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Plans UP2o L l - 00 2 01 M33(o SW r_ 194w tl Sonic Tigard PV Installation Tigard, Oregon Structural Calculations KPFF Project No. 210585.10 September 16, 2011 Submitted to: NW Photon Energy 560 First Street, Suite 104 Lake Oswego, OR 97034 Submitted by: KPFF Consulting Engineers 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 1` • • • Consulting Engineers September 16, 2011 • Mr. Kirk Cameron NW Photon Energy 560 First Street, Suite 104 Lake Oswego, OR 97034 RE: Construction /Permit Structural Documents Sonic Tigard PV Installation Tigard, Oregon Dear Kirk: Attached please find one copy of structural calculation sheets 1 through 57, dated September 2011, which document the support and restraint of Schuco SoIarEZ Modules on the roof of the Sonic Tigard Drive -In • Canopy, as shown on drawing S.1, dated September 2011. Design is based on the requirements of the 2010 Oregon Structural Specialty Code, based on the 2009 International Building Code. If you have any questions or need further information, please call me. I' Sincerely, � �.✓� s . W - CTUR i $V,p PR David Tarries, P.E. 5� ; . x £ 4 , 0_ DT:kw ) • 210585.101calcs 09- 1611.doc In • REGON y 6 CH 13 , - ► z y �q P. R`G e 1.16. IEXPIREs: /2/3 Viz I • • 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 (503) 227 -3251 Fax (503) 227 -7980 Seattle Tacoma Portland Eugene San Francisco Sacramento Los Angeles Irvine San Diego Phoenix Denver SI. Louis New York e i coif Pea,'MIGGII A.plwpala Dlnllm OtaOCq r Y6lCld/A 1 ITNRiWLL DMA*, ;7 I I �D 1 6 1 1 p 1 R ii,y, C 4 . ! V, `� 3r i 43 � 1. / i♦ rr 4 a " c , fF II N la 1 i 21 4 e ms �6 __ _ --� 1 it g2 e 1 .1 1¢ i 3 ITVIf� c 3 a 3 - ITilirmliW T� r. 1 - L i t f G IS�1� Illi �� �� is a ' . 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' *, 4\. 44 '‘.. ‘ ' ' ' . €£ J \ . • , I � � f f . 1 0 I O- .: 6 1t111� i. k i k „ � J - i t t lt .�.,... .. ...- , 0 /} r 7 . _ • - , „ .• „ . ,Y...,141141MIMMOINWpailn451i1NESUM-- MR.* • • . _ , • - 7 '■ .7: - - - ' • - " • ' . .7••• 4 4 As, ' " NI t-i t ■ 'It - _„•• t • . 14.4, r -• tl AL GANG W/AI - o�} GS: 0-0 oPno (1 Sonic Angled PV Array Spreadsheet slope of array. 1 - 151deg AN 0.261799 red lengthy 131ff 56SMiL DO ES AAT (0#16 4 1- OrS/(,41 • 156 in top of canopy. 1 101h ---)k )) 4140 446W (iiMetS E post spacing = 1 111ft IF A= 13' 40 V = 0.:-S(lI'Yi`t'ksfort.f1 • Upper tnb area 71.5 ft"2 s rS Lower trib area 71.5 ft"2 = N L. 12.56 ft M y c 5,>✓(tk < L "o,•ltor • 3.36 ft • topy 2.52 ft boty 0.84 k tops 3.14 ft beta 3.14 ft upper lower - lambda 0 CNW CNL obstruct Case A :1.11 . -1.51 Case B 2.1 -0.6 • lambda 180 CNL CNW unobstruct Case A 1.31 1.6 • - Case B 1.8 0.6 f ASCE Main Wlnd Force Resting ystem 6 S 3 , 2. Y P. ( 1169�•CNa 'I /i Service load at post • lambda 0 (kips) (kips) p " d Lh �� AJ j 0.5 L Li 0.5 L obstruct Case A -0.92 -1.25 Case B -115 -0.so 1 ° I I , 6°1 CA/ lambda 180 (kips) (kips) • unobstruct Case A 1.09 1.34 I 1--4416b4 0 Case B 1.50 0.50 3,5 ___. -IP ,i L441664 Ig e (5e' 9 4---- Service load at post (a and y components) lambda 0 (kips) (kips) h - obstruct Case A hertz hortz (0 1 -0.24 -0.32 Case vert vert r • -0.89 -1.21 �� \\ \ • ` ..- \ -- - -- Case B hertz honz Cf -0.45 -0.13 • HC.k1ti ( l l / 0,C, Case 8 vert vert • -1.70 -0.48 I - -r lambda 180 (kips) (kips) /Y 13 I I( unobstruct Case A hods hertz ,1 0.28 0.35 iT �.E 6 , s • Case A vert vert I O V � prC ssl .( 2- Q D4 1.05 1.29 h-: 1 0 f , Q h • Case B harts horiz 0.39 0.13 • Case B vert vert - h V ° . 1_ 1.45 0.48 = O. 25(p 4 K2t Kd v2 r location of service component load on post G - 0.8s hupper i ' 12.52 ft Mower a 10.84 ft _ bupper a 3.14 ft 2 1.0 blower = -3.14 ft ' 7 A I C" - D, / ( , s yin, F � 444b (L iti • Additional canopy overturning on post ID ` v E "Ai "Ai S `RV yC `� �� (� V/►Ll. E lambda 0 Service Ultimate Ultimate a 1-0 ( Ar e ft•kip ft•kip in•kup l b ESC44Pit11 , obstruct Case A -5.48 -8.77 •105.27 o Case B -10.90 -17 43 - 209.20 k4 _ O R s lambda 180 Service Ultimate Ultimate `r n u /�'.� ft•kip ft•lup in•kip V = '1 S r'► l% unobstruct Case A 6.51 10.42 12504 Case B 9.32 14 92 179.00 4 h .• ' -75* Y' n,- • • • r o Service Wind Pressure Ulimate Wind Pressure 1 lambda 0 (psf) (psf) lambda 0 (psf) (psf) obstruct Case A -12.86 -17.53 obstruct Case A -20.57 -28.05 Case 8 -24.54 -7.01 Case B -39.27 -11.22 lambda 180 (psf) (psf) lambda 180 (psf) (psf) unobstruct Case A 15.19 18.70 unobstruct Case A 24.31 29.92 Case B 21.04 7.01 Case B 33.66 11.22 • • • • • • • • r I I, Main Wind Force Resisting System •0.25 S h/L S 1.0 ir • Figure 6-18A I Net Pressure Coefficient, CN Monoslope Free Roofs Open Buildings q S 45 °, y = 0°, 180° 1.' 1. :Y 0.5 L 0.51. 0.51. 0.5 L : i f ,.. Crrw Ar CM Wind Wind CM, C Nw Direction M Direction @ h @ � � = 180° y=0 Y // ih / / / / / / / / / / / / /// // / / / / / / / / / / / / /// £. Roof Load Wind Direction, y= 0 Wind Direction, y =180 Angle Case ,- Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow . ' 0 CNw Ch, CNw Cm, CNw CM, CNw Cm, 0° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -1.1 -0.6 -1.1 -0.1 -1.1 -0.6 7,5 . A -0.6 -1 -I -1.5 0.9 1.5 -0.2 -1.2 - B -1.4 0 -1.7 -0.8 1.6 0.3 . 0.8 -0.3 AlliaS 15 A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -1.1 ,. B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 • -0.3 22.5 A -1.5 -1.6 -1.5 -1.7 1.7 1.8 0.5 -1 B -2.4 -0.3 -2.3 -0.9 2.2 0.7 1.3 0 30 °. A -1.8 -1.8 -1.5 -1.8 2.1 2.1 0.6 -1 B -2.5 -0.5 -2.3 -1.1 2.6 1 1.6 0.1 ' 37.5 A -1.8 -1.8 -1.5 -1.8 2.1 2.2 0.7 -0.9 B -2.4 -0.6 -2.2 -1.1 2.7 1.1 1.9 , 0.3 . 45 A -1.6 -1.8 -1.3 -1.8 2.2 2.5 0.8 -0.9 B -2.3 -0.7 -1.9 -1.2 2.6 1.4 2.1 0.4 Notes: ' I. Cwr and Cm denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of ;� roofs aces, respectively. ,.. 2. Clear wind flow denotes relatively unobstructed wind flow with blockage less than or equal to 50%. Obstructed wind flow denotes objects below roof inhibiting wind flow ( >50% blockage). 3. For values of 0 between 7.5 and 45°, linear interpolation is permitted. For values of 0 less than 7.5 °, use load 4 ' coefficients for 0 °. 4. Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. 5. All load cases shown for each roof angle shall be investigated. 6. Notation: • L : horizontal dimension of roof, measured in the along wind direction, ft. (m) • It : mean roof height, ft. (m) y : direction of wind, degrees • 9 : angle of plane of roof from horizontal, degrees t: S.. f . p. tie ASCE 745 ' A 12° 5i-6PE (i ) PRi L oP N Sonic Angled PV Array Spreadsheet / 1 slope of array = 12ldeg • • 0.20944 rid length= 131st 156 in top of canopy s I 10Ift E post spacing = I 111h • Upper trib area 71.5 ft "2 Lower tnb area 71.5 ft "2 l = 12.72 ft ha = 2.70 ft topy 2.03 ft boty 0.68 ft tope 3:18 ft boa 3.18 ft upper lower • lambda 0 CNW CNI. obstruct Case A -1.061 -1 Case 8 -1.94 -0. lambda 180 CNl CNW unobstruct Case A 1.141 1361 Case B 1.72 0.48 ASCE Main Wind Force Resting ystem P= I 11.69�•CNx Service load at post lambda 0 (kips) (lops) obstruct Case A -0.89 -1.25 • Case 8 -1.62 -0.57 • lambda 180 (kips) (kips) unobstruct Case A 0.95 1.30 Case B 1.44 0.40 Service load at post (s and Y components) lambda 0 (kips) (kips) obstruct Case A hoes horn • -0.18 -0.26 Case A vert vert • • -0.87 -1.23 • Case B hods horn -0.34 -0.12 Case B vert vert • -139 -0.56 lambda 180 (kips) (kips) • • unobstruct Case A horn hertz 0.20 0.27 CaseA vert vert 0.93 1.28 • Case B horis hods 0 30 008 Case B vert vert 1.41 0.39 location of service component load on post hupper v 12.03 ft hlawer s 10.68 ft bupper = 3.18 ft blower = -3 18 ft • Additional canopy overturning on post lambda 0 Service Ultimate Ultimate ft•kip lt•kip in•kip obstruct Case A - 185 -6.17 -74.00 • Case B -8.59 -1174 - 164.91 • lambda 180 Service Ultimate Ultimate ft•kip ft•kip in 'kip unobstruct Case A 4.18 6 69 80.34 Case B 7.71 12.33 147.97 2 sl-oPE_ Pei/,s /on) (4) PANEL F1 b Service Wind Pressure Ulimate Wind Pressure ) d • lambda 0 (psf) (psf) lambda 0 (psf) (psf) obstruct Case -12.39 -17.53 obstruct Case A • -19.82 -28.05 • Case B -22.67 -7.95 Case B -36.28 -12.72 • lambda 180 (psf) (psf) lambda 180 (psf) (psf) unobstruct Case A 13.32 18.23 unobstruct Case'A 21.32 29.17 Case B 20.10 5.61 Case B 32.16 8.98 • • • • (31 panel option with 15 degree slope f /NFL- G sgs/L O 04 / , Rev / ` ell ` D0 Sonic Angled PV Array Spreadsheet /�] P / � J may/ 9 A dope of array a 15ided I4 T � / � 4 I1L / 7 L C ` ` 0.261799 red length ( 1o1ft 120 In • top of canopy a ( 101ft E post spacing a 1 Iljft - - Upper trib area 5S ft"2 Lower trib area 55 ft"2 • la 9.66ft ha a 2.59 ft • topy 1.94 ft boty 0.65 11 tops 2.41 ft boo 2.41 ft upper lower lambda 0 CNW CNL obstruct Case A 1.1` 1S Case B - 2.ifr .- -0.61 lambda 180 CNL CNW unobstruct Case A 1.31 : • 1.61 Case B Lai 0.6 • ASCE Main Wind Force Resting ystem • P a I 1L69�•Cfh Service load at post lambda 0 (kips) (kips) obstruct Case A -0.71 -0.96 Casa B •1.35 -0.39 lambda 180 (kips) (kips) unobstruct • Case A 0.84 1.03 fraN Case B 1.16 0.39 Service load at post (s and y components) lambda 0 (NIps) (lops) obstruct Case A horls horn -0.18 -0.25 Case A vest vent • • -0.68 -0.93 Case B horn horn • -0.35 -0.10 Case B vert vert -1.30 -0.37 lambda 180 (kips) (kips) unobstruct Case A hor1: horla 0.22 0.27 Case vert vert 0.81 0.99 Case B horiz hurl: 0.30 0.10 Case B vett vert 1.12 0.37 location of service component load on post hupper a 11.94 ft hlower a 10.65 ft bupper a • 2.41 ft blower a -2.41 ft • Additional canopy overturning on post lambda 0 Service Ultimate Ultimate ft•kip ft•kip in•kip obstruct Case A -4.24 •6.79 -81.46 Case B -7.48 - 11.97- •143.69 lambda 180 Service Ultimate Ultimate ft•kip ft•Inp in•kip unobstruct Case A 4.97 7 95 95.37 Case B 6.44 10.30 123.61 • (3) panel option with 15 degree slope bp376N Service Wind Pressure Ulimate Wind Pressure lambda 0 (psf) (psf) lambda 0 (psf) (psf) • obstruct Case A -12.86 -17.53 obstruct Case A -20.57 -28.05 Case B -24.54 -7.01 Case B -39.27 -11.22 lambda 180 (psf) (psf) lambda 180 (psf) (psf) unobstruct Case A 15.19 18.70 unobstruct Case A 24.31 29.92 Case B 21.04 7.01 Case B 33.66 11.22 • • • • • • • • • - - - -- — - Project So I - - - - -- By bs s-r Sheet No.• - — 1 niEl ff Location Date Q?37 1 Consulting Engineers _ !1 Client Revised Job No. Dote 2450 • 25 ' 1q 5•voL4 ) /f 1 ,I- ,t' 6.i AGE 7 —d5 cMpr 7 2 -7PSF P = O. � C<<jp i I � / 1 (5 ' 9 g .; * c(4N, r/MVF) /41 OS1 L Mit/ Ce C.. 1, 2 (GINME41 l ,j ) C = 1.0 p aOA s to �l�.v C.4Slic -e2 r 1.0 • • 1 � 4 ,� 2S , rIN 0.130)4 14 = 11, 25 tyx l,d =27/'4 z-1 o ,sf d.2 • • • I. — — — —,— Project Sheet No. location Dote ' / I 2_ Consulting Engineers — Client Revised Job No. Fb.taW.Orogon . Dote • • SNo w i-o o 0�l G ,4/ve 0 f j c ut-t Y ' U^i�Hi1NCegp 6y PV 4401.1 1 113.iPLf • esf s /.rc,re, b.1 -f OF SUMORt .see'. CE cads 6sr s.vow P= v(10(zS/isi) = 4.yk M= 0fk • asst w/ De/fl I 4.'I k r B3.7P F (1l,9 : 5-3k • M = Q - )0019(59= I(, f4 (,44/8,4t ftrv'E1, s,vot..) P = 8'( ?(2.77 z, 1 /Lt It- 2.2k(3. = - ,.7 e'k Lo /f'p t=d ln&bv Al7o rV X )) 1.2.E '► 1.65 t o,gw 2) I, 2(Jr I. 64) *0,5s . • Nl�d Inax : LASE 2. !,cw + = I3.716-k X0.5( -. ) = 17,E �� • • — - — - — - -- -r-- -- - — — - -- - - Project — – rSheet No. nrill �ocallon Dote Z 3 a Consulting Engineers — Cnent Revised Job No A i& Portiond.Oregon 1 Dote (e) MSS use M0e;gNr :mv,ift • 14 I I.v/tb 4S,SI4mAPDAs = . p�/ w vv RR+�S = ovoIR �MnB swP /eltr - 3.5RF 644 (4~1 E� sn , vE CRAP/ - atr*a t v sisf meo 1.50.3f 16 . 2 00% o ss � 2010 (I '—.,) i.‘-1 0 2 ' (16 -3.) 1.26 L6 s + 6,sw ((( -y) L 20 +- 1.6 + o. sS (I6 " 1. 2.1 /;‘, S f 0, b w ( W/ DK /Cr ,t,vn w,vq uP nglf ) P �. 2k +'1.6 ( k.4-• 0 . 9 9 + VA-1, - -.4 = U,2k t- 9 Sk -. I. = 11 k Mu 1 .6ff , G0k)* -0 1(10. 4 )A1 = 16, o $ -p; ( ou C Iy . 8 rl-k ) w „✓a pow 4.1 (16 -) ( 1,4 w +- O. Ss (w/ i / IFT A- w a f • N P P t y = 4, I t ( - 2 , 2 - k . ) 0.5 ( t- , =13,9 k ( 10k ) Liao 0014 77- i.C(t6.9Prk) +G.S('f.401) = 7q. 4 - 11. 204 ) town Rkv�silD fok t2 ° st a mt _ i.C (9.4Pkt) .S( = 17 .3 e'k (3) Pam/ , 4116 r .j 4S'410 i !Iss 6xy x "34t, I»Z /.,-t G,4�,gc,i 365'65- 4s �8ss : , UK Tao �I � /�l � c,vPr E r5( = l l,'i b y ? I. c 3 C )- 147, 2 > ti -� I 11 3 3 r : 1, 23 :.. 1�� s ! 3.21 Ins; • V' 133 �� 134 %t0 Fir = 0, = 1 1.7k5; • �.`, cU.nPq�T ¢1 =0,q( 11.72ks4)(3.10 3‘1.‘k 3/, r _`N )4 ,W 3 /r F EXf.4q CA Also 3b& -es C4?, F 0/7 0 ( ” 22. B lit Proleof BY 1� �� Street No. S ONI (, PV I� liffil Locanon Date 8 / 2 5 - A Consulting Engineers 1 24 Client • Revised Job No. Date • O ksS tbvt -3/ /osT Coiszek CEO !a ,lio Chili' r i ,. , I A-t - o5cl ?r W . • 1 - ` L GIs it (1C w/ b k` Mao w7,.10 • . • P O.3'3 P� . 3 "; . • 0 .33+ O / 16, 0$ ak . ' ` - . . ° `� l # q d, 79 � wmnN sj o F 1. o .: OI <) WINO �owru i T i L c -S (16 �-y) - a% Ac�hr �Mro .fix c�i,ro i , ; -- - _ - • Pe 1,...- _ - . _ ...- _ _ ... _ _ z = 00 r6.2_ , l • _. .._..__. ._. 221'x ._.._ .. 9P L 1 0 OK _ ... I y ; (0..21,- / i • , • i • i • _.. ; 1- °,q c 4- Si 16 =3 - W/ uK f . • - _ - -. . -• -- i )�o jaw Awo y� o . I i WINO oak/ W N" /N k }L, M P.r - 8, �k r O, 2S � • • ~ 341.GIL , ; i ti k �.8 � — 0-- ,9$ c- 1,0 oK 1 j r i ; 1 ! 1 i i , i • i 1 1 i i • 1 ; I i 1 • i i • 1 I i • _ 1 Prolecf SO N I (, pv - -- - — — — BY -* S -- Sheet No. - Effill Location • Dote L, g /�/1' 2-5.7' Consulting Engineers Client Revised Job No. cbrttt7+a. o ogon . Date • (e) 64- CUNN uliCk . LA &W ; (`I) l 1 6 6r id 2- S1dPf ? I L 411' J, y• o a I 7 pi,/y�gLx/ -o t� ( 9O" ) 3C« 4R = .25 ?b-7)(3(.-Sks;)_ 5,64/;, 4L,os= s459k4 f)r- Is w' f»,4/ S', of C?P• _ : ox if 12.,° rux./L is ksto ON noitri A—s b" �i h 3�t =M., 4 'bik( I5 wl.G„ . • )4 ti • . . r z 7 3 39 ‘ 1 7 1 2 9 "(,75'') (.9 )(3(l ) = 'l1,:,k 4440] _ /3.a 4 c • Mti o > s'/ vF c,er° O1c Fa.° sco l ! i ' ALT - is � 3 a v ci 43 6 41-f' C41 = Of ..0( • w/ 18 •rd w BLnbsa —N6eo ia.Stk G4eo• ► colic.. • . o o �o ( CELL +MAY REU /S�6N - &164 G�FM/htv74,C C A5 f Pig (4)c a 0 r ( cE , t.C ° t•frR-s kEAti c613 1-ort5 .. OK . P� ,I Ai = 1 1. 40 Pik . o • s ("7.7 Pfik = = a k / 7.664 ok (.(.SiE l5 o if= On/LY -(3) C. A-46 GiSE1) /.v Rio Pty PPNt L :4 — Izo IF (y) LEA /l 4444Y Page l of 2 • Anchor Calculations ZL . Anchor Selector (Version 4.5.0.0) Job Name : Date/Time : 7/14/2011 1:43:50 PM Calculation Summary - ACI 318 Aooendlx 0 For Untracked Concrete per AC1318 -04 Anchor ' Anchor (Steel '8 of Anchors 'Embedment m Depth (in) 'Category t" Heavy Hex Bolt F1554 GR. 38 4 18 N/A Concrete Concrete 'Cracked 're(psi) • 11.40 Poi Normal weight No 4000.0 "51 t/jig • 4WD . Mer CAVA (Condition 'Thickness (in) Suppl. Edge Reinforcement l .-- (,O j y 4 e p46 ri. A tension and shear 38 No !C t Factored Loads `bvf. (Nua (Ib) !V (Ib) 'Vijay (Ib) lMux ('left) IM., (1b11) 0 0 600 • 17300 0 ( e x (in) le 'Mod/high seismic Apply entire shear al front row O 0 1 No No Individual Anchor Tension Loads N N uat ua2 N ua3 (Ib) N Igo (Ib) ' . (Ib) (Ib) . 0.00 0.00 10390.90 Wan) 0. I::uh1) 00 Individual Anchor Shear Loads • V uai V ua2 V uas V ua4 (Ib) (Ib) (Ib) (Ib) 150.00 150.00_150.00_150.00 e' le'W I (In) (0.00 0.00 • Tension Strengths , Steel (m = 0.75 ) Nea(Ib) Nsa(Ib) I N N /0N ' 35150 1 d 26382.50 10390.90 10.3942 • • Concrete Breakout (m = 0.75 ) N Id*1 (Ib) E Nua(lb) IE Nua /4)N 9 26563.13 19922.35 20781.81 1.0431 Pullout (m = 0.70 ) N pa (lb) mN N N ua /ON • 67244.80 147071.38 1 10390.90 0.2207 r • about:blank 7/14/2011 . Page 2 of 2 Side -Face Blowout (m = 0.75) Z � • Nsbg(Ib) I0Nsbg(Ib) EN £ N /4)N 92982.58 69736.93 20781.81 0.2980 Shear Strengths Steel (0 =0.65,0 =0.8) . V 14)V (Ib) IVua(Ib) IV ua /mV98 21090 10966.80 150.00 0.0137 Concrete Breakout (case 1) (0 = 0.75 ) V(lb) 14V(Ib)IE Vuax(Ib)1E Vuax /0Vogx 14497.40 10873.05 0.00 0.0000 V rV Vijay(Ib) I E Vuay /0V,1 E V ila /OV . 14497.40 0873.05 300.00 0 0278 0.0110 Concrete Breakout (case 2) (4) = 0.75 ) • V (lb) ImV (Ib)IE V V ilax /0V� 19866.09 14899.57 0.00 0.0000 • V 14V V V ijay /0V� V ila /'DV� 19866.09 14899.57 600.00 0.0403 0.0181 Concrete Breakout (case 3) (4) = 0.75 ) c edge V IOV V Vijay /0Vcbgy 32216.45 24182.34 300.00 0.0124 co edge I V d (Ib) I4V I E Vuax(Ib) I E V uax /4V 32216.45 24182.34 0.00 0.0000 .. c edge Vogy(Ib) I4)V E V E V ijay /W 32216.45 24162.34 300.00 0.0124 C2 edge • Vc(lb) 1 ( lb )1EVuax(Ib)I£Vuax/0V�I£Vua/0V� . 32216.45 24162.34 0.00 0.0000 0.0050 Pryout (m = 0.70 ) V 0V I £ Vuax(Ib) IE V ilas /0V 92970.96 65079.87 0 0.0000 V 0V I E V I E V Vay /4V I E Vila klIV I . 92970.96 65079.67 600 0.0092 0.0037 Interaction cheek Interaction check: f / NIfa F -L110N goKx = /, b y 1,41,1 IS W / nfj,V S�' ' ill /, A • (E) I.6 441cll02 galas noire qc 4i■ about:blank 7/14/2011 - - -- - -- - -- - - -- -- P�oJect — BY ey u S T -- sheet No. -- Location y Dote b� / Consulting Engineers — __ -- n 251 Client Revised Job No. Portland. Oregon Date 1 /1 /Mrb" (PP of /bsr co A'N L• ,11,0 (fDa ( L. ,z° (3 .SCP, CL 15° OTC 6 y I/tiSPLtt (16 -3 ) 1 . 10 t1-(S R " 1, 2( 2 -00 4 gya) + /,b ( 41 100 t 920) 4.- CI. (2,9 ) y,iJ - Eck - I.9k =1i,'k • ML. • 1 . (,( q.E 17 k ) .t 0 $�( l'ISk + O.rsk)33 ' +).7(3')- 0,4$(3''' 3 7.464 t 0,%( r r3,Ct (Yi) -7 %9 trek 3,41 trk = io (16 -1-1) I2�t- I.6w rU,SS e, = N .2k+ ).0 1,3 S .32 -0 z 10. 6k • M = 1.6 (1.ert 43,ib ti-k) .- O.sl4,6f}l) = 11.3 e MAX�r�7v+M DA/ CA-Awfir c-k4,ivNeL " �16 -3) 1,2 0 4- I•LS - u _ I ("16 95$6)(3,5') ),(, ( +1. (. 92k)(s') I- 0.3(.ySkx.34) l }• (I.743') = 2.1k (13) 4- 3.51&.5') I, Sit (S')4. O.34/ (13 ' )+ I . 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" ' , . . , . • .. • . ,.,. .. .. . ' . • „ . . . . , , ,,. . • ' ' \ ., .. • .. . . . . .. , . . . . • , . . • . ' ' I- ' '. , . • , , . - '. . .. - ' • • . ... . • - . - ... . .. --.•■ - r . - - „ . .. . • . .... .• . - ' : - " , ' . .„ ,.., . ", , , _',. . . - -- -- Prolect N L rY - . _ - - -- _ D 7- Sheet No. — 1 Location • IMEI 30 Consulting Engineers Dote g/25 it • Client Revised Job No. Rxtbna. aogon 6talik .. Date C E. C / w6Py Pi i Lb 5 cAtzv Y c AMc,ry : . i4e � � : • I- 3x3 % t 1 3,5" • . 3 4 A ll, r l r C$xll.5 • • v L l ► 3 �_ 1 � 2 . T _, . itis gm dN us s: CI -' 9l J 2 r l6 • . soL. > r3 • / iI(II') = rsy " , Li' 7lce 'DL', . , 1S Os( • _e- S6g.Mt 10 a4 •• (04/ER PV 4414y 414 ` 2' _Jr__ • 3i5eif r 3 pzF : L. SFsF fr .tiw►Es 1 �Gy1 'I " r S f 6tJ Lytty S .S` S, 'J 25 n Smv.) opgc ASSoit o L.��wt oN GbNNeu1)UN : 2, I N a �.f L / gs. / Pu= sF P DL : 2` YO lb 4' 4 - • '' S -1 •gyo0 4.1 P��}rt - 858 lb Aid 1,44,1& L4 P 2.2fr IA0 = 3.5-k • PAR( / ` q20 lb "a>, (,vr.,,o C .Jiy ' 2. 3 (4 u4.f- 3 . k . ' - %.20 o b . ' ) — 5372O Qylb = S. Stf Jr n').sJc i m roo [•45 FFCit. c 0, 63 4 (44- / k Mu,vBa 1"..0.4 = 8.$ff4 p %4 1/4 .�dr�v, el(heih•VT 0 . 0 3k (2 -33')_ 1. 47 6 -k P 1 ,401.40095 - &10= 48-9 --I6 =9,9k <<<-r• Z. 3570 -k W0,4 u /. (3 1- 1 /8 Ib)= 4 f.9 a /d -'1.2k . • witID , i1, 43 . 4l galb I- I.6( 4 4 ) o►b)} l.(,(.aac>4))= (1 =.12..7k 01 u 3 , 14, ( SS24(1k '8832 P4 -z $.8 Ptlt DrGFr 1 -64o • -- - - Atu 4 = 1.6 (g, 8 fhk) = 14 ek P - = 7.2 k 1.446AtAaci a sNOw • - --- - -- - - -- - -- - - --- - S — - - -- - -- -- - -- - T - - - P"'Ject t No /_ ✓ - BY She6f No. Date Consulting Engineers l ocation V Do l Client Revised Job No Port and.Oregon Date yy" j /LC.l�r Cnion.C1 ty .. fg,0 - r/;) -s4 Huir 4 =- c,.. - i (0,C)( 715141,)( / ?6-7)( 3 %9 = H, ;. h /,y • AePrcex VEQntin. - WELD cfPft , t' • c4Q vi tr E 4.2/0„ 1411(9.1- ) - S8 a h w MMko g. /'16inANT (4e ufiu. t CQ " / & cou Svr r C c of wILL C -iteN P m cw+rrNEL - tY1 O RA A -7' ( ti. 2 k .,) ° .c-9 , A /pa it • _ J 1144 - ' 2" 6M x 2.i,Y ( = 235,2_ k 19 L Frle cuut'Ct 414,4 - �rss /elf • • 1 44 k 53, 9k + /a. 8 _ • o, go I I. o oK CO wawa Co Apl t!CTr ON /s . ,9Di4 akrE Fac po w D /Ntr ON C.s,MpP y • • • • - - - -- --- -- - - - - - I Project SaN pV -- -- -- -- - -- By D S -- - - '- Sheet No. _.. I . Location Date 8/2571) Consulting Engineers 72 I No. Client Revised Job Pornrne,Uegon °IN Dote QII N f < svPG/tr Ai/&i-t- - LoNc- yrkw,✓,4. 619 wu,v -nu4, 4 L4 .4 Fads Fa�foth �+►ND (UPL1(T N t Atr1 ,$) P L4.1-f, u � , r l 1 ' -3F1.3 ��/ ( Pit ft-) / z v 1 - 4 0 1. -( 3.0 tt r V, '75/ )(q, s ) 19. $, 337 P4 "4, PLf ` 1 (3G, 2 j W cu,v,,' -39.3 pfC`l.t� )s!63.Sp1� i.. fr -0 1 � /Z . 7 PS f 1 ..0 t 1 1- i - _ - -- 7.._ 1 .2- ?kW Tb ` J Y ___4 . I i AT/0-1 4 1 it . w.,„+0 = - 33.7/ HQ "LP /Fig s l l i z M. (C 09,1440 - 1V....SAF) li 1•vL,(t - = 2.20 P , /6 = 2.2 C =26 M,,, ,( l.2(19.8,k4+'N0I. OLF.I(,/ ') C O NSeQvq - nvf Sink( ro,,,N 8 C orshptec. (`l) P4i(J,L' 4RRA'y - frcn4,n. 1 (3) 2.v� 29..8 . AL kV Fvftlae 14 i/..✓A - 24 i°s ON stiPEO cea.S • 4 /0 7 /4/4441.014 I/Q E NFU, I2r -11 tt i>v w/ (3) (ILL S • 24, 3 /Sf 4V4 (39.3/!.F 41,0 1 t - T _ u' w4_ _ (3 .uPs( 4- C rV5f)(4' }•= 1q PLf v� z..t Ps � � Z f (2s 2��G a w� . ■ , j t ) . -1),2. p;F -,L- - - - -Ui,:_ 2wL W w.N,� _ - 39, 31sF( 3 t ) ::-.11 PLf L1,' ,(.r 2/.9 P y 12 --11 U ulrNo ® _ 2.-7 ! F(Lt') - 103. Ljff Aow ) 2o Pif � St A ow D ON Mu aifyfrowk - Co .5 bet PiF) - ill., PLI=l(12A2 2. • 40 PRA ARAR7d MT 'NGc.t•.6to 3 `,// ' 4 - K 1i/NO - t rv✓t Lt. = 2 .1 f/-k .2.6-, 2■n k &oW ot0 0- J nLK M u - 2- 9P[.F ��N f44,, J i; S 2,"74 c- • 32, q k • • �� ----- BY ��_ - - - Sheet No. Project -Comic EMB location Dote 8/2 /l/ 33 Consulting Engineers Client Revised Job No. Fbniono. Oregon ( Date i b f� ' 5 /a, = (O. L 0, SY -I 3 . `. etitOk.r torz Mn :-- 3uf;x.1f, 33,1 4,' (//s7- 2% S ks ,' ," J= 0 6c3(3L si)r 2 oQ 'bn iSlco✓ �► = �G AA/ CD,$,�l,S. � ' 43. °•6;a �9 b ) u /Liter ( 2 I 1 322 - 1bS;S�/ . ZU 1. ��1= .5- y / Me. ooaei = 0 41,(29000( `/P(4))(1.0 , - )S Tt3( 1 1 4.' = os,S(3,9')= y 1 2.S,;k • /1'1n= (),92- /,171:17_1 s:a Mr k sly 01.1<-0 w/ G " 'S „-,. i 14 't o 61 = 30, s „k �llL'r " 1 _ �s a. Atfln /, SM, z 33 1 isl �R el s 47 = 291 , 2 ,$ rho = M ' 29•$ak NOeVy 1.0 � 27. 514.k - My u Lair -- 2 1. 1-- `i k(6.3/4 ciK foa IIP. 6f4,1 /fT LO SP4.1I : 12 -1/ 1 2 / -I 1 155” . LshS") ,4b • h - > 32, . �� L 4y [4 'iG- _ N 12. -11 / (3) 9,W!LL / MRq" y 1-o v sM #v /2:-/ ! I' f 3i 4tf gt,ft/v7 Single angle check 3 AISC 13th ed • Equal Leg Angle L5x5x5/16 F = 36 ksi E = 29000 ksi b= 5 in t = 0.3125 in L= • 155 in S„ = 2,04 in a S = 0.85 In 3 • Yielding • M = 30.6 in *kip M„ y = 45.9 in *kip Lateral Torsional Buckling equal leg angles C = 1 Toe comp. 1 1 =yes, 2 =no M = 152.788 Mee = 463.9872 M = 152.788 ' bending about geometric without !at-tor restraint Myred = 58.752 'Mr* = 70.17777 in *kip V Leg Local Buckling compact = 1 1= yes, 2 = no non - comp /slender = 1 1= non - compact, 2 = slender S = 1.632 in F = 80.42969 ksi Mn lb = 85.80036 in *kip • Mtn Mn M = 45.9 in *kip = 0.9 4M„ = 41.31 in *kip • • 61 • - -- Project S rot, 1'rV - - - - BY - Sheet No. 1 EMI Location Dote 8/2�r'� I I 3C I Consulting Engineers _ Client Revised Jab No. FErern+d Oregon . 41S 1 Date • 54-1441-0 kr/ L cIt a(: 1 wu� ' �� ' - -. \ _ S,s 1 Z r' c = 11 . 1 7.E ( 1 = 1 1.3 Oi f ^5' PaNdl.. . = _ 3 '-" (2.7' ) = 8,1 NJ° w 1 4- Wiruw = 20 i °SF ( I:7 L "Lr --s /t/a 44)w ON svbw F°A LL ^ 3.0 ?S� PV P9(GJ on SLOPg W DL t W•75.14I 4- t4 .15 - s = 8: t pct f 0(.5/V = 4 i/, ` pl„F CONs/1Rv4 is x400 : .. . OR ...j___.:1_ 0,G otlf. Vi° i ; �> > � • _ 1. ? 1— fb6 `1 gr6= C J 1. ( 5" . - ' s1 . 4 1.w MVP. L s' L / _ , . , t ,, l mss t . 2.- - -- - %S • - . - 5t4 c 0 56' Z*)L • U• 5 PL No f EA/ RAN-- / '7'P- Protect 6 D V BY 03-r Sheaf No. Consulting Engineers «� Date Client M./ pi/ ATON 4 y ' Revised ro�a lob No. rta..eon 'r I Date -- J - w ern IL / C frLt,M DESIGN I' l4kt 1O1D UA/wQ L-OF T gLE 2-2 -► 66t3 - fs C Losa SI/ 4er 1t 11 ffrt.SIONAL 4 NLKv* — (L(1 ,2itt cl,n/6(441'' 5: 2L 2.C'tii90.42s°) • r 10.s O. D70S i4 ,< s43az3 b -091" d - 3 o f 2 . 4 4 _ a b t-, p, 07" 1 -1.= y8 1. 1-1 .025c,,4 .0 .097;., 4 SX 1 D.24,3 S : 1,42S • 5 2 = 3523 i- /0.5-0.04.(47-71.54 FLA ft.E.tiiM3 itopoitigJ Onr Goni f.NOt w/ A si,Fiove.A - fL(rkG,QAL oewode15'04 4 Est o _0.32• • • s� ILi1,1 7 S `bc 12.0.1; • rb cewfauu -INt- 13 10 kS; • ci= s = . 10 k:, Ok 0.431;• — (n/ gka. IS OK f eft SM1Nr (4,,v0, Rr✓O GL Oi. ' SI 1 4/ �,a / cAr1^'TILtut4 • 37 . oil, . • rn I J . j.21 1.21 - = 1 2.47 Y / 1 i i 'Y . .. 0.0 x }Ix Sx 0, y1�, 3 • 6 b �`"�" or 402. . own 1404.95 g/m 1 1 Merr e °lelest verb. l w a X -Koob. I, ti, w e Y -Koons A • canh (an') (an) ( (an) (mg c�h (cm) ( (an) (mm) (cm a 25.657 25.657 2.221 7.085 3.632 12.179 4.025 0.879 3.223 _ 1.249 38.317 5.204 " � 0 1 0 0 ft • �" 1 :1 - i -.. 31.08.2005 r "e WBhmann Basisprofit 11 . SOL _ SOL PV Light 2 J ��, 334770 ST 0100 SCHUCO me [.. linerdwirap Mil veld 111110011 E 2 9 7L W . • , , • I . J . . • . ,, I I ,, s • r i • i • i N 1 I • H . i , , , , r, , 1 I . ii _ 1 f II • 26.61 200 i I g7tI 0. • i • . . • • 1 ai co be Y I • • . . I. . . .. a . A® / ®a - rr a.ed.�.rr.. w „�. 02.00 ""r' DIN ISO 2788 - m lab 1 :1 ■ w g/m g _._ • ... M,..,, gef. aus P ro fl i: 1 I = 0100 ,°„ I �. "°" 334770 FZ 0000 N— 08.11.2007 i • '" Bass r ofil 11 B ^ c., Gomez Gutierrez p s '� P ' a i ch P R SOL Zuschnitt Musterkoffer SOL ES. 7066 51'444 SE cri a Solar „ 1 • w 334770 FZ 0100 I • SCHUCO ▪ NI I R ., ey S1 i u / SCWW ulo RA-a- °, 1 1 2 4 6 8 A5:1 A .'0 2 (0.0791 i 0.8x45• 8.5 (0.33540.2 7.75 (0.3051 • ° 1 1.75 (0.0691 A 0 21.66 10.9111 7.15 [0.30511 0 00 -- 9 Nut A :' 0 0 tfl a ir m B if I �J`/ •� Rp Nut A 90• 0 in 0 ' � N N a ' O O a N ... ism ,... �Signierung ° ° y `� at II ■ Ci IA 4 1.8 [0 0711 .n r- s 1.15 (0.0691 o i 20.510.8071 ' 1 �. _ / W-■ J k C • ci r.. r j . = 9.21 10.3631 0.66 (0.0261 � o a in ��_ m 1t .. 0 o Nut A / o o ar in Z 0.2 10.0081 I ° - if! ° 10 (0.391) cv ii 7.3 1 o 11 104331 at _ 0 ° 7 f■ 20.5 (0101) 141 o 8.15 (0.3211 P Nut A ' . o �= 85:1 Y- trA I IR / . - 3.2 10.1261 11 2:1 1.15 (0.069] �8 _ _. m E = ll 0.8x15• 0 E p B nicht bemafte Radien R 0,5 „ ..... ...,. .. r.. _ EN 1Z 102 1 : 1 140{ On ••� •-•-• EN A11. 0902 - mores c 27 0920071 ` .-.. sN 04.9182 4. A] Bement a NnaeeGal 9:- Basisprr fi111 W F SQL w iii - SOL EZ Rai �a F o �, �, 10 s,.. 334770 FZ 0000 • 1,1.'.141. SCHOCO ° "=' lb= r tbnaw.o,eQon Consulting Engineers CL. hole CLI C/ri_ cs LAP s= 1,S`)" (.I92= 0.082$,;,3 s I.57`(6.Is) : 0 005-1,;3 w „va 16 s oluv'r '1P! • r 11 MoogMr ft tin i4n/D"- INNYEtL4-• Project 1 _ !•t l oeon on Client AA ., Pyj f ty ■ 4S5 4 ,o 3 - S rdvice (,usi 't6 g -44/ 6060 VSNCU r.,4) r - 2D f SF C -, 4v►M = 2.S IV Urc,Fr p"'x = 29P S/ ( 1 . 4)(,1.6) - s. S /5-i (4.4)( LL-r. UP ° i 9'916 — '4.916 = 1g-711, /hum kP = 17.316 - 6.616: 1/1 lb r 167 /14 : 54 , VAZY , A, 0.375 M a u 1874(0. 0,13 a (i M, "6(151. ') 3 A.4.09. 5- 0,o024,, M _ II7as (. S(.') � 11, Iksi 0.0 •k. shl /s10= 0 . 2 5...k((,L) = 0.1(4)4 k M 734% Mental/ Date Revised Dote DS T = F ` = y� 1$7 Ib (2) = 374 ►6 (No PRyiN(7) Alt = 14f716(0. O. 13 ,;,k 41 A�o�o t 1 ryiLL � = Z 6.0051 9 - 1 j4 I kri 7 2-26 itL:„■ o(si60• (sSii (W i4l stri = I.5 7” 16 S L S, ! 1. -7 41,/N b 0.15" fi 12.00; f26 II L��12. whvo IPLI F �-(1P 0k 64 Sheet No. Job No n"ss 1Aa7 f 4-r hour • C4sli 01-I_ 7Qro3 I V Poo 0) GLA "ni tY/ �3C I6 7S t pnl — ASSu q IZAiL c MA0NSL. Mir is at FOR 757 )16 ANA 5-s R4Qr ( %) /s a& `apt 5-.6 1E : , gK L Vt tr �� cL,,,aO 0 „- 077 *$,)( 0.&qq., 46.1) 2.5k �z fol . A �1 ,l ' M 2:1 .,,, 0,1.1-1 t . 0.340 s • (0.3-3-') if 9. s,.., . 9.5 3,1 .. � 1 . `) • 1 • N 1o.5 30 I • I , . 1 ,.. . h . . a ei . • s 1.5 • .1 m mg . • Y o I • • I L _S. ,§ /— ,fi g • . �► _ al www. - , 1 DIN ISO 2788 - m ; , = 1 :1 22.00 g/Stdc baobab IN — - — ,...., gefeRlgt eu9 Profll 379210 FZ 0000 m =', 0100 - °„ I Now WNW • c., 28.11.2007 aweeke � •r. Klemmhalter Typ 41 -1 . .. soy y s: SOL PV Light E.S 7014 S i • m � 379210 FZ 0100 H ■ SCH U CO ... ,., Pommel, OP I O Mb Woo *Wm . I . ' , m r M 2:1 l Q•„I. I . 0.1" 1 . . ,'.....‘..--4 in .o 'i 0.3 t 1 ( 3, gn4o, li l . I I I _. if V i I 1 RI 1 1 1 1 0 II s • . m Y xI i 1 I I I I I i § L .... /--- ® g ct.lP DIN ISO 2788 - m „ 1 :1 MO 38.00 g/Stck * i ; 9 a ""� — - — „,, rofl gefertlgt aus PI 379220 FZ 0000 =';'""'‘ 0100 28,°007 „� I „.. 'r""' lib a Ms .11.2 aweeke Klemmhalter Typ 41 -2 aPaskil Sot. Ps Sot. PV Light E.S7014 1 i �„ . Waft 379220 FZ 0100 . S CHOC O .�. I °- BP Milli I- W/ • + J4 `'-',..t Y • -. 4 .: 4 • % L • d + I g o : �:: S . ..• ) - • : ... • ' r i r • h 0 a 1 i - i. • e` `(• ;VI,. i• t .�.i Ga } .:e 't ii y . ' ` .1.:... . '' .• • y • L Technical Infor`matio '.f 0: . O ,; j;� " •r;: + ( ' � , J V ;t L Jr.:, a' i li .P4 1 . " � :4 ;i4e •f -E f,. L': '-,••..1. ''•' - a • ,rte 1 1 l, = • . •'' . • • .. :k; a � S tt� r tSt' • f `^: ' 1 :{y r .� , 1 • .: i °Y ...°..., • � \--- \ Durable and Economical Polycrystalline Modules Key Features ' Schuco MPE Modules in the PS 09 Series are known for • High -efficiency polycrystalline cells provide advanced , their rugged design and outstanding performance, making power output . them a popular choice for both commercial and residential • Comprehensive warranty ensures investment security installations. and reliable system operation • Perfect for both commercial and residential applications The production process for Schuco polycrystalline cells is • Manufactured with high quality, robust materials • more energy efficient than that of some other photovoltaic • Schuco racking systems are specially designed for technologies, helping the earth and the bottom line. Schuco modules, resulting in optimized PV package Starting with high quality materials, these modules are solutions manufactured to a stringent specification, resulting in a sturdy product with optimized yields. . • • In accordance with the warrants conditions of Schist" USA L.P. and Schuco Canada. Inc. Schuco modules are designed to withstand a wide variety of weather extremes and manufactured tO a strict set of • quality standards. Performance data is measured prior to the module leaving the factory and labeled both on the backsheet and the module packaging, for a more convenient installation experience. • .7, .,...,,.,,,..:',1;.,1.:,..:-,‘,....- i. Green Tahnnko f ilka ndG ^ . ± Ir: ' � S r H t ' CO de energ hC = t , n �+AA.1 : .,. - i { 3 t �S 1 r . ` a�I + :i4.` �t !:4 r . t„ S:V I. i :_ " i .}`i!'�I'.', *: J ' } ' r `�1' j �1 I .,•i`i -.1 4 !'}41 - . •rr {•I.? • ' • • 4 L SChU CO N/11_.i;= Modules in the PS 09 Series . PMmple maim 39.13 in (994 mm) Product name MPE 220 MPE 225 MPE 230 MPE 235 ) 1 PS 09 PS 09 PS 09 PS 09 SMUeo article number 232 537 232 533 232 539 232 540 Cell type PO Number of cells / cell arrangement 60/13s 10 Cell dimension r (158 mm) Module efdanry 13.4 % 13.7 % 14.0 % 14.3 % Erifwapdkaeea. • ' , SIC rated output (P,,) 220 225 230 I35 W PTC rated output (P.,.) 199.5 204.1 208.0 213.4 Output tolerance STC (e P..) .51 0 • % s Warranted power output STC P.,.J 220 225 230 235 W, 4 Rated voltage (V .)• 29.7 29.78 29.81 29.85 V Rated current (I.,.)' 7.38 7.55 7.69 7.84 A Open circuit mitage (VJ• 39.77 38.88 37.00 37.11 V Short draft current (IJ• 8.12 127 8.43 8.58 A Ehmdil l i c i e t U i praalets •, . . _ :. '''4.:.f....•:."- .: . Temperature coefficient a (P„..) a -0.46 Temperature coefftdent p (U ° +0.045 , Temperature coefficient x(11.) ° -0.35 ' % / •C Temperature coefficient 8 p..) ° +0.045 Temperature coefdent c (V,)" -0.35 Norms! Operating Cell Temperature (NOCT) n 109.4 s 3.8 •F MeeimMadmen 4302 •C system voltage USA NEC 600 V • Ma serla use rating 15 A • ai8 .te r�i (a -as mm) Frame technology Aluminum tram silver on r. Compound Glass / EVA / baduheet s s Weight (moduli only) 44.1 Ors (20 ter) g R Junction boa IP rating IP 65 Cable length / diameter 39.37 N 0 1.971n 1000 mat 050 mm Connector type Wilco MC-T4 compatible / 4 mm' Packing unit 2 modules Weight of packing unit 90.1 Ms / 41 14 OlikelhA mi mlom lla datn'e* holes ' Product standard UL 1703 1 Extended product warranty* 5 ye .. �I w Output warranty 12 of 90% prformance P� _ (STC)' t Outpumummy 1 ar of 80% performance P.,,, ISM 25 yeara 3 • ° Irradiance 1.000 W /m+, air mass index I.S, cell temperature 25%1771) Q n Irradiance 800 W /err. wind speed 1 m /s. ambient temp. 20%16111) a In accordance with the warranty conditions of Sdnico USA LP. ,_, . and Schizo Canada, Inc Mk* USA LP. • Schkco Canada, Inc. www.schuco-u.a coat www sauce ca 171050143 nrkm.d n..ur ?UPC — -- — -- -- — -- _ — — S n� r C. PV -- — — -- — i B Y DST "si,Aas P ro,ect it( Location Dote 312,6// r Consulting Engineers — -- Client Revised lob No. 0.xna+4.Uepon . Dote • 1 1R 1 ,ZUS . ( PANEL OP n01 C i (- ( 3 ) eftNLLL °PIMA) /S ,_ b� tSKD - (H) L l?l I& - N IS Ok RY 8}' rnrsQl G`n0/iJ) 5.3 P3 S b-7 • 1.9:1 e •dv • wtie � 2, ti ti' • I,s 9efflb/li I.TUtlAD . S ' 10,3-7 133-7 P 3 = II `C'�.Ib' ) (6,srsf)= 247 d a,_ 93sc4,M 9c 6D0•lb CbwiJ+gaao W i✓Q Q3 wido = II'( 4,16 a6Psc) _ 1« 16 Rw r S‘,Q • P 3 = 1, 2 ( 29'7 /') I- I, L (9156 +aoorh) -t (2,%(9,5/0 = 3.9k dY„ 1 -33k 3 / b e 3' r4u. = 2b ,$k >, , • `(1K • et,v omit, oN g4 . t I •t� 65.4 ( /ofl. CMV (4) • �3 4 4 4 = 3 .9k(i.1 - 0 = y.y 53, ;J: • x x + 3' - 1.1 f" onr Mrnoc& •�� ; ' && ( 9k) 4 . l k Pu Ok rc = y.q k rot 94 u1( _ _ use L 3 ) - 3 / ( CV( w (B PIP -- -• - - --- — -- --- • --- - - Sheet NO. Project 5 LV -- - • - _ � --- By L� T - -- B Consulting Engineers Location Date 25/1 _ 4,4 • C Job No. nent Revised ibrnmd -- ( � Date eo a/at- ' o'' I bP CRu D l ✓ ' - L p1 % 2 •91k L 1441 •/ 1 s 244k (v.,5") nip k ,„ (IM ft 1-5'c s -4 tS 7 M - 20,'1, , k 6 L S (2r, L 4}/ /GA•1_ Lsr�3 k 5- ?‘„ LLV • AiS6 1 -` 1 K - 31(V6 (6 = 0,$43C4, 0, 5X 0.31,; = I $.9 A >41 • Ok ° x 0 • ii Xi, 51 0. 345:03 1 �S�S�o Yl 7 /t? - ti5e x3K /y u v wk gp By s - Prolect N 1 -- PV --__ _' - L► / Sheet No. MB Location f Date A /2S), �// Consulting Engineers V Client Revlsetl Job No. Portland. Oregon Date t,fT_ jelf,tibiatf : w 66 srcM PI/ 11 AV6A, • • wfsx �J blE = s .�sj 3L .y = 7.9i < • 19uv 9 t5 .: co07 p sa 4Gf RISC. 360 -03 c F _sea; 2 = 3 .o2ks; un ; So ks► G= r loco hs; / = 3. o Z (S'bk -P; )_ j > "t,i' ► 3,3 Ail 6 = 2,3( !1 /t = 2. 3 1 " .Ifq . • r = Er'Y Fi Cs M p Cpnimoi. 0.9(r3'7.` k) l - )6.3 p - k • M = 6 ),1 at= I6 s1 0h11 Ai Barr- 4tbR o , : OIQ USF w r S'la 1 / • LT iogaS (41 P " " . —D LA f uhvo - - (E) c a - - - . 3 c 1.Ii' = 3.8k 01,12/ = 5;3 k /6e4 t ls: 1 A3c7 (G411) 04 _ (s)! (4sfv,;)(.`"5) = 6 .64.1- 4 40 7 T� 661.n. Au .4 1}RRb g6 r A°1 ).' Ali a# • • • ` i` '-). / / • V • J 04 PV M N (N) SOLAR DISCONNECT e fis‘,, /�% 40 11111111■ t, pit 0 .. (N) PV MVERTERS MOUNTED / / ro 3 oN RooF of BUILDING A � ► �\ , ��+ 11 I e 17 . il : 0. . 0 e '" / '' e 0/1 \ I 1 Z3 i % ,e 00" e e 40....0 e Q'` cg t t:: /ti T# 4 _ ,3/ s, , cl 4 ,‘ 4_s r t , ' i- . f,Sl ��`� � \� iitC � . 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LaS44 = 2 l frk L Mtr,r)41 , 22.2 • Bar snra w 4[ UCl ,xcoAdkRtimnti { , .. / cm w/ A4er,sfwa Bash wow u)/ 4Uut/U .'. Ok • • • • Pro,ect San/ L. P V • . By /13-7-- sneer No. Eng' Date Consulting Engineers 9/ 0 /� i locano� Client 1/1l ri r AJ Revised Job No. pwtuna.aepon '/ wool 'lRu. st ii f? -'n_ ✓L . Dare E �Lijr SGQ� . rJ'I&t S (,Q . - - • - . S ' SI > • .B IL 411 14 - r--'5 (Hy- l ', z 7 ' S 2 � - - ; — 2y.S Y Z • 2I.ov/to � (..� 5?i-. L J (2'`y- 1 0 3 u `firl', � /26 - ; -' - I. 2_5 lb I .2.1c4 Q . () 5 er ( I= S/ . • G v ic-A- . CFL4N��) i + .. . . , DL iz• 13 •STSF(3- 7-' 371 l6 • . _.. - . . - 1a (41 zy,spsf(27.s 67yIb- -- . : ! - • � w�,vo L-a It = 2 y ^splet s:rtyltsi%v 0'), ., • Colo-r coo►a cs (soeuki 0 • s6[.+- 1 -ow - .. 280.11; az. Cup-trr) O46 - t.fiw v 0,1 - 0 4 Il' .. • _ I UPW4(t0 r . .. _ • L401-N) oIv sLQFwf4'G % : . _ ...... _ 451' 161 - 1_4( i - sat ii) Iv/ 30 • 303-% q ' • ' 3/6 � = X3 ` 9/576 • 2-(CA) (COCCI) . . 2-[ , r • - - • . A-C.o.:Ft) .. - .2 9 i-s )= a206 > '15I lb ., ak . . • 3 4' cp. L.4. 'n/ 3' e L a s c IN itc,.: (,4Nti 4P To s/ cm_ Protect . PV By JOS7" rsneetNO. Date Location - O Consulting Engineers 9/9/i 1 Job No. Client N W pH b1 o N Revised 0044 Portland . Oregon W 00 0 7RL S s Date Sf 6/11 SGQ i4A- , 3231 • 3a' • 4 0 sc2Ev. U /3 = ( I.1)(6 - 2)(6,0 %a # -I1.{24a Lv/ 3� C 444 t P2.41 2-= �- ►b' ; j n /3 77111 / Saitpi . 9 uef • d• = 20o !b /sL w L z -o /6 &T 41 Lt4sr (3) PFX "Cow w/ 406(7on/kt. .0l '(,016 2061 (3) = 60o110 7 V ommiimadi 9 4 ' OK • (3) niN 14 (13 Ar ef 7(wss .¢-ND 4fAr7 3/ e0 4,At4 (2) I nr qaR ad it/P4L M cmga (3(LAT NAI L c o AIN • 32316 od 5 eiteg c4/4,trot II lb • . CI = 2 r` 1l$ l6 (0,4 10 . k`( = 4 2SLb >32;51[, O k (3) I d NmLS iN.cne/1-D = 3 g l /b > 32$ 16 oi; (fisr._ (`l) 10el i✓A)L -S fa fNo or Qt2AzE _ _ _ 'I °!e" SQ N I L PI/ V — - - - -- BY ..05-r. sneer No J � location Date 9 fl 5 7 Consultin Engineers I -- __ m Client Alto 3 -_ w-( Revised dab No. Fbonct oo U r U _ 060 II . ss L , 'NA VF- Date oiN • Qkvis.ta 4v%t -4-$ (4,4rv(1M i'v • • P 9 �= 2 fb s�,eu• 4 1,25'') = I2.?st& CAPZlrrA aSccPic- 0.6(3.91C) ` — ` 2 L ON�) G - 22,`,45r 1 „ 2a. s (I2, 5 44.141 64,14/A4,- = 286 I6 `Z S= 2( %° , F S M� 28c, (1`) 4/6 • 2 a,?% = Ili. 3 is; 0. 02 014 TMLe 2 - 2 /6 q�ti dos,E, , G B • F =27 i7 > Iq,a As; (& 1 -T6 fliu,. G rP d if Yct'I 9)6C.k' 1, z • LAv evr r 2 B 616 (►• ?s') �67 7S` of O LA-6_ NOS 2o0 S Lnt Au. u- = 303 ILA w /Gur fi - croRs C fr�= G. 16 (0. 40.7)( SIL4.1. t j )(?O 1 )= 2 ILA; -- — - 5h Ad. L• i&) r oo' 1 E - 73 (4/.) $19 lb > Sh k - pUP20tl- 00201 REC EIVED SEP 20 2011 fry ITW Building Components Group, Inc. g U �G D C� 8351 Rovana Circle Sacramento, CA 95828 (916) 387 -0116 Page 1 of 1 Document ID:1UFE7175Z03 1914 1 120 ISION Thus Fabricator: Truss Conponents of Oregon Jobldentification: 0911060 -- FREDTEST -GUY ANDERSON/ SONIC SOLAR -- TIGARD AND HILLSBORO, OR Model Code: Truss Criteria: CUSTOW/TPI- 2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Reef - 42 PSF a 1.15 Duration Floor - N/A Wind - 100 NPH (ASCE 7- 05- Closed) Notes: 1. Deternination as to the suitability of these truss conponents for the Christian Chappell structure is the responsibility of the building designer /engineer of 2. irl io4n ahed ?e drawing nuldser is preceded by: CAUSR7175 Details: - Subnitted by CRC 14:11:16 09 -19 -2011 Reviewer: TSB $$ # Ref Description Drawing# Date 1 31328 - -A 11262001 09/19/11 2 31329 - -B 11262002 09/19/11 3 31330 - -C 11282003 09/19/11 4 31331 - -D 11282004 09/19/11 THIS DIG PREPARED FROM COMPUTER INPUT (LORDS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (0911060 -- FREOTEST -GUY ANDERSON/ SONIC SOLAR -- TIGARD AND HILLSBORO, OR - A) Top chord 2x4 DF -L #1 &Bet. 100 mph wind, 25.96 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet. anywhere in roof, CAT I1, EXP C, wind TC DL =4.0 psf, wind BC DL =0.6 Webs 2x4 :HF Standard or HF Stud: psf. Special loads In lieu of structural panels or rigid ceiling use purl ins: (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) CHORD SPACING(IN OC) START(FT) END(FT) TC- From 80 plf at 0.00 to 80 plf at 13.00 TC 24 0.00 13.00 BC- From 2 plf at 0.00 to 2 plf at 13.00 BC 83 0.00 13.00 Wind reactions based on MWFRS pressures. Deflection meets 1/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Truss must be installed as shown with top chord up. Metal plate connected wood trusses are intended to be used only in areas protected from the elements. It is the building designers and owners responsibility to provide protection against exposure to moisture. Inspect trusses periodically to ensure their Integrity. Provide for complete drainage of roof. 4X16.. 3X4 = 1.5X3 III 3X4 = 4X16 0-11-8 II rah 0 -11 8 5 -0-0 4X16= 3X7= 4X16= 3X5 III 3X5 III 3 -3 -14 3 -2 -2 '1 N3 3 -2 -2 3 -3 -14 [c 13 -0 -0 Over 2 Supports R =533 U =262 W =5.5" R =533 U =262 W =5.5" Design Crit: CUSTOM /TPI- 2007(STD) PLT TYP. Wave FT/RT = 296(096)/4(0) 10.0 QTY:5 OR/ - /1 /- / - /R /- Scale = .5 “ /Ft. Tm,componeobof0(egoo (50313570.1M11110” LEE 1 1 i01 � I RE IS CA M. 15 (1 ' s'6 _ CEO PROP&_ TC LL 25.0 PSF REF R7175- 31328 825 North 4 Street, Cornelius ORR LDWIH STQ EET. 6HITE 712. IA. ASOMAM VA. 07714) ). P y (6000 11) m OF A 870 Ebb 01 NF O AIE 600 EIMWPRISE I. 6001601. III 62110 I ) FOR SAFETY PRACTICES MUM TO PERI0MM 1165E FUNCTIONS. FUNCTIONS. UNLESS .y `' to F , , - DL 7.0 PSF DATE 09/19/11 OTHERWISE IMICATED 160 ESMV 1)461.1. ME WN4 .Y ATTAO6D S1DL11RA1. PANELS AID BOTTOM CHORD SHALL HAVE W 110 : . 11 — • ROPEar STT MOM MUM. 6C BC DL 10.0 PSF ORW causR7175 11262001 •• IMPOMTANT••RNDHSP A PAY OF THIS DESIGN 1 THE 1NSTALLATIOI CONTRACTOR. 1111 BUILDING COMOROlrs � row BC LL 0.0 PSF CA -ENG TSB /CWC mow �' MANE GROW. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AM FAILURE E TO THE MUSS • i Q MIC 6I R60RE IH NS TPI: OR FABRICATING. MIMING. SHIPPING. INSTALLING • RACING OF 1026056. - OESIOI =FORMS WITH APPLICABLE PROVISIONS of IMS (MTIOML 067110 SPEC. BY AHPR) AID TPI. ALPINE ITI V OOM PLATES NAM ATES ARE NA OF 20/TB/ISGA (1.1/.3/6) =P AS ABS) GRADE 40/60 (B. 6/11.SS) GALV. STEEL. APPLY 4t'&N 7 VI i AM"P TOT. LD . 42.0 PSF SEAN- 12536 REV MATES TO EACH FACE OF TRUSS AM. MESS OTHERWISE LOCATED DESIGN. THIS DESIGN. POSITION PER MAWINGS 1BOA -2. 1 � ■ Y INSPECTION OF PLATES FOLLOWED AIE BY (I) N BE PER B Al A2 OF TP11 -7002 SEC.). A SEAL OW TINS 4 4NW. C '� DUR. FAC. 1.15 11/11 Building ComponentsGToul4Inc' rz BUILDING OESIGAE — ICATES ACOPTAAEI IOF PROEES.Si� 601 iM RESPOG1B1LIITDInMELT ME S PE1HCIrOOF�TIET PI • &memento, CA 95828 1 PER *051/1P1 I SEC. 2. EXP. 12-31-11 SPACING 24.0" JREF- 1UFE7175Z03 6 THIS DING PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (0911060-- FREDTEST -GUY ANDERSON/ SONIC SOLAR -- TIGARD AND HILLSBORO, OR - B) Top chord 2x4 DF -L #1 &Bet. 100 mph wind, 26.59 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet. anywhere In roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 :HF Standard or HF Stud: psf. Special loads In lieu of structural panels or rigid ceiling use purl ins: (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) CHORD SPACING(1N OC) START(FT) END(FT) TC- From 80 plf at 0.00 to 80 plf at 13.00 TC 24 0.00 13.00 BC- From 2 plf at 0.00 to 2 plf at 13.00 BC 120 0.00 13.00 Wind reactions based on MWFRS pressures. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Truss must be Installed as shown with top chord up. Metal plate connected wood trusses are Intended to be used only in areas protected from the elements. It is the building designers and owners responsibility to provide protection against exposure to moisture. Inspect trusses periodically to ensure their integrity. Provide for complete drainage of roof. 3X59 3X4= 1.5X3111 I1 3X4= 3X5 T - T 1-7-1 1 -7 -1 I 1 _ +25 -0 -0 I gE 3X5= 3X7 3X5° rr 3X5 III 3X5 In 3 -3 -14 3 -2 -2 3 -2 -2 3 -3 -14 3 -3 -14 3 -2 -2 3 -2 -2 3 -3 -14 13 -0 -0 Over 2 Supports '1 R =533 U =195 W =5.5" R =533 U =195 W =5.5" Design Crit: CUSTOM /TPI- 2007(STD) PLT TYP. Wave FT /RT =2 %(0%)/4(0) 10.03.03.05$' QTY:5 OR/ - /1 /- / - /R /- Scale = .5 " /Ft. Thus Components ofOregon . (503)357 - ;' ; 1101°E°'1GI r IM G � L . RE WI l �� Ep PROM E, TC LL 25.0 PSF REF R7175- 31329 825 NMh Comelms0 , 1H LEE STREET SUITE 912. S ALEXO VA. 22211) ANG RIG (NOaD TR �c PTE CE AlR ,u. smo g pIN ENTERPRISE • MADISON. NI 63779) FOR SAFETY PRACTICES PRIGN TO PERiTHESE NING 71 F W IO ABA d� ii Willt TC DL 7.0 PSF DATE 09/19/11 OT1WISE IRE1GIED TOP CHORD SHALL HAVE PROPERLY ATTACKED STOETTR L PIIE1S WA BOTTOM CHORD SMALL NAVE I NOEBLE ITT 11019 MUM. BC DL 10.0 PSF DRW CAUSR7175 11262002 ••IMW iTAM RR T••UISH A COPY OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. ITN BUILDING OOMPO TS Alt — MANE WAG INC. ESPONSIBLE MY SMALL TOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. Y FAILIRE TO OIILO THE TRUSS P BC LL 0.0 PSF CA -ENG TSB /CWC Nom IN CONIANNANCE WITH TPI: OR FARBICATIIO. HOWLING. SHIPPING. INSTALLING B BRACING OF TOSSES. DESIGN CONFORMS WITH 712 IRI100IGN OF NO MS AST, A65 S S (NATIONAL DESIGN EC. NY ARAM) OM TP.. ALPINE _o Nr TOT.LD. 42.0 PSF SEAN- 12539 REV CONNECTOR PLATES WADE OF TES ITH NAPE OF mnR/1BG A.*5 NAL 4 SPEC. NY RA ) GRADE )S GLV. STEEL. APPLY MATES TO EACH FACE OF TRUSS AU D. A. mess OTIEISISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS NINGS IR-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AT of TPI1-2002 SEC.). A SEAL ON THIS eiIN4 OUR. FAC. 1.15 11W Building Components Groap, Inc. X10 �O IGTES nE � �I E1O1� 163 RESPONSIB�ILTMDI..nELY' THE (TRIOS Tr D=F TIE seaameeto CA 95828 401101NG 001(2EA PER ANG „TP, , SEC. EXP. 12 -31 -11 SPACING 24.0” JREF- 1UFE7175Z03 • THIS DOG PREPARED MRON COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (0911060 -- FREOTEST -GUY ANDERSON/ SONIC SOLAR -- TIGARD AND HILLSBORO, OR - C) Top chord 2x4 DF -L #1 &Bet. 100 mph wind, 26.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet. anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 :HF Standard or HF Stud: psf. Special loads In lieu of structural panels or rigid ceiling use purl ins: (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) CHORD SPACING(IN OC) START(FT) END(FT) TC- From 80 plf at 0.00 to 80 plf at 13.00 TC 24 0.00 13.00 BC- From 2 plf at 0.00 to 2 plf at 13.00 BC 120 0.00 13.00 Wind reactions based on MFRS pressures. Deflection meets L /360 live and L/240 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Truss must be Installed as shown with top chord up. Metal plate connected wood trusses are intended to be used only In areas protected from the elements. It is the building designers and owners responsibility to provide protection against exposure to moisture. Inspect trusses periodically to ensure their integrity. Provide for complete drainage of roof. 3X4= 3X4= 1.5X3 111 3X4= 3X4 = I o a o 1 -10 -6 1 -10 -6 1 Q I 1 0 C. r 5 -0 -0 I 3X4= 3X7= 3X4= 3X5 III 3X5 III 3 3 -3 -14 3 -2 -2 3 -2 -2 3 -3 -14 13 -0 -0 Over 2 Supports > 1 R =533 U =197 W =5.5" R =533 U =197 W =5.5" Design Crit: CUSTOM /TPI- 2007(STD) PLT TYP. Wave FT /RT= 296(096)/4(0) 10.03.03.05 91 QTY:5 OR/- /1 /- / - /R /- Scale = .5 " /Ft. Imo Components ofOregon , R E7AIR 10 (503�1 57 - = °1 ;'° �;, 5"'R I ; • • ST WI r ,E°�: eRACI ` � O rMO FE; TC LL 25.0 PSF REF R7175- 31330 825NDBth4 Street, CorneliusOR NTH LEE STREET. SUITE 317. ALIA. VA. 22314) O RICA (0000 MUSS COIL OF AMERICA. . 0700 ` OIN - ENTERPRISE LANE. MAOISOY, RI 67'15) FM SAFETY PRACTICES PRIOR TD PERFORMING THESE RRCTItNS. UNLESS ( � - . NAVIN, TC DL 7.0 PSF DATE 09/19/11 OD S OP ERMISE IICAIED T CHORD SHALL NAVE PROPERLY ATTACIED STRUCTURAL PANELS AND BOSTON CI SHALL HAVE it • 1110111 121 ITT 81010 =M IRO. BC DL 10.0 PSF DRW CAUSR7175 11262003 •- INPeBTAR••FIm100 A COPY OF THIS DESIGN TO 7E INSTILLATION CONTRACTOR. ITB BUILDING COMPONENTS — -. ALr 6R a'u DROP INC. . SHALL NOT BE RESPONSIBLE FOR ANY DEVIATTGI RI00 THIS DESIGN, ANY FAILURE TD BUILD TICE TRUSS BC LL 0.0 PSF CA -ENG TSB /CWC Ni IN CGHOOREI= WITH WPI, OR FABRICATING. H01OL1b. SHIPPING. INSTALLING • SACIO OF TRUSSES. DESIGN COMM 11Th APPLICABLE PROVISIONS OF MS (NATIONAL DESIGN S. 0/ AFAPA) AND TPI. ALPINE C� VP GB CECTOR PIATES AVE MOE OF 70/10/1641 (R.H/SLq ASTB MSS GRADE 40/60 (R. 1/H.SS) GALV. STEEL. APPLY '7� 4. 0. 0111 ��V TOT.LD. 42.0 PSF SEQN- 12542 REV E PLATES TO EACH FACE OF TRUSS AID. UNLESS 0TRM,SE LOCATED ON THIS DESIGN. POSITION PER COMINGS 180A-2. ./ AM 116PECTION OF PIATE5 IOLLL® BY (I) MALL BE PER ANNEX A7 OF TPII -8007 5EC.3. A SAL ON THIS WIZ IN W. CO OUR. FAC . 1.15 11W Batting Chmpcnenb GTDnp Inc. 5Id y -02189 �PTA O P M IOML EIGI �TROSPS61B�:1T.:1 O0ISn 1 0 T®O 4 a Sacramento, CA 95828 BUILDING DESIGNER PER ANS,/7PI , SEC. EXP. 12-31-11 SPACING 24.0" JREF- 1 UFE7175Z03 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (0911060 -- FREDTEST -GUY ANDERSON/ SONIC SOLAR -- TIGARD AND HILLSBORO, OR - 0) Top chord 2x4 OF -L #1 &Bet. 100 mph wind, 27.53 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet. anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 :HF Standard or HF Stud: psf. Special loads End verticals not exposed to wind pressure. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 80 plf at 0.00 to 80 plf at 13.00 In lieu of structural panels or rigid ceiling use purl ins: BC- From 2 plf at 0.00 to 2 plf at 13.00 CHORD SPACING(IN OC) START(FT) END(FT) TC 24 0.00 13.00 Wind reactions based on MWFRS pressures. BC 120 0.00 13.00 Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 1.50. Truss must be Installed as shown with top chord up. Metal plate connected wood trusses are intended to be used only in areas protected from the elements. It is the building designers and owners responsibility to provide protection against exposure to moisture. Inspect trusses periodically to ensure their Integrity. Provide for complete drainage of roof. 3X4= 3X4 = 1.5X3 III 3X4 = 3X4... 0 o 0 o -© 2-6-6 2 -6 -6 B n L J ❑ Ll X25 -0 -D 3X4° 3X7 = 3X4 = Y 3X5 III 3X5 Iii 3-3-14 I" 3 -3 -14 3 -2 -2 3 -2 -2 3 -3 -14 I c 13 -0 -0 Over 2 Supports R =533 U =203 W =5.5" R =533 U =203 W =5.5" Design Crit: CUSTOM /TPI- 2007(STD) PLT TYP. Wave FT/RT = 296(096)/4(0) 10.03.03.051' — 1 OR / - /1 / - / - /R / - Scale = .5 " /Ft. Tours Components of Oregon (503)357 •-1 .I pr CARE 1111 I ABRI w 111� n ' IV I (1i . IISTA I�mI I M TU 14- VI/IMP 4S Street Cornelius Olt ENTERPRISE MAGI . WI • 53719) FOR SAFETTYYIPPRACTICESSPPR1(� TRUSS THESE �R RUCTIONS. MESS OI �, C LL 25.0 PSF REF R7175- 31331 OTHERWISE m1uTEO 119 (3131D SHALL HAVE PRRPEI .Y ATT TED STRUCTURAL PANELS AND BOTTOM 010107 MALL HAVE - R PaIPOLY ITT NIOID WILTED. - / 'r TC DL 7 .0 PSF DATE 09/19/11 BC DL 10.0 PSF DRW CAUSR7175 11262004 • • IMPORTANT* •FTRH ISH A COP, of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTS 4111 — GRq.. It. SHALL MDT BE RESPONSIBLE FOR AMY DEVIATION FROM THIS DESIGN: ANY FAILURE To BUILD THE TRIM BC LL 0.0 PSF CA -ENG TSB /CWC — ALPINE NE= IN CDHDOISANCE NITS WI: OR FABRICATING. HARMING. MIMIC. INST/LLIND B BRACING OF TRUSSES. v DESIGN L9B BITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIDESIGN SPEC. BY AIWA) )G GAL IIWIRE � TOT.LD. 42 .0 PSF SEQN- 12544 REV COMMIS RATES MADE ARE DE OF T0/ID/1A / SSW AG 11655 GRADE AO/S Q. OI.SS) LL S V. STEEL. APPLY 7 S +I� PLATES TO EACH FAO OF TRUSS AND. UNLESS OIHEI OTKERO) SSW VISE LOCATOR ON THIS DESIGN. . POSITION PER OMNINGS 1BM -E. ANY INSPECTION OF RATES FCLLDBED BY (I) SMALL BE PER AIM Al OF TPI1.=002 SEC.1. A SEAL ON THIS 4NW, CST 11W BuidingCompoBxbGroap :Tr y ES ACOTTAIRf PWFESSI FIGI �SPO TRES IF TILE T .1.s.. OAF 71E We OUR. FAC. 1.15 Sacramento, CA 95828 111111.0111G DEaltiO3 PER ANS1/IPI +NEC. 2. EXP. 12-31-11 SPACING 24.0" JREF- 1UFE7175Z03 •