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15055 SW 5 quic 6(11°2)19- 0020 STRUCTURAL CALCULATIONS New Solar Panels on Roof PROJECT: Pac Star Building 15055 SW Sequoia Parkway Portland, OR for Synchro Solar LLC 1339 SE 8th Ave. Suite B Portland, OR 97214 �ucrvR (.D PROtj 1 183 James G. Pierson, Inc. W, Phi 0,7, .43 OREGON ci O x# 19, �NGINees � EXPIRES: h-30. I-1 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 July 31, 2015 • PAC STAR BUILDING NEW SOLAR PANELS ON ROOF PORTLAND, OREGON SYNCHRO SOLAR GENERAL DESIGN LOADS: The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon Architectural drawings given to us by Synchro Solar. Lateral Design Force Requirements per 2012 IBC /2014 OSSC Wind Pressure 120 mph. Exp. B per 2010 ASCE-7 Seismic Design Per 2010 ASCE-7 Seismic Design Category D Site Class D Roof LL =25 PSF Snow Roof DL= 15 PSF Solar Panels DL=5 PSF Soil Bearing Pressure=1500 PSF (Assumed) SUMMARY: New solar panels are being added to the existing roof of the commercial building at 15055 SW Sequoia Parkway in Portland. The existing roof framing is 2x6 rafters at 24" o/c spanning 8 ft between small glu-lam beams. The glu-lam purlins are 2 r/2" x 18" at 8 ft o/c and span 25 ft between large girders. Existing rafters were found to be adequate for current snow, solar, and the existing dead loads as long as the new solar panel frames span 4 ft o/c between concentrated support points. Solar panels are to be attached to the roof with 5/16" diameter x 3" lag screws at each post as shown on `Enlarged Roof Plan' on drawing set. Due to just minor alterations (added mass)to the existing structure,the existing lateral path remains compliant. The added lateral forces are small. Task: Check Wind Loading and connections for Solar Panels on Roof JL:i p ❑ 0 0 ❑ INVERTER ❑ El Area of Wor 0 r Ti "1 ❑ 0 0 ❑ ❑ ❑ IIll'IJ C2 0 — —Y ❑ 0 0 SOLMETRIC ❑ �ELEC. PANEL ❑ ❑ 0 ❑ ❑ ❑ 0 0 ❑ 0 0 0 ❑ ❑ ❑ 0 1 ❑ IL II I r— Plan View of Partial Roof w/Panel Locations CONTINUOUS SUPPORT RAR AND CONNECTION L FOOT BY RAIL MANUFACTURER (UNIRAC) 6) REFER TO DRAWING 6 ORVARTEAIRONARAg Q14, S° . PV MODULE TILT LEG ATTACHMENT ANIT CI {UNIRAC) ROOF MOUNT,FLASHING, -45°. 6`POST&L FOOT.MAX" (E)ROOFING illorii SPACING 72.O.C. {UNIRAC) 4• • •i`4t 444444 EXIST.ROOF n� SHEATHING FI jl «4• EXIST,2x6 JOISTS D.F.12\ IIIIIIIIIIIIIIIIFMIII EP 24"O.C,TYP. Illirr MIN.(2)1/4"0 X 4°SS UG SCREW PER EACH ATTACHMENT,TIP EXIST.6 3/4"X 25 172' GLULAM BEAM 0 25'O"C",TYP. EXIST.2 1/2'X 1B 1/2" GLULAM BEAM 0&'0.1.,TYP. 1. ATTACHMENT DETAIL Scale:NTS Project Job no James G. Pierson, Inc. Pac Star Building Consulting Structural Engineers Location Date 15055 SW Sequoia Parkway, Portland,OR 6/22/2015 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Synchro Solar 1 Elevated Solar Panels to be looked at as open monosloped roofs(wind hits both top and bottom faces of panels) L L 0.5t. 0.SL 0.5t.. 9.5L ► 4^ , CNVI Wind Wind fi cnt Direction41* Direction oit y 180° WIND LOADING (ASCE7-10) WIND LOADING(ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the directional design method Tedds calculation version 2.0.15 Building data Type of roof Monoslope free Length of building b=26.33 ft Width of building d= 5.50 ft Height to eaves H= 19.00 ft Pitch of roof ao=30.0 deg Mean height h= 20.59 ft Wind flow Clear General wind load requirements Basic wind speed V= 120.0 mph Risk category II Velocity pressure exponent coeff(Table 26.6-1) Kd=0.85 Exposure category(c1.26.7.3) B Enclosure classification (c1.26.10) Open buildings Internal pressure coef+ve(Table 26.11-1) GCp; P= 0.00 Internal pressure coef—ve(Table 26.11-1) GCp,_n= 0.00 Gust effect factor G1=0.85 Topography Topography factor not significant KZt=1.0 Velocity pressure Velocity pressure coefficient(T.27.3-1) KZ=0.62 Velocity pressure qn=0.00256 x KZ x Kzt x Kd x V2 x 1 psf/mph2= 19.6 psf Peak velocity pressure for internal pressure Peak velocity pressure—internal(as roof press.) qi= 19.57 psf Project Job no. James G. Pierson, Inc. Pac Star Building 1°cat.°° Date Consulting Structural Engineers 15055 SW Sequoia Parkway, Portland, OR 6/22/2015 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Cheat Sheet no. Synchro Solar 2 Pressures and forces Net pressure p=qh x G x CN Net force FW=p X Aref Roof load case 1-Wind 0-Loadcase A Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure p(psf) Aref(ft2) FW(kips) (ft) CN qh(psf) 1 (+ve) 20.59 -1.80 19.57 -29.95 83.61 -2.50 2(+ve) 20.59 -1.80 19.57 -29.95 83.61 -2.50 Total vertical net force FW,„=-4.34 kips Total horizontal net force FH,,h= 2.50 kips Roof load case 2- Wind 0-Loadcase B Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) CN qn(psf) p(psf) Aref(ft) F„,,(kips) 1 (+ve) 20.59 -2.50 19.57 -41.60 83.61 -3.48 2(+ve) 20.59 -0.50 19.57 -8.32 83.61 -0.70 Total vertical net force F,,,,v=-3.61 kips Total horizontal net force Fw,h=2.09 kips Roof load case 3-Wind 90-Loadcase A Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) CN qh(psf) p(psf) Aref(ft) F,,,(kips) 1 (+ve) 20.59 -0.80 19.57 -13.31 130.75 -1.74 2(+ve) 20.59 -0.60 19.57 -9.98 36.47 -0.36 Total vertical net force FW,„=-1.82 kips Total horizontal net force F,A,,n=0.00 kips Roof load case 4-Wind 90-Loadcase B Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient pressure z (ft) CN qn(pg� p(psf) Aref(ft) F,,(kips) 1 (+ve) 20.59 0.80 19.57 13.31 130.75 1.74 2(+ve) 20.59 0.50 19.57 8.32 36.47 0.30 Total vertical net force FW,,= 1.77 kips Total horizontal net force Fw,h=0.00 kips Project Job no. James G. Pierson, Inc. Pac Star Building Consulting Structural Engineers Location Date15055 SW Sequoia Parkway, Portland, OR 6/22/2015 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax (503)226-3130 Client Sheet no. Synchro Solar 3 Roof Load Wind ilirectian.1 Wind Direr t cry 180° Angle Ca0VC1 at Wind Flow - artuxed Wind Flow aear Wind Flow Obstructed Wind Flow 9 Clot CCH_ CKW CfC CION if; to Cwt Cm, A L2 0.3 -0.5 -L2 .1.2 0.3 -03 -11 1.1 -0.1 -L I -0.6 4.1 -0. -t. -1.6 7,3* 13 , -06 -1 -1 -1.5 0.9 13 .02 -1,2 -1,40 -1,7 d1.8 L6 0 3 0.8 • 4.3 1A -0.4 - 3 ;p_1w -1.5 13 1.6 0.4 -LI 1 -L9 0 -2.1 .0.6 1.8 0.6 12 • -0.3 22.x° A -13 -1.6 -U -1x7 Li 1.8. 03 -1 B , . -2A -0 -23 -0.9 2.2 0.7 13 . . 0 3p" A -1.8 -1.8 -1.5 -1.8 ' 23 2,1 0.6 -1 -23 -03 -23 •1.1 2.6 t 1.6 0.1 37.5"� -1.8 F -L8 -1, 1,8 2,1 2.2 0.7 -0.9 B •2,4 ., -0.6 -2.2 -1,1 2.7 L1 L9 0.3 45a A -1.6 ► -1.8 -1.3 -1.8 2.2 2.5 0. -0.9 13 -2.3 - -l3:' -1.9 4.2 2,6 1.4 23 0,4 C y� ti tt ref passives( `Olt$ft t °and boom tori e-n forwindward *x l d atif of roof sufact;.resproisnly; 2, Clear aired now soistt'etty c ted woad Sou*with blockagr don Or tital to 50% Oinntatod wig flow denotes nhievx below roof inhibiting Ovoid iiaw(>5t blockage). 3. For valuta of i Women 7,r wad 45n,Smelt ndeepolation partosed. Foa voloes or'6 tea tion 73°,ust 1044 milldam for 4)°, 4 Plus ar signs wow mom.wiuut iswiou end awtty ftp drt tqt ii f at»fit tsa)rrtttverly. 3, AFI#toed tuos stem 5i oath nor anew he nwrallawand,: 6. *dawn L horizontal dttrtnsar or root oseastwedtet the along wtod dtrantew,ft WId h .mean roofatieat,tt,(en y dittettaft of witted:dogma 6 a0ft,Seofphotutmofrr ohne tat,*rates Use max wind load case to design solar support rails and attachment to structure Prl,Lc2=-41.596 psf Upward force on upper section of solar panels(Roof Load Case 2,Zone 1) prl,LC4= 13.311 psf Downward force on upper section of solar panels(Roof Load Case 4,Zone 1) Check Rails for critical load combinations Solar Panels: Solarworld 250W 1=66 in w=39.5 in t=1.22 in weight=46.7 lbs DL=weight/(w*I)=2.580 psf DL=5 psf Self weight of solar panels plus rails-use for design LL= 25 psf Snow Loading on panels Winddown=Pri,Lc4 Winddown= 13.311 psf (ASCE 7-10) Windup=prl,LC2 Windup=-41.596 psf (ASCE 7-10) Tributary Load per rail a=1/2 Combine Nominal Loads using Allowable Stress Design (ASCE 7-10 2.4.1) U3=(DL+LL)*1/2=82.500 plf U4=(DL+ .75*(LL+0.6*Winddown))*1/2=81.785 plf -Controls U5=(DL+(0.6*Winddown))*1/2=35.713 plf Project Job no James G. Pierson, Inc. Pac Star Building Consulting Structural Engineers L°ea<1on Date 15055 SW Sequoia Parkway, Portland, OR 6/22/2015 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Client Sheet no. Synchro Solar 4 U7=(0.6*DL+0.6*Wind„)*1/2=-60.384 plf up -Controls Try Snap N Rack 100 Series Check Rails for design loads L=4 ft span of rails M= 1/8*U4*L2= 1962.830 lb in VX=U4*L/2= 163.569 lbs down each side of support SPs=0.2 in3 fa=M/SPs= 9814.148 psi Fb=21000 psi 6005A-T51 fa/Fb=0.467 <1.0-okay • Use Snap N Rack 100 Series Connections to structure: col* Snap N Rack Flashed Feet ultra Uplift on connections R„p=-U7*L= 241.535 lbs up at supports Try 5/16”dia. lag bolts Tall=266 lbs per inch embedment • Rip I Tanow= 0.908 inches embedment required into 2x framing Use 5/16"diameter x 3"long lag bolts at each PV Mount Project Job no. James G. Pierson, Inc. Pac Star Building Location o°a i°n Date Consulting Structural Engineers 15055 SW Sequoia Parkway, Portland, OR 6/22/2015 610 S .Alder,Suite 918 Portland,Oregon 97205 Tel,(503)226-1286 Fax (503)226-3130 Client Sheet no. Synchro Solar 5 • • • : 1 I 4.i 1 I ; 1 I 1 I , , I I ( 0C 1 .N177 J,� V0t1 (cN IA4 4c 1r } AL(� �! i 1 � AIN, . ir 1, t 1 1 ,_ i .. 2,47 1 II ._ r G Iti. C ' k i • = I I 1ii. } r _... . 4., _ _._. ''_18c_ i 4'1; 1Ct 0 ,- ) -rl'Al .. _ sl G I 1.51C, "5 ii i r J 11 I 1 . 1 'fr,i) 1 _._.. _....... ^4 �!!I .. {�� Vf'1� '. .._, NKII ' ''-"y�il l+ ...._.. I_ ..S.�r ( 5 � .'F 1� I...__. �. 4 .:�.0.1 f. ...._� 11 999 i T r �1 '1 V.H , A6 ?` ' ! ii , 1 i , I I II It ' i I I i 1 I i 1 1 I { I t L.... _..__I .. i-_..... '`-t - _... ...... -__ _...1._....._ .._. .__ I _ _ t... I i ;.. i k_ 1 11 . Proje Job no. James G. Pierson, Inc. t,c 51-6, Location Dace Consulting Structural Engineers h/ f,5 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. Peder Go/berg, PE, SE Title: Job# James G. Pierson,INc. Dsgnr: Date: 4:53PM, 22 JUN 15 610 SW Alder#918 Description Portland, OR 97205 Scope: 503-226-1286 www.jgpierson.com i Rev: 580004 User:KW-0601615,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software synchro solar.ecwPac Star Description 2x6 w/solar r General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x6 Center Span 8.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL 30.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 490.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 2.200 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=8.00ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.997 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 0.7 k Allowable 1.0 k-ft Allowable 1.7 k Max.Positive Moment 0.97 k-ft at 2.208 ft Shear: @ Left 0.48 k Max.Negative Moment 0.00 k-ft at 8.000 ft @ Right 0.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.430 in Max.M allow 0.98Reactions... @ Right 0.000 in fb 1,542.83 psi fv 83.97 psi Left DL 0.48 k Max 0.48 k Fb 1,547.33 psi Fv 207.00 psi Right DL 0.25 k Max 0.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.286 in -0.286 in Deflection 0.000 in 0.000 in ...Location 3.680 ft 3.680 ft ...length/Deft 0.0 0.0 ...Length/Defl 335.1 335.10 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.430 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Peder Golberg, PE, SE Title: Job# James G. Pierson, INc. Dsgnr: Date: 4:53PM, 22 JUN 15 610 SW Alder#918 Description Portland, OR 97205 Scope: 503-226-1286 www.jgpierson.com Rev. 580004 1 (c)1983 2003 ENERCALC Engineering Ver Software General Timber Beam synchro solar.ew9 ac Sr r Description 2x6 w/solar at 4 ft General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x6 Center Span 8.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL 30.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 328.0 lbs _, lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=8.00ft,Beam Width= 1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.919 : 1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.4 k Allowable 1.0 k-ft Allowable 1.7 k Max. Positive Moment 0.90 k-ft at 4.000 ft Shear: @ Left 0.28 k Max.Negative Moment 0.00 k-ft at 8.000 ft @ Right 0.28 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.397 in Max.M allow 0.98@ Right 0.000 in Reactions... fb 1,421.75 psi fv 49.19 psi Left DL 0.28 k Max 0.28 k Fb 1,547.33 psi Fv 207.00 psi Right DL 0.28 k Max 0.28 k r Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.265 in -0.265 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 362.6 362.57 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.397 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in --No SnowDrif required 'to;be considered due :_- _._ . -- -- �.... E .- _ .,. . ..,- .� to-pa be n g separr thati the _ ;.... ees t abed.s I I j 1 ' ._ .... __ .. _ }- 1 1......_ . .1. ...-r--...._. , -obstruction- ot-ot -.-_t� -esrthan .�5.... twi-de ..! 1 } �'ckl1 1 �pVpV - S4N / A. ,A 4,_ art i. 1. I 41"i/5. 1 111‘I ii th i. 1.rftott.g44....) . ...- .., ' - 11– �f` , f} — qq � � ' A /:+ .0 j .1is; f BolicZ'�J 1 1 + � ji i . I4 . I -�h1h!4ci fol c al vs., , s A$} "Mcti' '44C04kF\ 1 �. ` ' — 1 ; 1. .......,._.__ _I 1 (.444‘101 �.._; I 5 �°�nR '}/Q''� + _.. '....... ' i • A I f 1 .. 1 ... I *''t .'fir I , i 4 _ f "� ' I° P � fit I `CC1ccr k r 1 it ; . _ - , I � i • I • t 4: 0 I r 1 I i i t: t • • 1 10 1ft CIla1 , .L.._... '..... .. .... 1 I _.' s'• ! ...1 kr 1'+ GOA tt��i.�._.__ ��' '�� tn3� a,n "�_',.... Project Job no. James G. Pierson, Inc. p,, C sl'et Location Date Consulting Structural Engineers . ( I I t 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Client Sheet no. 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Vit t•-• cJob no. t-) ,- Location Date Consulting Structural Engineers '7 1115 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. SNOW LOADING (ASCE7-10) Tedds calculation version 1.0.05 Building details Roof type Monopitch Width of roof b = 150.00 ft Slope of roof 1 a= 1.00 deg Ground snow load Ground snow load p9 = 10.00 lb/ft2 Density of snow y = min(0.13 x pg/1 ft+ 14lb/ft3, 301b/ft3)= 15.30 lb/ft3 Terrain type B Exposure condition(Table 7-2) Fully exposed Exposure factor(Table 7-2) Ce=0.90 Thermal condition(Table 7-3) All Thermal factor(Table 7-3) Ci= 1.00 Importance category(Table 1-1) it Importance factor(Table 7-4) Is= 1.00 Min snow load for low slope roofs(Sect 7.3.4) pf min= Is x pg= 10.00 kb/ft2 Rain on snow surcharge(Sect 7.10) prsur= 5.00 lb/ft2 Flat roof snow load (Sect 7.3) pf=0.7 x Ce x Ct x is x pg + pf sur= 11.30 Ib/ft2 Unbalanced flat roof snow load (Sect 7.3) pr unbal= max(0.7 x Ce x Ct x is x p9, pr_min)= 10.00 lb/ft2 Warm roof slope factor(C1<= 1.0) Roof surface type Non slippery Ventilation Ventilated Thermal resistance(R-value) R = 30.00°F h ft2/ Btu Roof slope factor Fig 7-2a (solid line) Cs= 1.00 Monoslope Sloped roof snow load (01.7.4) ps= max(Cs x pf, pf_min)= 11.30 lb/ft2 Roof projection drifts Max height of obstruction hoes= max(ht abs, hz obs)=4.00 ft Width of obstruction bone= 26.00 ft Distance from LHS eaves bi_obs= 75.00 ft Distance from RHS eaves bz ons=49.00 ft Balanced snow load height hb= pl x Cs/y= 0.74 ft Height from balance load to top of projection hr_obs= hobs- hb= 3.26 ft Length of lower roof (robs= max(biobs, bz_obs)= 75.00 ft Drift height windward drift hd_i_obs=0.75 x (0.43.x (max(20 ft, ILobs)x 1ft2)13 x (pg/lib/ft2+ 10)114- 1.5ft)= 1.75 ft Drift height ho_obs=min(ha_i_obs, hobs- hb)= 1.75 ft Drift width W a obs= min(4 x hd_t_obs, 8 x (hoes-hs))=7.00 ft Drift surcharge load pa_obs= hoLobs x y= 26.79 lb/ft2 P rojcof lob no. James G. Pierson, Inc. Loeauon Date 7/1/2015 Consulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Client Sheet no. Tel:(503)226-1286 Fax:(503)226-3130 1 Peder Golberg, PE, SE Title: Job# James G. Pierson,INc. Dsgnr: Date: 2:28PM, 1 JUL 15 610 SW Alder#918 Description Portland, OR 97205 Scope: 503-226-1286 www jgpierson.com Rev 580004 User.KW-0601615 Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software synchro solar.ecw:Calculafions Description 2x6 w/solar and snow drift r General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x6 Center Span 8.00 ft Lu 0.00 ft Beam VVidth 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL 30.00#/ft LL 22.60 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left 53.60 #/ft Start Loc 2.200 ft DL @ Right #/ft LL @ Right 5.00 #/ft End Loc 8.000 ft Point Loads Dead Load 180.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 2.200 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=8.00ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0892 : 1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.6 k Allowable 1.0 k-ft Allowable 1.7 k Max.Positive Moment 0.87 k-ft at 3.424 ft Shear: @ Left 0.42 k Max.Negative Moment -0.00 k-ft at 8.000 ft @ Right 0.35 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.236 in Max.M allow 0.98@ Right 0.000 in Reactions... fb 1,380.87 psi fv 71.99 psi Left DL 0.25 k Max 0.42 k Fb 1,547.33 psi Fv 207.00 psi Right DL 0.17 k Max 0.35 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.158 in -0.298 in Deflection 0.000 in 0.000 in ...Location 3.808 ft 3.904 ft ...Length/Defl 0.0 0.0 ...Length/Defl 609.3 322.16 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.236 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Peder Golberg, PE, SE Title: Job# James G. Pierson,INc. Dsgnr: Date: 2:28PM, 1 JUL 15 610 SW Alder#918 Description Portland, OR 97205 Scope: 503-226-1286 www.jgpierson.com Rev 580004 User:5800001615,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software synchro solar.ecw:Calculations Description 2x6 w/solar and snow drift Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 0.87 k-ft 6.75 in3 1,547.33 psi @ Left Support 0.00 k-ft 0.00 in3 1,547.33 psi @ Right Support 0.00 k-ft 0.00 in3 1,547.33 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.59 k 0.49 k Area Required 2.869 in2 2.352 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.448 in Max.Right Reaction 0.35 k Bearing Length Req'd 0.375 in Lr Query Values M, V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.42 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch &Diagram i — T801ba I 520/fwritf+ttintr; =v ._ ,,TivTltitrttirftrl s2.eam ______ 1 ss./�Rwrirrvr. , rtttVttt ;sue _ __ V I I I I I 1 _ I il � i ( II ' III HI '' wax=0.9k-ft ,.. do) ____ I I _ _ P �j Rmax=0.4k Rmax=0.4k 1 I 1 , _t -._.._ Vmax @ left=0.4k Vmax @ rt=0.4k ' I I Ii i i i 1 r I - I . M i I 1 Peder Golberg, PE, SE Title: Job# James G. Pierson,lNc. Dsgnr: Date: 4:53PM, 22 JUN 15 610 SW Alder#918 Description Portland, OR 97205 Scope: 503-226-1286 www.jgpierson.com rRev: 580004 User.KW 0601615,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software synchro solar.ecw:Pac Star Description 2.5 x 18 glb w/o solar General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2.5x18.0 Center Span 24.50 ft Lu 0.00 ft Beam Width 2.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,000.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 120.00#/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft M !! n Beam Design OK Span=24.50ft,Beam Width=2.500in x Depth=18.in,Ends are Pin-Pin Max Stress Ratio 0928 : 1 24.0 k-ft Maximum Shear* 1.5 5.2 k Maximum Moment Allowable 25.9 k-ft Allowable 12.4 k Max.Positive Moment 24.01 k-ft at 12.250 ft Shear: @ Left 3.92 k Max.Negative Moment 0.00 k-ft at 24.500 ft @ Right 3.92 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.667 in Max.M allow 25.87@ Right 0.000 in Reactions... fb 2,134.22 psi fv 114.99 psi Left DL 1.47 k Max 3.92 k Fb 2,300.00 psi Fv 276.00 psi Right DL 1.47 k Max 3.92 k I Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.445 in -1.186 in Deflection 0.000 in 0.000 in ...Location 12.250 ft 12.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 661.0 247.86 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.667 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.688 Le 0.000 ft Sxx 135.000 in3 Area 45.000 in2 Cv 1.000 Rb 0.000 CI 3919.998 Max Moment Sxx Req'd Allowable fb @ Center 24.01 k-ft 125.27 in3 2,300.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.17 k 5.17 k Area Required 18.748 in2 18.748 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.92 k Bearing Length Req'd 2.412 in Max.Right Reaction 3.92 k Bearing Length Req'd 2.412 in Peder Golberg,PE, SE Title: Job# James G. Pierson,INc. Dsgnr: Date: 4:53PM, 22 JUN 15 610 SW Alder#918 Description Portland, OR 97205 Scope: 503-226-1286 www.jgpierson.com Rev: 580004 ------ --_---- User:KW-0601615,Ver 5.8.0,1-Dec-2003 General Timber Beam Pae 1 (c)1983-2003 ENERCALC Engineering Software synchro solar.ecw:Pac Star Description 2.5 x 18 glb w/solar LGeneral Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2.5x18.0 Center Span 24.50 ft Lu 0.00 ft Beam Width 2.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,000.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 135.00#/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span=24.50ft,Beam Width=2.500in x Depth=18.in, Ends are Pin-Pin Max Stress Ratio 0.971 : 1 Maximum Moment 25.1 k-ft Maximum Shear* 1.5 5.4 k Allowable 25.9 k-ft Allowable 12.4 k Max.Positive Moment 25.14 k-ft at 12.250 ft Shear: @ Left 4.10 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 4.10 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.751 in Max.M allow 25.87 Reactions... @ Right 0.000 in fb 2,234.26 psi fv 120.38 psi Left DL 1.65 k Max 4.10 k Fb 2,300.00 psi Fv 276.00 psi Right DL 1.65 k Max 4.10 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.500 in -1.242 in Deflection 0.000 in 0.000 in ...Location 12.250 ft 12.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 587.5 236.76 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.751 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.688 Le 0.000 ft Sxx 135.000 in3 Area 45.000 int Cv 1.000 Rb 0.000 CI 4103.748 Max Moment Sxx Req'd Allowable fb @ Center 25.14 k-ft 131.14 in3 2,300.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.42 k 5.42 k Area Required 19.627 in2 19.627 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.10 k Bearing Length Req'd 2.525 in Max.Right Reaction 4.10 k Bearing Length Req'd 2.525 in e., s �" x a-'r r - _r .; "sem ; r ._ „. 0 sr € : �.' 0 _ 3 iiifilA , --� ? s :z . . C; 1 77110T g F . w` r, � r .- - a % a� ' teYv �v ,'w?-32 " t!') -, � ;•t�, sl ' ` a -r x rA im s 47 ,v ., �= P ; zk Y , , s , X .4 �t s, x , TCifi - k 4 k Xa ; Vsr v,+� yam. -s a ": , yr r T 7-}, a 2, mssi s- ti `��._ 's4 v a F, 4 r .� -- x g.r �� ^.` a, ,fir s §..- ..404 . - ,� =...n F ` '� a• �, ' ' r- ' rr 'a'TA 7 ,r ;s+, x§ "^M 0``40#'0" '> .: 'Y4,• - 5 _ g THE WORLDS ONLY f :� 1 " .- SECURE POWER SUPPLE r 4 e ~ t Certified Innovative Powerful Flexible • UL 1741 and 16998 compliant •Secure Power Supply provides • 47.6 •maximum efficiency •Two MPP trackers provide • Integrated ASCI meets the require- daytime power during grid outages •Wide input voltage range numerous design options meets of NEC 201 1 690.1 1 • Shade management with OptiTroc • Extended operating Global Peak MPP tracking temperature range SUNNY BOY 3000TL-US / 3800TL-US /4000TL-US / 5000TL-US / 6000TL-US / 7000TL-US / 7700TL-US Setting new heights in residential inverter performance The Sunny Boy 3000TL-US/3800TL-US/4000TL-US/5000TL-US/6000TL-US/7000TL-US/7700TL-US represents the next step in performance for UL certified inverters. Its transformerless design means high efficiency and reduced weight.Maximum power production is derived from wide input voltage and operating temperature ranges. Multiple MPP trackers and OptiTrac1M Global Peak mitigate the effect of shade and allow for installation at challenging sites.The unique Secure Power Supply feature provides daytime power in the event of a grid outage. High performance, flexible design and innovative features make the Sunny Boy TL-US series the first choice among solar professionals. www.SMA-America.com tIIIP"- Sunny Boy 3000T1-US • Sunny Boy 3800T1-US Sunny Boy 400011-US Technical•data 208 V AC 240 V AC 208 VAC 240 V AC 208 V AC ..240 V AG Input(DC) Mex.usable'DC power(©cos 9 1) • 3200 W .4000 W 4200 W Max.DC voltage • 600 V600 V 600 V" Rated MPPTvoltage range 175-480 V -175-480 V 175-480 V MPPT operating voltage range • 125-500 V -125-500 V ' 125-500 V Min.DC•voltage/start voltage 125 V/150 V 125 V•./150 V 125.V/150V Max.operating input current/.per MPP tracker18 A J 15A 24 A/ISA 24 A/15 A Number of MPP trackers/strings per MPP tracker • 2./2 Output(AC) AC nominal power • 3000W 3330.W 3840W- 4000 VJ Max.AC•apparent power 3000 VA 3330 VA 3840 VA 4000 VA Nominal AC voltage/adjustable 208 V/• • 240 V/• 208...0/•• .240 V./•• 208 V/• • 240 V/• AC Voltage range -1.83.. 229.V 211-264.V 1 83`229 V 211 -.264 V 183-229 V. • 211..-264 V AC grid frequency;range , 60 Hz/59,3..4-.60.5 Hz 60 Hz/59.3-60.5 Hz 60 Hz/59.3-60.5 Hz Max,output current15 A16 A 20 A` Powerfactor(cos p) 1' 1 .Output phases/line connections ' 1 /21/2 i/2 ; Efficiency Max.efficiency 97.2% ••97.6% 97.2% .97.5%'• 97.2% 97.5% CEC efficiency • 96,5%„ •••,••••-,-..,•••,..:, 96.5% 96.5% 97.0% 96.5`t•• • 97.0%'? Protection devices DC disconnection device • DC reverse-polarity protection • Ground fault monitoring/Grid monitoring ••/• AC short circuit protection • All-pole sensitive residual current monitoring unit • Are fault circuit interrupter(AFCI)compliant to UL 16998? • Protection class/overvoltage category1/IV General data Dimensions(W/H JD}in mm(in) 490/519./...185 (.19.3/20.5/7.3) DC Disconnectdimensions(W/1-1/DT in mm(in) 187/297/190 17:4/11..7/.7.5). Packing dimensions(W/H./D)in•rum(in) 617/597/266 (24.3/23.5/10.5) DC Disconnect packing dimensions(W../H/D)in mm,(in) 370/•240/280 (14.6/.9.4•/..11.0). • Weight/DC Disconnect•weight24 kg (531b)/3.5 kg (8 ib) -Packing weight/DC Disconnect packing weight27•kg•(60 Ib)/3.5 kg (8 Ib) Operating temperature range . -40..°C.....4-60°C....(4.40.°F.......+.140°F) Noise emission(typical) z 25 dB(A) <25 dB(A)'. • <.25 dB(A) Internal consumption at night ..<1.W. • • W <1 W Topology Transformerless Transformerless Transformerless Cooling Convection Convection Convection Electronics protection rating NEMA 3R • • NEMA 3R .NEMA 3R Features Secure Power Supply • • • Display:graphic • • • •Interfaces:RS485/.Speedwire/Webconneet 0/0 • O/O o/0 Warranty.'10/.15./..20 years •/o/O •/O/0 •/O/O Certificates and:permits..(mare available onrequest) UL 1741,.U1.1998,UL 16998;.IE EE1547,FCC Part 15(Class A i&•B),•CAN/C SA C22.2 107.1-1 NOTE US inverters ship with gray lids • ' • Type designation SB 300011-US-22 SB 3$00TL-US-22 SB-4000TLRUS-,22 1 Sunny Boy 5000TL-US Sunny Boy 60007L-US Sunny Boy 700071-US Sunny Boy 7700TL•US 208 V AC 240 V AC 208 V AC 240 V AC 208 V AC 240 V AC - 208 V AC , 240 V AC 5300 W _ 6300 W 7300 W 8000 W 600 V 600 V 600 V 600 V 175-480V 210-480V 245-480V 270-480V 125-500 V 125-500 V 125-500 V 125-500 V 125V/150V 125V/150V 125V/150V 125V/150V 30A/15A 30A/15A 30A/18A 30A/18A 2/2 4550 W 5000 W - 5200 W 6000 W 6000 W 7000 W 6650 W 7680 W 4550 VA 5000 VA 5200 VA 6000 VA 6000 VA 7000 VA 6650 VA 7680 VA 208V/• 240V/• 208V/• 240 V/• ' 208 V/• 240 V/• 208V/• 240V/• 183-229 V 21 1 -264 V 183- 229 V 21 1 -264 V 183-229 V 21 1 -264 V 183-229V 211 -264V 60 Hz/59.3-60.5 Hz 60 Hz/59.3-60.5 Hz 60 Hz/59.3-60.5 Hz 60Hz/59.3-605Hz 22 A 25 A 29,2 A 32 A 1 1 1 1/2 1/2 1 /2 1/2 <4% <4% <4% <446 97.2% 97.6% - 97.0% 97.4% 96.8% 96.8fv 96.8% 97.3% 96.5% 97.0% 96.5% . 97.0% 96.5% 96.5% 96.5% 96.5% • • •/• • • - • I/IV 490/519/185 (19.3/20.5/7.3) 187/297/190 (7.4/11.7/7.5) 617/597/266 (24.3/23.5/10.5) 370/240/280 (14.6/9.4/11.0 24 kg (53 Ib)/3.5 kg (8 Ib) 27 kg (60 Ib)/3.5 kg (8 Ib) -40°C...+60°C (-40°F.,.+140°F) <29 dB(A) <29 c1B(A) <29 48(A) <29 dB(A) <1W <1W <1W <1W Transformerless Transformerless Transformerless Transformerless Convection Fan Fan Fan NEMA 3R NEMA 3R NEMA 3R NEMA 3R • • • • • 0/0 O/O - O/O O/0,. , •/o/o •/o/o •/o/o •/o/o UL 1741,UL 1998,UL 1699B,1EEE1547,FCC Part 15(Class A&8),CAN/CSA C22.2 107.1-1 SB 5000TL-US-22 SB 60007E-US-22 SB 7000TL•U5.22 SB;770blL441B.-22 ---- -- Efficiency curve SUNNY BOY 50001L-US-22 240Vac! Accessories - r 98 - Speedwire/Webconnect RS4$ tieto�i,.,x .. 1 OM4J 85MUS0,. 96 .. 1 SWDM- S-10 1 94-. c TH ___._ jrTSB3ooc/3soo/ - m T 98.- 4000,/5000Tt U5-22 - - 8B '-'2 -Eta IV 175 V) 96 90 Eta lVw=400 V)`:, c tis 480 86I ' I__- Eta)V„=480 V) 1 --- V.,p IVI 0 0 0.2 -04 -0.6 0.8 1.0 •Standard feature 0 Optional feature -Not available - ' Output power/Rated power Data at nominal conditions I . . ,r ,,,,,,,.,,,,,,,, , ,_ r I 1 4 i 71 More efficient Shade management Easier -'1::•,',' 0 i -- -- ii.:1,4,_ ,,,,,.4 • J -4 1 4(.., F !ill 4UaF - - Secure Power Supply Broad temperature range Flexible communications A NEW GENERATION OF INNOVATION THE SUNNY BOY IL-US RESIDENTIAL SERIES HAS YET AGAIN REDEFINED THE CATEGORY. Transformerless design in all types of climates and for longer periods of Leading monitoring time than with most traditional string inverters. and control solutions The Sunny Boy 3000TL-US / 38007L-US / 4000TL-US / 5000TL-US / 600011-US / Secure Power Supply The new TL-US residential line features more 7000TL-US/ 7700TL-US are transformerless than high performance and a large graphic inverters, which means owners and installers One of many unique features of the TL-US display. The monitoring and control options benefit from high efficiency and lower weight. residential series is its innovative Secure provide users with an outstanding degree of A wide input voltage range also means the Power Supply. With most grid-tied inverters, flexibility. Multiple communication options s inverters will produce high amounts of power when the grid goes down, so does the solar- allow for a highly controllable inverter s 4n under a number of conditions. powered home. SMA's solution provides and one that can be monitored on Sunny } daytime energy to a dedicated power outlet Portal from anywhere on the planet via an . I Additionally, transformerless inverters have during prolonged grid outages, providing Internet connection. Whether communicating been shown to be among the safest string homeowners with access to power as long as through R5485, or SMA's new plug-and-play L inverters on the market.An industry first,the IL- the sun shines. WebConnect, installers can find an optimal g Li US series has been tested to UL 1741 and UL solution to their monitoring needs. 16998 and is in compliance with the arc fault Simple installation requirements of NEC 2011. Wide power class range As a transformerless inverter, the TL-US = - Increased energy production residential series is lighter in weight than Whether you're looking for a model to "�.It its transformer-based counterparts, making maximize a 100 A service panel or trying 4 OptilracTM Global Peak, SMA's shade- it easier to lift and transport. A new wall to meet the needs of a larger residential PV E tolerant MPP tracking algorithm, quickly mounting plate features anti-theft security and system, the Sunny Boy TL-US with Secure zz adjusts to changes in solar irradiation, which makes hanging the inverter quick and easy.A Power Supply has you covered. Its wide mitigates the effects of shade and results in simplified DC wiring concept allows the DC range of power classes—from 3 to 7.7 kW— N g higher total power output.And,with two MPP disconnect to be used as a wire raceway, offers customers the right size for virtuallyanyi Y 9 . trackers, the TL-US series can ably handle saving labor and materials. residential application. The TL-US series is not ' complex roofs with multiple orientations or only the smartest inverter on the planet,it's also t string lengths. The 3800TL-US and 7700TL-US models allow the most flexible. 4 installers to maximize system size and energy e An extended operating temperature range of production for customers with 100 A and 200 -40 °F to+140 °F ensures power is produced A service panels. e 0 F - h sD L J f ° = "VffikW > `� I''.r; - V s , ' Va ; av " �" . Tz 1 i .mssr s /4.-:'::: ss- � .' 1ste 4, '4: "" -s mssa eY '' Ah, ^ a a �, 3�t ,v A - 4 fc ' : 4-, x w , -�.- ` ' , _ ''" _ ��,N.tuv.co0 a �+ TUV Power controlled: s Tovanalniznd = Lowest measuring tolerance in industry 1 j 1. •�0000� i I , 1 Every component is tested to meet m� 3 times IEC requirements : 1. RELIABLE O l 1 Designed to withstand heavy I MAk.LOAo accumulations of snow and ice 4FF i0U Pa el 4' 1,' I Sunmodule Plus: •': Positive performance tolerance 3 -oftwp el Illi I .. 1_ Ii 25-year linear performance warranty '''''''''''' 'r: and 10-year product warranty • WARRANIV 11,511 .n. , 1 hw �� Y b$P 4 , .,tea Glass with anti-reflective coatingP; Antl Refle .6,(19 oaring rv:1 ua � World-class quality ° '7 7 •QVa1Ked,IEC 61:15 3 3 RmmnPla reslstenu •Safety tested,let 5+1911 1 toatad Fully-automated production lines and seamless monitoring of the process and mate oVe aadadlo maPanwe , „y,.' a•Pa odic faspe%an �� Blowing sand 0,Mont o° x s•Powm.coaMdlea rialensure the quality that the company sets asits benchmark for itssites worldwide. �I'.„ e,o SolarWorld Plus-Sorting S PERFORMANCE es eu c,.® SALT MIST ge51STAM Plus-Sorting guarantees highest system efficiency.SolarWorld only delivers modules FHOTOVOLTACPPUOUCT c us that have greater than or equal to the nameplate rated power. UL 1703 ISO 9001 25-year linear performance guarantee and extension of product warranty to 10 yearsrDYES ISO 14001 SolarWorld guarantees a maximum performance digression of 0.7%p.a.in the course Gt. :,, Certifled of 25 years,a significant added value compared to the two-phase warranties tom mon in the industry.In addition,SolarWorld is offering a product warranty,which has been extended to 10 years.* in accordance with the applicable SolarWorld Limited Warranty at purchase. www.solarworld.com/warranty ter, solarworld.comGERM N om. GERMANY O • 1i"ii Sunmodu ./ Pro-Series SOLARWORLD SW 250-155 POLYEL.VLUE PERFORMANCE UNDER STANDARD TEST CONDITIONS(STC)* SW 250 SW255 Maximum power P,„x 250 Wp 255 Wp Open circuit voltage Voc 37.6 V 38.0 V Maximum power point voltage V„Pp 30.5 V 30.9 V Short circuit current I„ 8.81A 8.88 A Maximum power point current lmPP 8.27 A 8.32 A Module efficiency rl„, 14.91% 15.21% Measuring tolerance(P,°,„)traceable to TUV Rheinland:+/-2%(TUV Power controlled) 'STC:1000W/mo,25°C,AM 1.5 PERFORMANCE AT 800 W/M2,NOCT,AM 1.5 SW 250 SW255 Maximum power P„,, 185.4 Wp 188.7 Wp Open circuit voltage V0. 34.2 V 34.5 V Maximum power point voltage V,„PP 27.8 V 28.1 V Short circuit current I„ 7.24 A 7.30 A Maximum power point current I„,pp 6.68 A 6.72 A Minor reduction in efficiency under partial load conditions at 25°C:at 200 W/m',100%(+/-2%)of the STC efficiency(1000 W/m')is achieved. I i000 w/rr �� DIMENSIONS COMPONENT MATERIALS 800 W/m' Length 65.94 in(1675 mm) Cells per module 60 Width 39.41 in(1001 mm) Cell type Poly crystalline g 600 W/m°-- _ __. = Height 1.22 in(31 mm) Cell dimensions 156 mm x 156 mm ~ 400 W/m ``\-' Frame Clear anodized aluminum Front Tempered glass(EN 12150) _ W \1`_v Weight 46.7 lbs(21.2 kg) 200 W/m' _ _1, loo w/m' ._ i THERMAL CHARACTERISTICS ADDITIONAL DATA Module voltage[v] V« NOCT 46'C Power sorting -0 Wp/+S Wp TCI, 0.081%/°C I-Box IP65 -L x4 \ TCV, -0.37%/°C PV wire per UL4703 - - Module leads MI with MC4/KSK4 T TCP, -0.45%/°C Module type(UL 1703) 1 PARAMETERS FOR OPTIMAL SYSTEM INTEGRATION 3937(1000) Maximum system voltage SC II/NEC 1000 V Maximum reverse current 16 A Load/dynamic load 113 psf/30 psf(5.4/2.4 kN/m2) 65.94(1675) Number of bypass diodes 3 Operating range -40`C to+85`C 1.22-I L (31) 39.41(1001) 1 All units provided are imperial.51 units provided in parentheses. SolarWorld AG reserves the right to make specification changes without notice. SW-01-6050U5-G 08-2014