ZN, GRN -Standard finishes: ZN, GRN, I -IDG -Standard finishes: ZN, GRN Wi./C 85 Lbs, (38.5 kg) -Wt./C 58 Lbs, (26.3 kg) -WLIC 61 Lbs. (27.6 kg) 1123/8"23/8,, (60.3) (60.3) 67/81, (174.6) x 29/16" SLOT (14.3) (65A) 17/81, (47.6) B104SH THREE HOLE ADJUSTABLE CORNER ANGLE -Standard finishes; ZN, GRN -Wi./C 68 Lbs, (30.8 kg) 31/2" (88.9) 1 13/32" ..... .... . 9/m" x 29/16" S1.(YJ_ (14.3) (65.1) 4118'• (104.8) 47/81, (123.8) -9/16" x 29/ic," SLOl, N---, (14.3) (65.1) 1 1718,, (47.6) B461 TWO HOLE ADJUSTABLE CORNER ANGLE -Standard finishes: ZN, GRN -Wi./C 87 Lbs, (39,4 kg) 21/4" 31/2" i (57.1) 88.9) 1/2" (12.7) l 9/m" x 29/m' SLUT (14.3) (65.1) q� 15/16" (33.3) 9/1(", x 11/2" SLOT 4,, (14.3) (38.1) '-, Z. 25/8" (66.7) 37/81, (98A) B112 FOUR HOLE ADJUSTABLE CORNER ANGLE -Standard finishes: ZN, GRN -Wt./C. 180 Lbs. (81.6 kg) B113 9/16" X 11/2" SL01'-(2) B109S FOUR HOLE ADJUSTABLE (14.3) (38.1) TWO HOLE TAPPED .. ...... . 31/2" 3314 ,1 -Standard finishes: ZN, GRN 4" -Standard finishes: ZN, GRN -Wt./C 256 Lbs. (116.1 kg) (101.6) -Wt./C 33 Lbs. (14.9 kg) 9/16" X 11/2" SLor.(2)TAPPIED 3-1/4" (14.3) (38.1) (95.2) ;(47,6) 65/8" (168.3) B521 TWO HOLE BUS DUCT ANGLE Standard finishes: ZN, GRN (219. : Wt./C 37 Lbs, (16.8 kg) B113 B109S FOUR HOLE ADJUSTABLE TWO HOLE TAPPED CORNER ANGLE CORNER ANGLE -Standard finishes: ZN, GRN -Standard finishes: ZN, GRN -Wt./C 256 Lbs. (116.1 kg) -Wt./C 33 Lbs. (14.9 kg) 9/16" X 11/2" SLor.(2)TAPPIED 3-1/4" (14.3) (38.1) (95.2) ;(47,6) 6" (152.4) (41.3) (219. (47.6) 1/2" 1 17/81, 2. (47,6) 2" (50,S) 44H .q :S wr Reference page 58 for general fitting and standard finish specifications. 67 a z 68 ANGULAR FITTINGS B147-BI52 B243 -B253 TWO "OLE OPEN ANGLE FOUR HOLE OPEN ANGLE -Standard finishes: ZN, GRN -Standard finishes: ZN, GRN B162-BI65 TWO HOLE OPEN ANGLE: -Standard finishes: ZN, GRN B162 300 59 (26.7) 8147 821/2* B164 B148 -75* 71/2* 13149 671/2* 1 61 (28.6) BISO 600 B151 521/2' B152 371/20 B162-BI65 TWO HOLE OPEN ANGLE: -Standard finishes: ZN, GRN B162 300 59 (26.7) B163 221/2* B164 15' .BI65 71/2* B154 TWO HOLE OPEN ANGLE -Standard finishes: ZN, GRN, SS4 -Wi./C 58 Lbs. (26.3 kg) 3" 16.2) (27.0) 2,5116" 45' (58.7) 11/16" 11116" (2 7i. 0) 11116" (27.0) 23/gI, A (27.0) . . ...... V, 21/16" 11/16" (52.4) (27,0) 00 COOPER B -Line 311/16" (93.6) A 31/2" B322 -B332 TWO HOLE OPEN SHORT ANGLE -Standard finishes: ZN, GRN B522 THREE HOLE 950 OPEN ANGLE FITTING -Standard finishes: ZN, GRN -Wt./C 54 Lbs, (24.5 kg) 17/8', (47,6) 35JS" (92.1) Reference page 58 for general fitting and standard finish specifications. A, 13/41, ?)' 1518" (44.4)' (41.3) B488 TWO HOLE LEG CONNECTION -Standard finishes: ZN, GRN -W1.1C 100 Lbs. (45.3 k0 31/4" (82.5) to - w t f y _ __.. p w>G_, �, .. r �a _ ,._ +� `, � �� 1 � > ', n , �� r , �. .. � � �� 4, � ,� ., r 6 1 �.. �' ". a� „� � r >�, ,� y�a 3. i ... 1 ., �, . , x ,, , . �- � N - &� .. .. �`N i n .. i .. �,' a .. A r i 1. .:. T. '.� � Y