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07-014 (3) M Ar a Y I Al a C-3 t . ARRAY i EXISIINQ I KW ARRAY �.._..... C. XISTING 1,62 KV ARRAY EXISTING TIL;ITY WTER Iwo EXISTING MAIN SERVICE IS OI ` T AT MAIN PANEL (IN BASEMENT) F NEW PV SYSTEM UTILITY DISCONNECT & UTILITY POLE WITH ES KVA TRANSFORMER H- NE W IC DISCONNECTS U NEW INVERTERS AND REV, GRADE PKID CTI N METER (IN BASEMENT) „..,.. *WPRUPF T Y t.Ltd L005' OF ARRAY 1II II IT T AN"S IA A . t ER Drvs CONflKNTIAL a . .. . FLORENCE, MA 01062 o"I .. .__ ._..,_ �E �: Y S PERFORMANCE UNDER STANDARD TEST CONDITIONS(STC)' PERFORMANCE AT 800 W/m2,NOCT,AM 1.5 Maximum power P m°% 275 Wp Maximum power P ° 205.0 Wp Open circuit voltage V 39.4 V Open circuit voltage V 36.1 V Maximum power point voltage V 31.0 V Maximum power point voltage V m 28.4 V Short circuit current I,r 9.58 A Short circuit current 7.75 A Maximum powerpoint current Impp 8.94A Maximum power point current I 7.22A `STC:1000 W/m',25°C,AM 1.5 Minor reduction in efficiency under partial load conditions at 25°C:at 200 W/m�,100% 1)Measuring tolerance(P..)traceableto TUV Rheinland: 2%(TUV Power Controlled). (+/-2%)ofthe STC efficiency(1000 W/m')is achieved. THERMAL CHARACTERISTICS COMPONENT MATERIALS Cells per module 60 NOCT 46°C Cell type Mono crystalline TC/ 0.004%/K Cell dimensions 6.14 in x 6.14 in(156 mm x 156 mm) TCv� -0.30%/K 0.45%/K Front Tempered glass(EN 12150) Operating Frame Clear anodized aluminum temperature -40°C to 85°C Weight 9 46.7 Ibs(21.2 kg) SYSTEM INTEGRATION PARAMETERS 1000 W/m= :r - _. Maximum system voltage SCJI 1000 V Max.system voltage USA NEC 600 V 80o W/m2 Maximum reverse current 16 A _ ------_. ---___ -_----- -..__ Number of bypass diodes 3 600 W/m= e - UL Design Loads" Two rail system 113 psf downward 64 psf upward 400 W/mz 8 — - UL Design Loads' Three rail system 170 psf downward ---------- 64 psf upward 200 W/m2 IEC Design Loads' Two rail system 113 psf downward 100 W/ma 50 psf upward Please refer to the Sunmodule installation instructions for the details associated with -- -- �. _ `, these load cases. Module vokage]V] V'c ADDITIONAL DATA -zL-x4 3744(951) Powersorting' -0 Wp/+5 Wp "k J-Box IP65 Connector MC4 11.33(288) Module efficiency 16.40% Fire rating(UL 790) Class C 0.6 15.3 4130(1050) VERSION 2.5 FRAME Compatible with both"Top-Down" Version and"Bottom"mounting methods 25 frame 65.94 1675 JrGrounding Locations: ( ) bottom 4 corners ofthe frame holes mounting 4locations along the length of the module in the extended flanges -D 1.34 4 �_ x4 NEW Independently created PAN files now available. I- 1 4.20(lo7)t Ask your account manager for more information. 122(31) 39.41(1001)---.I All units provided are imperial.SI units provided in parentheses. SolarWorld AG reserves the right to make specification changes without notice. SW-01-6005U5 08-2013 yf ij I 3�"Auv,co'� TUV Power controlled: TuvRheWend = Lowest measuring tolerance in industry Every component is tested to meet 3 times IEC requirements J Designed to withstand heavy accumulations of snow and ice J Sunmodule Plus: Positive performance tolerance ' J 25-year linear performance warranty and 10-year product warranty J World-class quality Fully-automated production lines and seamless monitoring of the process and material •Periodic h,spedinn =•Perictlic I++apectlo++ ensure the quality that the company sets as its benchmark for its sites worldwide. SolarWorld Plus-Sorting Plus-Sorting guarantees highest system efficiency.SolarWorld only delivers modules that " " FES'r"" c _U1 S have greater than or equal to the nameplate rated power. -� UL 1703 r 25 years linear performance guarantee and extension of product warranty to 10 years ., SolarWorld guarantees a maximum performance degression of 0.7%p.a.in the course of \ certified� � 25 years,a significant added value compared to the two-phase warranties common 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 u. '- SOLARWORLD MADE IN USA solarworld.com We turn sunlight into power. 11'-816' 100'-36' 7'_4 7, 72 SOLARW❑RLD 275 WATT MODULES 19.8 KW DC/STC CAPACITY LJ MOUNTING: SCHLETTER PVMINI (2) 2HX18 Adams, Massachussets DRAWN BYI DATE I NOTES DwG #' Phone (413),743-01521 RJD 2/5/15 19.8 KW PRELIMINARY LAYOUT MACKLER Bpvs Fax (413) 743-4827 FLORENCE, MA CONFIDENTIAL REVIEWED BY: PMTS L. GIRDER TABLE- 11800R"pp6-�"� 3' ITEM PMr NU—t 911 DExRIP1K>N IB•wsal SmN,AS4eMA/ 1 tIT0a90M 16 Baea,PNMeR3,LYM,6Ntl4s,2SM4, to OESGRIGr10N fANFlGURAIK%4 2 1190i1-0O1TB 24 Th°MMB ROC,1rzA+1J UN0.304 SS,GMEe 68.L.1TBmm NUMBEROF GIPDERASSEMBIES B J ypy�q]0 26 WuM.FW,t?,PSME•B1B11.1 A4V.3N 53 G G GROER T3'PE Yo 4 943919111 ZI NU,1T 13 UNC,ASNIEd1612.]1655 STI STRUT TYPE FRONrmm 55%55 5 ufi002-000 B fiOn,PVMU3,wN UMre1aM 56W. M 6 11)0[5000 b flan,Eau,PAled ST2 STRUT ttPE D4MSONAL 55%55 l 94-100 b Saex,lkFKeaE.Mt29t00mm,ON 9]1.30463 � 1328 8 943912412 26 Nul .SeaekO.Mi;ON 8923,31633 5T7 STRUNTYPE REAR mm 55%55 `� _ '�� y,3 mm 1391 9 1NxIL0.5100 7 Ra1.52.L•5100mm ° NUMBEROFI—ER gY6 2 10 1219%-06290 12 Rat.53.L•6a10mm • ° `Y� KFOUNWTpN IVPE MOPoZONTAL 11 129931-000 12 ,52,KB 12 135011402 36 N9E CM 1.HMMOnbI, ,9349nan, .ETL I'll 13 13111-1 1 R EM CIen•, •,IblrmW,31M �j 5 52 PURLNS ttP e �il .(2 2189190 MI .txl� $ �—' 22.rWjMI & t � _ 94913)in - 13lA152� E 13401521 MI� I _ _ FOUNDATION DETAIL SUPPORT TRIANGLE SCALE 1:15 SCALE 1:10 3 10 ,7 11 10 13 10 6 9 8 t0 r 3 \\\\\ ♦\\♦ ISOMETRIC VIEW PRE-0RILL WMM 9'tfi'&T 2 SCALE 1:80 /.%n,`_uy"',.',��1;_!/�u�"'uq\s •EMBEDMENT DETAIL C SCALE I:3 DETAIL B 4nats SCALE I:3 AV 'N0.DRAWN: [NECK @.REVEWEO:APPROVED: RENSIIXI3: Client: PvMax32Hx1840' Project Site: Drawing Number: SCHNEIDER Avy o Ne75201s N°a SCHLE7TER 1 Mackler Ground Mount 1 R Berkshire Photovoltaic Svc,Inc Exterior Racking Structure v9047.0 46 Howland Avenue 395 North Farms Rd • �..••–:-- ---- 1w,coMMm CENTER1�1j—�ByORCPw Details and Parts List MA 01062 __. Adams.MA 01220 r911-1 se C:-1, Florence, MAL w1�N-MSa1LE*1£rt.us I66UED BY:SCHLEiTER Nf,. ' •••°• Er1ERUS PROPRIETARY—MI'ME iW9ESTATE F THENTERNAIS BJ6DM000CE,NoMF. VKE WITH STATE OF MASSACHUSETTS AMENOMEErS PEH]BDCMR D R5: MO W LE DEAD LOAD+x59 PSF. SLOPED ROOF SNO'N LMD•191 PSF(BA5®STN Ss AO!MT ROOF SNtlNLWO) Cs•036 -A Ce•0.9 Ca l3 J°2%f190t FI WND DESIGN: ./sc WNO SFE •90 APH(]SECOND GUS), 15900I1tny}M ED'OSLAE:c M•1D �oR+•l FI 6]OD 12441 F1 E'wP o1 Fl MR141F1 s2oo RM1F1 _ Z�If li}Fi �'L e�II 1f O5 FITrP 9I5 p�FI SPl10E SPLICE 605 F w5R3b1 Fl SPnCE SPIKE 975 RflFI ' ARRAYRTINGULARTOLERMACEf X •` I 1 �ts]s( `FI TFp ffoT l<�FI-�I111d F1 TOT uTEROL DEYUGK YsUPPORis tmw+ANARwv s:a.s' SWPOHT HETErVPRNTTN TM 5105 ENn ES L THEBTRUCTTIMDMTETRE.E DOCUNEi1SMOEOFFMSTFnM6HFD5TWCnKE. T1EYp0 NOTINDICATE THEMETHODORSEWENLE ACON3TRUCI SNE C o MC TORSHALLBERESPONSCOFURMIDP VJCMEAMNESHECESVDE. PROTECT EL"nUCTURE OUNNG CORSTRUCTTN.9.14i MFTOON TFS 1 LDE. BUT MOTBE IfiYTEp T0,NiAGNG.SNOWD WRLOA[5g1E TOCONSTRIKIDN E W PMEM.En,THE STRUCI MK ENQ�Sf W L MOT BE REBPONSBE TOR THE FNSIEDGRADE cOMS'] 74N..m THE SAFFIY PRFCURKN3MlD�IME'E PIOGRAI6SINC°Caww RF TO ! NOR SMLL OBSERVAnON NSfrS TO THE SAE E UDE NSKCIKN OF nESE LJ-_ ITEM%.THE COmMROR S BE RESPONSBLE FoR THE DESIGN NO W 11MENTATSA OF KL SCMFOlDW,BRACING AND SHORNG A 2MM REFERENCE S MADE TOVARMS TEST STALMRDS FOR MATFRNS,SUCH 6fo RA FI rrP FRONT ELEVATION STAEDAROS sHKL BE THE UTESr EprTIONAMpptMOE1DA Lzuga}Fl 3NO nsk Fi Try SCALE 1:50 1335}"aFI N1. 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MOOULESOE; �/�,� h RACI(EDSYSTEM DESIfMIEO FOR YOpUtESPE 16]SmmxfOHmmv Jlmm '7� Tb HORQgRAL MOdAEGM.11rm FwN�O 50L3 RFPORTiER IBL TABLE DVST ROCK59uLLEE� &ALT ON UN TLRBEO SgLIXi COMPACIm FLLIMlERM1 ROftE55TWl1ZNoEPni. 2.THE STRIKTURK ENGNEER S NOT RESPON55LE FOR ANYG:"OTECINI.:AL AS^ECR OF THS PROJECT.R 5 RECOMAE]DED THAT THE ONTiER RETMN A KMTERED GEOTELHNK-ENGINEER TO CONDUCT A GEOTECNAT.AL M'ESTxAnOM AED PREPAREA TIIy/ REPWtT WTfH RECOMIENOATKWS FQR FCGIDA]KM MD EMIHALYtRPRO�WREi GINCRETE: _ CEMENT PERISNCCIO.T'PL I.AGGREWTEPERIST MCWMETE3H418ERFIDr COMPRESSSPE°SM� W TH M FOLD : D9WLBEOEBIGNFO FIXiA WBAUAMOAY _. FgRMTICMS..._......_._................ _........_....__._..3.Rd PSt' IDESIGN EDFOR2-WPSA EMTU 2 FNER RENFORCENENT USEDNCONCRETE SHx1BEBASF MISTERG551YAC iW OR - EWNAlEM.1HEAMU/Mi TO BE A6YEDN CgICAETF SJLB':'U.1D ,R FORCNGSTEELSMLLCGNidiMT`on EIS ISOMETRIC VIEW 6r�A°Fr of OCED N°TArJc WEWWG OFR ENGINEBARSALLONHtOOEAMo FR10RREVEWOFPRO Y- WRN SCALE 7:70 THESTRUCTURKEORSUP-T-REI000EANGTOr lXG1AANUKMRY. ].A�MM�aPIACE IXi SUPPORT KLRENFORCNG roMVE ACIFAR CON CRETE 2 --°------ --------------- m m POGTiST RANCHORS: i,AgE3NE BCLiS CRDOWELS SHALL BE A natFIDEDRW ORRENFORCINGBTFEL NSTKtE➢ WRHTHE FO TS NNG OfS-CD PRODU(:T SAiSf'MG CRM.KEp CCNCPETE REWREMENTS N ALCOROM`CE WAN AfI J16,MPExOHO. FWSHEO Rl e5 REBM niE CONON'AT-TRACTOTO R MAO UFS ER.263 GRADE u ry�Arr.�,, ].THE C WAY NOL USE$UBSTIMES FOR Ap1E9AE NICHORG 9F9IJ11'hf--- f3b1511 F) 200171'MJ Ny,��t WffITUl PRiq{PPPItWKOF1HESIRUCNRALENGT- 3.FOR MNIMUM EMBFDMEM LENGTH SEE DETAILS NSTMLIiLBOLTSAb WANED N I 1189196FI :o sT��c, • MMAA,tC-E.FSPEGnOFT ESpiE. GPROPERNEA HNG CF. CLEANING HOLE.PIACNG OF A0.4ESNE.NSERINGAIDTD111ENNG BOLT. r�w.a, a.PERTDIG INSVEOTRN OF POST.lSTKL[D M.CAiOfLSSRE0UHE0 SECTION A-A SCALE 1;15 .�ut"ms (� n' XV rD+o.oRAwN f cxECNEm 9EYEWlL:APmOVFD:Me„D„ xEVwoxs: Client: PvMax3 2H x 18 40' Project Site: Drawing Number: SCHNEIDER wf SCHLETTER Mackler Ground Mount TLI 2 Berkshire Photovoltaic Svc,Inc Exterior Racking Structure V9047.01 -- 46 Howland Avenue aLIM.F,ere«tm„� 395 North Farms Rd �,. .. c ]als 1il`ul]al...1, Dimensions and SpecificaGolTs Adams,MA 01220 Florence,MA 07062 • MAAgsc14ErtER.UT OMETMY SCHLETTEReK. PROPMETAPY ANO CONFOFMML Anchor DesignerTM Company: I Date: 14/9/2015 Engineer: I Page: 1515 Software Project: Version 2.3.6332.36 Address: Phone: E-mail: Sec.D.7.3 0.44 0.32 76.0% 1.2 Pass AT-XP w/112"0 A193 Gr.B8/88M(30413116SS)with hef=6.000 Inch meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design Is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. ........... Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Sirong•Tfe Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94688 Phone:925.560.9000 Fax:925.847.3871 www.strangtie.com IN 0 1 Company: I Date: 14/9/2015 Anchor Designer TM Engineer: I Page: 14/5 Software Project: Version 2.3.5332.36 Address: Phone: E-mail: ---------- 8.Steel Strength of Anchor In Shear(Sec.D.6.1) V..(Ib) Ogmut 0 OgroutOVsa(lb) 4855 1.0 0.65 3156 9.Concrete Breakout Strength of Anchor In Shear(See.D.6.21 Shear perpendicular to edge in x-direction: V&=min 17(1./QO.24d.A.4f.c,1.1;9A.44 c.,"I(Eq.D-33&Eq.D-34) 1.(in) d.(in) 11. f.(psi) c.1(in) Vbx(lb) 4.00 0.60 1.00 2500 12.00 15593 OV,,bgx=0(Av.Mvw)P6,v%dvT-.vTt,,vVhY(Sec.D.4.1&Eq.D-31) Ave(In2) A v.(W) P.'V Pd,V V1"V Y4,v Vbx(lb) 0 OVbv(lb) 432.00 648.00 1.000 0.858 1.000 1.000 15593 0.70 6246 Shear parallel to edge In x-direction: Vby=minj7(le/da)O-Nds).a4fccai'•5;9,1aqfcc.11-51(Eq.D-33&Eq.D-34) A(in) da(In) A. Fe(psi) c.i(in) Vey(lb) 4.00 0.50 1.00 2500 9.50 10984 OV,&=0(2)(AvlAv.)Yed.vT.,vWh,vVby(Sec.D.4.1&Eq.D-30) Ave(W) A v-(In2) P.dV P.,V Kv Vhy(I b) 0 OVcbx(lb) 406.13 406.13 1.000 1.000 1.000 10984 0.70 15377 10.Concrete PIyout Strength of Anchor in Shear(See,D.6.31 OV,pg=0 mInjkpN.g;k.PN.bgl=0 minjkcp(Aiv./AN.o)IF.,N.V'dN.VJpN.Nb.;k.p(A A N.)P-,N T.d,N%N PP,NNbl(Eq.D-41) k.p A&(In2) ANao(in') PedN8 'F,.,N, Pcp,Na Nb.(lb) Na(lb) 2,0 204.66 144.65 1.000 1.000 1.000 9755 13811 Aft(In2) AN.(W) Pe.,N TedN Pc,N V'c p,N Nh(lb) Na(lb) 0 414.00 324.00 1.000 1.000 1.000 1.000 12492 15963 0.70 OV.pq(lb) 19336 111.Results Interaction of Tensile and Shear Forces(Sec,D.71 Tension Factored Load,&.(lb) Design Strength,oNa(lb) Ratio Status Steel 1675 6071 0.28 Pass Concrete breakout 3350 10376 0.32 Pass Adhesive 3350 7596 0.44 Pass(Governs) Shear Factored Load,Vu.(lb) Design Strength,o%(lb) Ratio Status Steel 995 3156 0.32 Pass T Concrete breakout x+ 1990 6246 0.32 Pass(Governs) 11 Concrete breakout y- 995 16377 0.06 Pass(Governs) Pryout 1990 19336 0.10 Pass Interaction check Nu,I^ iv./Ov Combined Ratio Permissible Status Input data and results must he checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:926.847.3871 www.strongtio.com I&Ifful ft�&*Oj it Anchor Designer TM Company: I Date: 14/9/2015 Engineer: Page: 13/5 Software Project: Version 2.3.5332.36 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Wax(lb) V..y(lb) J(V...)'+(V..y)l(1b) 1 1675.0 995.0 0.0 995.0 2 1675.0 995.0 0.0 995.0 Sum 3350.0 1990.0 0.0 1990.0 Maximum concrete compression strain(9/6):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):3350 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'w(inch):0.00 Eccentricity of resultant tension forces In y-axis,e'Ry(inch):0.00 Eccentricity of resultant shear forces In x-axis,e'v.(inch):0.00 Y Eccentricity of resultant shear forces In y-axis,e'\,y(inch):0.00 01 - im. 02 XT 4.Steel Strength of Anchor In Tenslon(Sec.10.5.1) N..(lb) 0 ON,.(lb) 8095 0.75 6071 5.Concrete Breakout Strength of Anchor In Tension(See.D.6.2) Nb=41.4f.hd-6(Eq.D-6) k. A. f.(psi) ho(in) Nb(lb) 17.0 1.00 2500 6.000 12492 ON.bg=0(ANdAN.)T-,NP.ckN%,NVcp,NNb(See.D.4.1&Eq.D4) A*(in2) AA�.(In2) P-,N P.1,N T.,N p4N Nb(lb) 0 ONbg(lb) 414.00 324.00 1.000 1.000 1.00 1,000 12492 0.65 10376 6.Adhesive Strength of Anchor In Tension(See,5.5) fk,w=Tka&h.,NK..t Tk,a(PSI) Ah.,N.= K..t fk,.(PSI) 1035 1.00 1.00 1035 Nb.=A.r,,zd.h.f(Eq.D-22) A. Tu(psi) da(in) he(in) Nb.(lb) 1.00 1035 0.50 6.000 9755 ONag=0(Asv&1ANao)V'eciva'FedNa%pya%(Sec.D.4.1 &Eq.D-19) AN.(W) AN.o(in') V'.,N. WdN. %P'N. Nb.(Ib) 0 ONv(lb) 204.66 144.55 1.000 1.000 1.000 9755 0,55 7596 .......... Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.660,9000 Fax:925.847.3871 www.strangtie.com I I I icJiiLL Anchor DesignerTM Company: Date: 4/9/2015 Engineer: I Page: IM Software Project: Version 2.3.5332.36 Address: Phone: E-mail: <Figure 2> it s s Recommended Anchor Anchor Name:AT-XP®-AT-XP w/1/2"0 Al 93 Gr.B8/88M(304/316SS) Code Report Listing:IAPMO LIES ER-263 Input data and results must be checked foragreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925,847.3871 www.strongtie.com &I I"I I Lk�101 Anchor DesignerTM Company: Date: 4/912015 Engineer:_ Page: 11/5 Software Project: 'Version 2.3.5332.36 Address: I.Prolect Information Customer company: Project description: Customer contact name: Location: ovomme e-mail: Fastening descriptio : Comment: 2.Input Data&Anchor Parameters mv,mm| Base Material Design method:ACI 318-11 Concrete:Normal-w Units:Imperial un/m Concrete thickness,»(inoh):1o.00 State:Cracked Anchor Information: Compressive strength,r.(noV:u000 Anchor ommoo anchor p..v:1.0 momna/:A1oo Grade oomow(3owu1oao) Reinforcement condition:a tension,ashear Diameter 0noW:u.000 Supplemental reinforcement:Not applicable Effective Embedment depth,ha(in*`):o,000 oo not evaluate concrete breakout m tension:wv Code report:mPmoosusR-2oo ou not evaluate concrete breakout m shear:wv »om` : Hole condition:Dry concrete Anchor ductility:nm Inspection:Periodic » Temperature range:I V ,m 9u7 Ignore ouo requirement:Not applicable c°m(imm):1.75 Build-up grout pad:wo s.wVncW:».«» Base Plate Load and Geometry Length xWimox Thickness(mm4:7.00xr.00xo.00 Load factor source:xo|u10 Section o.0 Load combination:not set Seismic design:w Anchors subjected to sustained tension:No Apply entire shear load at front row:No z Anchors only resisting wind andfor seismic loads:No <rigum1> Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. eoovx Las nmmaBoulevard Pleasanton,oxmo88 Phone:925.660.9000 Fax:925.847.3871 vwx.mmvono.com i i i Foundation Design (Ibs) 1413.8 -401.2 1265.1 T 999.4 -37.5 B 1179.8 At E -rvg- 18.00 in w weight=145pcf Wt. fc=2500 psf 7 nl7 fy=60000 psi 60.63 in 98.03 in Overturning Footing Reinforcing Fiber Reinforcing Option Moment 100547.4#-in d= 14.69 in Mu cant.= 6.78 kip-ft Resisting Force Reqd. 2051.33# Mu= 25.18 k-in Mu mid= 3.37 kip-ft S.F. 1 Mn= 27.97 k-in Vu cant= 4.35 kip j Wt.Required 3418.882# a= 0.037 In Vu mid= 3.07 kip Min.Width 24 in As= 0.032 in' yMn= 16.20 kip-ft Weight Provided 3553.642 0.000 in' ¢Vn= 17.28 kip Use Fiber Reinforcing with(2)#5 Reber OK Slldina not checked Bearing Service Loads: Case A Clear,0 Case B Clear,0 Case A Clear,180 Case B Clear,180 Dead Snow Wind 1 Wind 2 Wind 3 Wind 4 PawL= -78.15 lb 285.55 lb 114.38 lb 359.53 lb 192.82 lb 719.56 lb PbwL= •1346.55 lb 1495.20 lb 1673.22 lb 1199.68 lb 135.69 lb 606.36 lb Fv= -1195.47 lb -1015.02 lb 1499.97;lb 1308.25 lb 26.03 lb 144.33 lb L/2= 4.08 ft L/6= 1.36 ft Ptts=145 pcf(8.17 ft x 1.5 ft x 2 ft)= 3553.64 If Example(D+5) FA=1.0x192.82+1.0019.56=912.38# ptot.t=3553.64+912.38+642.06=5108.0871 FB=1.0 x 135.69+1.0 x 506.36=642.064 M=8.17 x 642.06+0.66 x 912.38+15 x 170.36+3553.64 x 4.08=18613.57 ft-lb e'=18613.6/5108.08=3.64 ft(from edge of footing) e= (8.17/2)-3.64=0.44 ft(from center of footing) 1,e<L/6:f„B=P taro✓(Ltotal*Wk6)*(136e/Ltotai) 2,a=L/6:f,an=2*Ptota✓(lq ter*Wtt6) 3,a>L/6:f:mi=2*Ptat,✓(3*Wtu*(Leta✓2-e)) (ASDLC) (D+S) (1,0D+1.OW 1.01)+0.755+0.75W) 0.6D+1.OW) Wind 1 Wind 2 Wind 3 1 Wind 4 Wind 1 Wind 2 Wind 3 Wind 4 Wind 1 Wind 2 Wind 3 Wind 4 FA RS) 912.4 114.7 478.4 307.2 552.4 673.9 946.7 818.3 1002.1 37.5 401.24 230.1 475.2 FB(Ibs) 642.1 -1210.9 -1359.5 1808.9 1335.3 -494.4 -605.9 1770.4 1415.1 -1265.1 -1413.8 1754.6 1281.0 Fv(lbs) 170.4 -1169.4 -989.0 1526.0 1334.3 -762.3 -627.0 1259.3 1115.5 -1179.8 -999.4 1515.6 1323.9 Ptatat(Ibs) 5108.1 2457.5 2672.5 5669.8 5441.3 3733.1 3894.4 1 6142.3 5970.9 1 904.6 1119.6 4116.9 3888.4 M(ft-lb) 18613.6 6718.6 6476.9 26145.4 23625.7 11315.9 11134.6 25886.0 23996.2 572.0 330.3 19998.8 17479.1 e'(ft) 3.64 2.73 2.42 4,61 1 4.34 3.03 2.86 4.21 4.02 0.63 0.29 4.86 4.50 e(ft) 0.44 1.35 1.66 -0.53 -0.26 1.05 1.23 -0.13 0.07 3.45 3.79 -0.77 -0.41 e<L/6 e<L/6 e>L/6 a<L/6 a<L/6 a<L/6 a<L/6 a<L/6 a<L/6 a>L/6 a>L/6 e<L/6 e<L/6 e<L/2 e<L/2 a<L/2 a<L/2 e<L/2 a<L/2 e<L/2 e<L/2 e<L/2 e<L/2 e<L/2 a<L/2 a<L/2 fl(psf) 313.34 151.44 367.58 347.95 333.47 229.71 239.84 376.19 365.57 476.86 1265.24 252.97 238.49 fZ(psf) 311.94 149.37 0.00 346.08 332.59 227.25 236.86 375.69 365.33 0.00 0.00 250.98 237.49 fmax(psf) 313,34 151.44 367.58 347.95 333.47 229.71 239.84 376.19 365.57 476.86 1265.24 252.97 238.49 Max.Beating Pressure: 1265 psf Allowable Bearing Pressure: 1500 psf Utilization: 85%<100%,OK USe a °I Gtr, ,or,3 x 24 It,, wide x 10YIN L [ i i i I, Foundation Calculations Loads Dead Load 9v= 3.92 psf gz= 3.00 psf gy= 2.52 psf Snow Load Sv= 14.62 psf Load Factors Sz= 11.20 psf Frk= 0.6 Sy= 9.40 psf FwL= 1 Wind Load qz= 12.56 psf (Units are In Feet) { Case A Case 8 Purlin to Purlin=6.58 CN-= -1.73 -2.37 upper 50%of panels(ASCE) Strut to Strut=4.74 CN.= -1.80 -0.63 lower 50%of panels(ASCE) Cantilever=0.91 CN+= 2.30 1.20 upper 50%of panels(ASCE) xt=0.84 CN+= ,2.13 2.67 lower 50%of panels(ASCE) x2=2.52 DIsl1=4.86 vtn 1 Dist2= 1.61 Dist3=0.04 Dist4=1.57 • "'rte Dist5=0.08 Dist6= 1.80 ^ Upper DLt= 3.00 psf SLt= 11.20 psf WLt-= -21.77 psf -29.72 psf k rr 3 Dt WLt+= 26.79 psf 15.07 psf Lower DI-2= 3.00 psf SL2= 11.20 psf WI2-= -22.60 psf -7.95 psf 13 A "Y0 WL2+= 28.88 psf 33.49 psf TA h= 6.57 ft f'p a= 12.76 ft amt= 5.07 ft Trib= 12.76 ft a= 40 Reactions 8= 4.40 ft TA= 37.54# 401.24# hA= 1.31 ft T6= -1265.13# -1413.78# VB= 1179.85# 999.40# i I I geometry of super structure -o.so unified bending moment girder length In 6.644 ft -0.40 basic width B 4.40 ft 0.20 span length Ic 4.783 ft 0.00 length of front support IA 1.31 ft a, E 0.20 rear support IB 4.628 ft o tilt of rear support R 9.1 ° o, 0.40 length of diagonal slab 10 4.588 ft v 0.50 cantilever 14 % a 0.80 0.0 1.0 2.0 3.0 4.0 5.0 5.0 7A [ft] The initial forces of the girder results from product of unified bending moment an reactionforces of the purlins Mapan [kft] Mapan [kft] N [kip] 2.250 -1.432 3.515 maximum purlin reaction force V= 3.08 kip H= 0.879 kip girder proof proof N + M s f0 3.51 + 27.003 =1.4164 20.9314 ksi < 35 x 0.85 = 29.8 ksi 8 A Sy 1.8 girder type A= 1.88 in 2 Sy= 1.416 in 3 support proof front profile RHP 55x55 A= 1.029 in 2 Iz= 0.67029 in 4 Sz= 0.62 in 3 ry= 0.807 in diagonal profile RHP 55x55 A= 1.029 in 2 I== 0.67029 in 4 Sz= 0.62 in 3 ry= 0.807 in rear profile RHP 55x55 A= 1.029 in 2 IZ= 0.67029 in 4 Sz= 0.62 in 3 ry= 0.807 in axial forces axial forces Length X w stress [ksi] n LK1 LK2 LK3 in LK1 LK2 LK3 % front support central -1.42 -0.65 -0.02 15.7 19.5 1.00 -1.38 -0.63 -0.02 4.6 edge -0.98 -0.46 -0.01 -0.95 -0.44 -0.01 3.2 central -0.56 -1.50 1.59 -1.11 -2.99 1.54 10.1 diagonal strut e e -0.38 -1.03 1.10 55.1 68.2 2.06 _0.77 -2.06 1.06 6.9 rear support central -2.91 -3.50 2.93 55.5 68.8 2.06 -5.82 -7.01 2.85 23.6 edge -2.00 -2.41 2.02 -4.01 1 -4.83 1.96 t 16.2 member proof(pressure) w A s V. member proof(tension) A 5 V, LC3 Verification of Screw Connections (Screw M 12 A2-70) n M front supoort t1= 4 mm (0.20 in) VWii= 5.1 kip Vbeadng= 4.5 kip 15.6 t2= 4 mm (0.16 in) Shear Planes: 2 diagonal strut t1= 4 mm (0.20 in) VbOii= 5.1 kip Vbea&,= 4.5 kip 17.5 t2= 4 mm (0.16 in) Shear Planes: 2 rear supoort t1= 4 mm (0.20 in) Vb0ii= 5.1 kip Vbeaeng= 4.5 kip 38.6 t2= 4 mm (0.16 in) Shear Planes: 2 loads per support: Front Connection(at strut base) Rear Group Connection Vsd= 1.99 kip(LC2) Nsd= -0.02 kip (LC 3) Nsd= 3 35 kip(LC3) Design.tear•anchor connection to footing fora tensile force of 3.35 kip and a shear'force of.1.99 kip. Design front anchor connection to footing fora tensile force of-0,02 kip. i i Calculation of support reactions n Atot A,, Btot B rt Qtot Q art B= 4.40 ft AHA = 1.763 1 0.500 0.500 0.000 0.000 0.500 0.500 xA= 2.20 ft AHB = 0.076 2 0.375 0.438 1.250 1.250 0.625 0.625 xB= 2.20 It dA= 3.24 ft 3 0.400 0.450 1100 1.200 0.600 0.617 hA= 1.31 ft dB= 0.13 It 4 0.393 0.446 1.143 1.223 0.607 0.621 center supports min B= 1/B•( fv y,.h•g,/cos a•xA+ fT'Yq'Ws2'(dA))'a max B= 1/B•( fv •1.2•h• g,/cos a•xA+IT•1.6•( s•h•cos a•xA+ 0.5•Wat•(Q))•a max B= 1/B-( fv •1.2•h• g,/cos a-xA+fT•1.6•(0.31 •s•h•cos a-xA+W,t-(dA)))•a min A= 1/B'( fv •0.90•h g,/cos a•xB+ fT-1.6- W,2•(dB))•a max A= 1/B,( fv •1.2•h• 9,/cos a•xB+fT•1.6•( s•h•cos a•xB+ 0,5•W,t•(dB)))•a max A= 1/B'( fv •1.2•h• g,/cos a•xB+fT•1.6•(0.31 •s•h•cos a•xB+W,t•(dB)))•a max C= 1.6• fT GCN•q(,)-a•h•sin a min C= 1.6• fT•GCN•q(z)•a•h•sin a edge supports min B= 1/B•( fv •0.90•h•g,tcos a•xA+ IT•1.6• W,2•(dA))•a • 1/B•(0.90•h•gz/cos a•xA+1.6•Ws2•(dA))•ar max B= 1/B•( fv •1.2•h• g,/cos a•xA+fT•1.6•( s•h•cos a•xA+ 0.5•W,t•(dA)))•a • 1 1B•( 1.2•h• g,/Cosa xp+1.6(s•h-cosa •xA+ 0.31 -W,,-(Q)-a, max B= 1/B•( fv •1.2•h• gz/cos a xA+fT•1.6•(0.31 •s•h•cos a•xA+Ws,•(dA)))•a • 1/B•( 1.2•h• gz/cos a•xp+1.6,(0.31 •s•h•cos a•xA+Wat•(dA))•ar min A= 1/B•( fv •0.90•h•g,/cos a•xB+ fT•1.6• Ws2•(dB))•a • 1/B•(0.90•h•gz/cos a•xB+ 1.6 •W,2'(dB))'ar max A= 1/B•( fv •1.2•h• gZ/cos a xB+IT•1.6•( s•h•cos a•xB+0.5•Wsi•(dB)))•a • 1113-( 1.2-h- g,tcos a•xs+ 1.6•(s•h•cos a x,3+0.31. W,i•(dB))•ar max A= 116•( fv •1.2•h• gz/Cosa xB+fT•1.6•(0.31 •s•h•cosa•xB+Wst•(dB)))•a • 116•( 1.2•h• %/cos a•xB+ 1.6•(0.31 •s•h•cos a•xB+Ws,-%))•a, max C= 1.6•( fT•a+ar)•GCN•g(Z)•h-sin a min C= 1.6•( fT•a+ar)•GCN-%)-h•sin a reaction forces center [KIP] load combination 1 load combination 2 load combination 3 n max A min B max B min A max A min B max B min A max A min B max B min A 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.46 3.11 3.11 1.46 0.69 3,98 3.98 0.69 0.03 -2.20 -2.20 0.03 3 1.39 2.97 2.97 1.39 0.65 3.81 3.81 0.65 0.02 -2.12 -2.12 0.02 4 1.42 3.03 3.03 1.42 0.66 3.88 3.88 0.66 1 0.02 -2.16 -2.16 0.02 reaction forces edge [KIP] load combination 1 load combination 2 load combination 3 n max A min B max B min A max A min B max B min A max A min B I max B min A 1 1.05 2.23 2.23 1.05 0.49 2.86 2.86 0.49 0.02 -1.58 -1.58 0.02 2 0.97 2.07 2.07 0.97 0.45 2.65 2.65 0.45 0.01 -1.48 -1.48 0.01 3 0.98 2.10 2.10 0.98 0.46 2.69 2.69 0.46 0.01 -1.50 -1.50 0.01 4 0.98 2.09 2.09 0.98 0.46 2.68 2.68 0.46 1 0.01 -1.49 -1.49 0.01 Summary central support Summary edge support ressure loads tension loads pressure loads tension loads n max A max B max E minA min B min E max A max B max E minA min B min E 1 0.00 0.00 0.00 0.00 0.00 0.00 1.05 2.86 3.35 0.02 -1.58 -1.56 2 1.46 3.98 4.67 0.03 -2.20 -2.18 0.97 2.65 3.10 0.01 -1.48 -1.47 3 1.39 3.81 4.45 0.02 -2.12 -2.11 0.98 2.69 3.15 0.01 -1.50 71.48 4 1.42 3.88 4.55 0.02 -2.16 -2.14 0.98 2.68 3.13 0.01 -1.49 1.48 horizontal loads (The horizontal loads are to be transmitted at rear support by adequate joints) central supports edge supports 0.00 kip 1.46 kip vertical loads max A= 1.42 kip max B= 3.88 kip 2.03 kip 1.36 kip min A= 0.01 kip min B= -2.16 kip 1.95 kip 1.38 kip Sumation LC 1 LC 2 LC 3 1.99 kip 1.37 kip 4.45 4.55 -2.14 i Design calculations PvMax3 (400610-3) Used for freefleld installations client IBerkshire Photovolt tilt a 40 sin= 0.643 cos= 0.766 project Mackler Ground Mo snow load s 19.09 IbS/ft 2 CN+ = 2.22 CN- _ -1.50 (ASCE7-05, Fig. 6-18A) total height z 5,19 ft CN+ = 2.60 CN- _ -2.37 (ASCE7-05, Fig.6-19A) module height h 3.28 ft G = 0.85 G = 0.85 dead load g 2.59 IbS/ft 2 peak velocity pressure 14.77 Ibs/ft 2 module height H _2.57 ft material EN-AW 6105-T5 load assumption per m2 module area seifweight of modules snow load gv = 2.59 1.00 x 1.00 = 2.59 Ibs/ft 2 Sv = 19.09 1.00 x 0.766 = 14.62 Ibs/ft 2 gz = 2.59 0.766 = 1.98 Ibs/ft 2 Sz = 14.62 0.766 = 11.20 Ibs/ft 2 gy = 2.59 0.643 = 1.66 Ibs/ft 2 Sy = 14.62 0.643 = 9.40 Ibs/ft 2 wind pressure wind load(MFRS) wdz = 14.77 2.60 0.85 = 32.65 Ibs/ft 2 Wdz = 14.77 6.6 • 2.22 0.85 = 182.84 Ibs/ft wsz = 14.77 -2.37 0.85 = -29.72 Ibs/ft 2 Wsz = 14.77 6.6 -1.50 0.85 = -123.73 Ibs/ft Safetyfactors an Combinationfactors Yg= 1.20 Y9= 0.90 for favorable load action + o Yq= 1.60 Wom= 0.50 Wo,s= 0.31 for favorable load action LC 1: Yg'g+Yq' S+TO,w'Yq'Wdz(+)•Yw (IBC,2009,Eq.16-3) LC 2: Yg'9+To,s'Yq' S+Yq'Wdz(+)•Yw (IBC,2009,Eq.16-4) _ cJ LC 3: 0.9•9+Yq'Wciz(-)'Yw for favorable load action (IBC,2009,Eq.16-6) t s yr section properties of purlins purlin S2 --- section area A= 1.883 in 2 resistance moment Sy= 2.722 in 3 support distance a= 12.76 ft resistance moment Sz= 1.406 in 3 acwt= 5.07 ft Initial forces factors for single and multispan beams n Mt,ot Mt art M23ot M2,art Metot MB art Atot Apart Blot Bad cim Q art 1 0.125 0.125 0.000 0.000 0.000 0.000 0.500 0.500 0.000 0.000 0.500 0.500 2 0.070 0.096 0.000 0.000 -0.125 -0.125 0.375 0,438 1.250 1.250 0.625 0.625 3 0.080 0.101 0.025 0.075 -0.100 -0.117 0.400 0.450 1.100 1.200 0.600 0.617 4 0.077 0.100 0.036 0.080 -0.107 -0.121 0.393 0.446 1.143 1.223 0.607 0.621 Initial forces vertical load combination 1 load combination 2 load combination 3 n Mztnids n Mz-au d Mz-cantilever A Mz.rrddspan Wsupport Mzcantllever A Mz-mlds an Mz-su ort Mz-cantilevei A 1 3.104 0.000 -1.96 1.75 4.027 0.00 -2.54 2.3 -3.06 0.00 -1.93 -1.72 2 2.351 -3.104 -1.96 2.43 3.060 -4.03 -2.54 3.2 -2.38 3.06 -1.93 -2.40 3 2.482 -2.884 -1.96 2,33 3.227 -3.75 -2.54 3.0 -2.49 2.88 -1.93 -2.31 4 2.454 -2.987 -1.96 2.37 3.192 -3.88 -2.54 3.1 -2.47 2.98 -1.93 -2.35 Initial forces horizontal load combination 1 load combination 2 load combination 3 n M ids n My-support M-cantilever A M-mms an My-support M-cantilever A M ndds an M-su rt M-cantiteve A 1 1.139 0.000 -0.72 0.6459 0.45 0.00 -0.28 0.2519 0.10 0.000 0.06 0.0000 2 0.847 -1.139 -0.72 0.9057 0.32 -0.45 -0.28 0.3509 0.06 -0.100 0.06 0.0485 3 0.898 -1.048 -0.72 0.8601 0.34 -0.40 -0.28 0.3285 0.06 -0.080 0.06 0.0501 4 0.887 -1.088 -0.72 0.8786 0.33 -0.42 -0.28 0.3366 1 0.06 -0.086 0.06 0.0496 Summary [ksi] mids an stress stress supports maximum stress n LK1 LK2 LK3 Max LK1 LK2 LK3 Max ox= 22.456 ksi 1 23.412 21.576 14.347 23.41 0.000 0.000 0.000 0.00 ax= 23.41 ksi 2 17.597 16.187 10.950 17.60 23.412 21.576 14.347 23.41 ox= 23.41 ksi 3 18.607 17.124 11.537 18.61 21.663 19.945 13.384 21.66 ax= 21.66 ksi 41 18.390 16.922 11.417 1 18.39 22.456 20.679 13.851 22.46 ax= 22.46 ksi cantilever stress 14.772 13.614 9.052 14.77 6x= 14.77 ksi Solar Monlagesysteme Calculation sheet annex 14: PvMax3 E__SGmbH ER Date 4/9/2015 # imperial GrnbH Version 2 recommendations The design calculations are obtained for installations in midland areas with regular conditions.in coastal areas and exposed locations(camber and sag)is the consideration of higher wind loads required.In these cases Is the consultation of an specialized engineer recommanded. client � Itif �hQtQVOI�dSvo L 6.0 project Macklef-G'496 btlA ZIP Code MA 1062 Bay State Village 5.0 42.332°northern width 4.0 72.693°eastern length lilt a`, ?0_ff0 '=° 3.0 module height h �i401'-!m (3.28 ft) 2.0 module width b ,1„67r m (5.5 ft) module thickness 31§ mm 1,0 Clamp Location ? 0.0 module type SYV. Module power s 32771 watt -1.0 Total project power 20 kwp -2.0 dead load g 2120 ;kg (47 lb) -2.0 0.0 2.0 4.0 6.0 8.0 number of rows n number of columns m (30.32m) (99.48 ft) height above sea level H f�0`OQ' m (361 ft) terrain categories total height z `w as aza m (5.19 ft) length of cantilever ab AI(AINA6 F,m (entspr.40%) (5. 7 ft support distance a m (12.76 ft) basis width B 34 m (4.4 ft) cantilever girder % 'T-.q„� height of front support hA ifR„; m 1.31 ft ( ) Type PvMax statical system - ----__ -` Tr Individuell # _�- a!4? `- Design loads according to ASCE 7.05y 1 dead load g 2.59 lb s/ft s r �x� snow load s 19.09 Ibs/ft s (ASCE7-05 Eq.7-1,7-2) terrain category C special wind/snow? wind: mph ASCE 7-05 . snow only ; snow: 40 psf RIMin.Roof Snow: 35 p Flat Roof SL open terrain with scattered obstructions having heights generally less.than 30 ft.(flat open country,grasslands an water surfaces in hurricane prone regions) Is- 1.00 ,Cs 0.55,Ce= 0.90 ,Ct= 1.20 ,Iw= 1.00 ,Ground Snow Load= 40.00 psf Wind Load based on 90 mph 3-second gust Importance Iw: It + Footing 18 peak velicity pressure q 14.77 Ibs/ft Z (ASCE7-05,Eq.6-15) Typ 2 Purlin S2 utilisation ratio 75.5 % Girder BFO utilisation ratio 70.4 % Supports frontal RHP 55x55 utilisation ratio 15.6 % i diagonal slab RHP 55x55 utilisation ratio 17.5 % rear RHP 55x55 utilisation ratio 38.6 % required ballast friction factor p= 0.4 Soil Type: Clay distributed load overhang of foundation tilting 1354.1 Ib AxA= 20 cm (7.87 in) sliding 1023.8 lb LIxa= 95 cm (37.4 in) uplifting 580.9 lb ❑ foundation is anchored in soil block size L/B/H= 98/24/18in The calculated ballasting loads are effective for center supports of multispan girders Magnification at first center support ## % allowable soil pressure ❑ M kN/m 2 (1500 psf, System view PvMax-3 rA AX, AXB Ballast Block Reinforcement: Use Fiber Reinforcing with(2)#5 Rebar i 3, Berkshire Photovoltaic Services, Inc. -Mackler SCHNEIDERx' ✓ Job Name: Ground Mount STRUCTURAL ENGINEERS Job Number: 115120 Sheet: Cover 113y: JC Date: 4/9/2015 CLIENT: Schletter Inc. Solar Mounting Systems 3761 E Farnum Place Tucson, AZ 85706 11111/1/�� N F MASS�cy PROJECT DESCRIPTION AND LOCATION: RONALD H. Gam; =g SCHNEIDER Berkshire Photovoltaic Services, Inc. - Mackler _° STRUCTURAL c= Ground Mount = No.45127 395 North Farms Rd ' ��FSFGISTER`�G��`�� Florence, MA 01062 viii S/ONAL 4110115 DESIGN CRITERIA: BUILDING CODE: 2009 International Building Code, in accordance with SOIL CRITERIA: Minimum IBC Soil Bearing Value= 1500 psf Based on IBC Table 1806.2 SNOW CRITERIA: Based on ground snow load =40 psf Based on Min Flat Roof Snow Load = 35 psf SEISMIC CRITERIA: WIND CRITERIA: V = 90 mph (3-sec Gust), Exposure Category = C, Iw= 1.0 NOTES: 2980 North Campbell Avenue, Suite 130 1 Tucson, AZ 85719.2897 1 520.512.8183 520,512.8169 fax lwww.sastructural,com I i 0_�Sc ETTER '- -- - - - Inc. PvMini"" Product Sheet Applications Using oast'h-plaoo concrete block foundations, the PvyW)ri iy ideal for: ^ PV installations of any scale ^ When pile driven posts and larger concrete foundations are not possible ` One-portrait or two-landscape module configurations ^ Increased ground clearance ` Rocky terrain ^ Landfill sites Schletter stands behind the quality, durability, and functionality of its products and services its customers with professionalism. Because of our committment to customer satisfaction, all Schletter systems have a voluntary 20'yearvvarrunty. Designed using Schletter's renowned, ETL Listed Rapidl~` module clamps for faster, easier installation and integrated grounding. Technical data Foundation Concrete (The structural analysis of the system features specifications on reinforcement and dimensioning) Structural analysis According to the current national standards. Design loads according to IBC 2006,2009,or 2012 Structural analysis with specifications on foundation dimensioning as well as an anchor recommendation depending on the respective wind and snow loads that have to be considered. � S FCHILETTER 7 , Product PvMini Features and Benefits • Concrete ballast ground mount system • Ideal for landfill sites or areas with rocky terrain __.. • Most cost-effective solution for single-row-vertical, - or two-row-horizontal installations • Maximized system efficiency with the proprietary ProfiPlus XTTm Rails • Fast installation with partially pre-assembled Y&4�' support kits and no heavy machinery required RS • 20-Year Warranty Combining elements from two of Schletter's most popular systems, PvMini is a ballasted ground mount system which offers a cost-effective alternative design to the solid PvMax, What to Expect from Schletter The system offers a mounting solution with less impact on the terrain than other foundation types, ideal for residential When other mounting providers say it can't be done,with areas with rocky ground or on landfill sites. Schletter,it can The addition of the new ProfiPlus XT module-bearing 100%IBC2006,2009,2012 code compliant systems,with pEwetstampsavailableinmaststates - rail allows for increased spans between foundations helping every other component in the system to be Exceeding the competition by providing quality steel and utilized to its fullest potential. Reaching new levels aluminum products of system efficiency with an extremely lightweight and Team of Engineers offering full in-house services at no low-profile design results in fewer and smaller concrete foundations for the least invasive ballasted ground mount additional charge to our customers solution available. Semi-automated production for the fastest turnaround time Made of aluminum and partially pre-assembled, the PvMini in the industry is easily installed without the need for any heavy machinery Over 20-years solar mounting engineering and and is guaranteed to last. manufacturing experience y1 t sc Letter Inc, • 1001 Commerce Center Drive • Shelby.North Carolina 28150 • Tel: (888)0108-0234 • Fax: (704)595-4210 ill(lsc+ tter.€s • vv,wschiett r us L) 395 RT Np C H FARMS R0ADP ROP H FL pRENE' MA 01062 eR� Imo, H J Q Z I— Q ry W )K E I , T T� V mTT /V r z m m W B � Z� m LAJti D J � ai O p D Of 0 71 LOCATIONS: A; NEW 19,8 ARRAY 1 B; EXISTING 1 KW ARRAY C: EXISTING 1.62 KW ARRAY D: EXISTING UTILITY METER E; EXISTING MAIN SERVICE DISCONNECT AT MAIN PANEL (IN BASEMENT) 2X F; NEW PV SYSTEM UTILITY DISCONNECT G; UTILITY POLE WITH 25 KVA TRANSFORMER ' H; NEW DC DISCONNECTS N I: NEW INVERTERS AND REV, GRADE CUSTOMER PRODUCTI❑N METER (IN BASEMENT) W E *)KPROPERTY LINE = 1,025' SOUTH OF ARRAY)K)K s Adams, Massachussets DRAWN BYI DATE I NOTES FRED MACKLER DWG #: Phone (413) 3-482 743-0152 RJD 2/17/15 MACKLER SITE MAP 395 NORTH FARMS ROAD MACKLER BPVS Fax C413) 743-4827 CONFIDENTIAL FLORENCE, MA 01062 03 REVIEWED BY: OLIVER http://maps.massgis.state.ma.us/map_ol/oliver.php ,JI&hVer OLIVER: MassGIS's Online Mapping Tool OLIVER Updates qa 395 North farms road Florenc Pick a town JOIN � M r 1 +rwr Nw r } awMWiMNMiMWMwww'w+ 1% A a i 1 l i Y 4 ` d :... ... + s ,Y e i Y v t i -4 20m iae 1, "- `y $ 'Scale=1:2,257 10370.93tn 901,966.14m 383.00 ft 4 ' �� Basemaps 1 of 1 10/29/2014 4:18 PM Photo of running water on Oct 29, 2014 looking toward eastern edge of wetland at forest and rise on Mackler property. This running water is—295" from the proposed array eastern ed e. We appreciate your time to conduct this preliminary review and hope further documentation to the Conservation Commission will not be necessary to proceed to a building permit application. Please feel free to contact me on behalf of The Mackler Family and/or Dr. Mackler to answer any questions or concerns. Christopher Derby Kilfoyle MA CSL -73150 BPVS,Berkshire Photovoltaic Services 46 Howland Ave Adams,MA 01220 tel—413 743 0152 E: cdkLi bpvs.corn Dr. Frederic S. & Susan Mackler 395 North Farms Road Florence, MA 01062 Tel: 413-586-9488 E; finackler%)healthy-moutll.com t. ,ry Photo looking west from very edge of stream toward home and array location within wet land area. The following are site photos: Photo looking south from western edge of proposed array location showing the residence. !4 , Photo from eastern edge of hay field looking west toward home and driveway Proposed array location would be on right edge 15' from property line and beginning not far from driveway edge where car is parked. To: Kevin Lake , Chair City of Northampton Conservation Commission For: 395 North Farms Road . Florence , MA Re: Mackler Residential Ground Mount Photovoltaic System From: Chris Kilfoyle BPVS, Berkshire Photovoltaic Services Date : October 29, 2014 This inquiry is on whether Conservation Commission approval is required prior to the building permit application on behalf of Dr. Frederic & Susan Mackler for an 19.8 kW ground mount Photovoltaic System on his property at 395 North Farms Road in Florence near the protected watershed area . Please note the satellite photo below. The proposed array location is 230 feet from the closest historic water edge of Roaring Brook. Array y 230'1 Mackler 'III� � residence Brook and wetland The array length will not exceed 72' . The ground mount system is ballasted . There is no excavation for piers or footings. The ground is prepared to a moderate level strip , landscape cloth is laid down , then washed stone <4 " in depth on which sit ballast blocks of concrete . The solar modules supported by the frames will be the SolarWorld brand 275 watt moncrystalline module which uses no toxic materials in its composition. Even when its' glass laminate is broken there is no risk of pollution from the silicon solar cells. From the west side of the array ,— 300 ` from the brook 1 & t/4 " electrical PVC conduit will be buried 18"to 24" deep and proceed south and then west to the home. The attached property maps from the Oliver mapping tool shows the area in a wide view and with measurements as well. Most of the Mackler property is used for haying. Re: Conservation commission Inquiry 395 North Farms road Subject: Re: Conservation commission Inquiry 395 North Farms road From: Kevin Lake <kevin.1.lake @g mail.corn> Date: 11/2/2014 11:32 AM To: cdk @bpvs.com CC: Fred Mackler <fmackler @healthy-mouth.com>, Sarah LaValley <slavalley @northamptonma.gov> Hi Mr. Kilfoyle I have conferred with our conservation and land use planner, Sarah LaValley, and she agrees that all work appears to be outside of jurisdictional areas, and therefore no permit from the Commission will be needed. Kevin Lake On Thu, Oct 30, 2014 at 2:47 PM, Christopher Kilfoyle < d tq vs,corn> wrote: Dear Chairman Lake Please see the attached letter/ preliminary inquiry and maps regarding a potential ground mount Photovoltaic or solar electric system , Dr. Fred Mackler and his wife Susan have engaged our firm to plan and install near their home on their property at 395 North Farms Road. The Mackler home built in the 1980's is one of the first energy crafted homes in the region and they installed the 1st PV system in the City of Northampton on their roof nearly fifteen years ago. They now wish to expand their solar resource use. The letter is self explanatory and I 'm copying Dr. Mackler. please let us know whetjher there will be a waiver from the Conservation Commission and or other requirements as we proceed with further plans and submittal of building and wire permits for the project. Sincerely, Chris Christopher Derby Kilfoyle BPVS Berkshire Photovoltaic Services 46 Howland Avenue Adams,MA 01220 Tel: 413-743-0152 Fax: 413-743-4827 www.bpvs.com 1 of 1 2/17/2015 8:36 AM City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111 , S 150A. Address of the work: 390c---, ✓��'� fa�-�s �d'� °/ The debris will be transported by: ,All `" Cl C74/r'/ r-e cy cZ-e d ,�G7 The debris will be received by: Building permit number: 7T,6L Name of Permit Applicant IJ P vS o i c is i 94 r Y Date Signature if Permit Applicant > . The Commonwealth of Massachusetts YyY Department of Industrial Accidents 4s Office of Investigations . } I Congress Street, Suite 100 `f Boston,MA 02114-2017 www mass.gov/dia Workers'Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information ,v Please Print Legibly Name (Business/Organizationllndividual): Ack, Address: -'16 4t, )44 61 A4e ,ye City/State/Zip: ,4C/ems- /04 d /:2 ZU Phone #: 413 711J als-2 Are you an employer? Check the appropriate box: Type of project(required): lM employer to er I am a em with 4. E] I am a general contractor and I 6. ❑ New construction * have hired the sub-contractors employees (full and/or part-time). 2.El I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g. ❑ Demolition working for me in any capacity. employees and have workers' 9. ❑ Building addition [No workers' comp. insurance comp. insurance.' required.] 5. ❑ We are a corporation and its 10.❑ Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.0 Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.] + c. 152, §1(4),and we have no ,..So le'+. n r,A employees. [No workers' 13. c Other comp. insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. �+ Insurance Company Name:_ &F (�>SfAj Gil-0010 — Policy#or Self-ins. Lic. #: 95 6,2 0 3 7 � P 6/L/Expiration Date: /� v�(✓� Job Site Address: 3 CIS� NQ K 104+'M City/State/Zip: -!-(U AtY)Q_ Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Si nature: Date: Phone#: Q 2 Official use only. Do not write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1. Board of Health 2.Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6.Other Contact Person: Phone#: SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: l [ ( Not Applicable ❑j Name of License Holder: ch",56 2 License Number Address Expiration Date ' - ,..t. y 13 14141 -701 cx fr dc Signature Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ P,�P\fs Is / 49�, Company Name Registration Number Address � I Expiration Date / A ,,J!i�'� AA 0 12.2 C' Telephone x(13 I LI 3 0652 SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes........0 No...... ❑ 11. - Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances, State and Lo al Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature !" SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) 7 New House ❑ Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors F-1 Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks Siding[0] Other, Brief Descrptiorr}}of ropp,osed Work: -1-vi S X b rt7✓nb O �t1 rlc>I r,� Ar r etz, _ A�+ 4 6 v,I d mi s-e, AJ` c,-L � Alteration of existing bedroom Yes x No Adding new bedroom Yes ?CNo Attached Narrative Renovating unfinished basement Yes x No Plans Attached Roll -Sheet v sa. If New house and or addition to existing housing, complete the following: a. Use of building : One Family Two Family Other b. Number of rooms in each family unit: Number of Bathrooms c. Is there a garage attached? d. Proposed Square footage of new construction. Dimensions e. Number of stories? f. Method of heating? Fireplaces or Woodstoves Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain Yes No j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and Zoning regulations? Yes No. I. Septic Tank City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, f"rz 01Z as Owner of the subject property hereby authorize ��1 /)S.1"C"'o e k/ y C S 1- to act on my beh in all matter.$.. lative to work aut orized by t ' building permit application. _ S Signature Owner Date as Owned thoonzed, A en ere eclare that-t-h-e-sWernefits and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. C S L _73 o O Print Name Signature of Owner gent Date Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage Setbacks Front Side L: - R: L: R: Rear Building Height Bldg.Square Footage Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Spaces Fill: volume&Location A Hasa Special Permit/Variance/Finding ever been issued for/on the site? NO � DON'T KNOW Q YES IF YES, date issued: IF YES Was the permit recorded at the Registry of Deeds? NO Q DONT KNOW 0 YES 0 IF YES enter Book Page and/or Document # B. Does t he sit a cont ai n a brook, body of wat er or wet I ands? NO 0 DON'T KNOW 0 YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Np 5�.A��tch, ;> Needs to be obtained 0 Obtained 0 , Date Issued: C. Do any signs exist on the property? YES 0 NO . IFYE$ describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES 0 NO ,e IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. 1n1 n Department use only it 1V/ ity of Northampton Status of Permit: wilding Department Curb Cut/Driveway Permit 3 201 212 Main Street Sewer/Septic Availability I f Room 100 Water/Well Availability ----J N rthampton, MA 01060 Two Sets of Structural Plans Electric. Plumb ng Uas ns i I Nort hampton, MAP ±587-1240 Fax 413-587-1272 Plot/Site Plans J% Other Specify APPLICATION TO CONSTRUCT,ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: ( This section to be completed by office F'I-M 5 Map Lot Unit 7�tJr errs �,z. 0 1062 Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: ( �^ T--,—zV/eP1C-H JC/S'(t.7 .✓�� iC�c�%'��. j 7�� IV:J,�T�J 74c:t"-,7,s Rol Name(Print) Current Mailing Address: XTelephone Signa 2.2 Authorized Agent: PV's Ly,rIv 60Le"k. %)zrb�fi �'i � fry(e clv Li 4, ciAve . dA,,,s, - �� G�224 Name(Print) Current Mailing Address: Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building '79' 6 5T (a) Building Permit Fee 2. Electrical C e)o (b) Estimated Total Cost of Construction from 6 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) 5. Fire Protection 6. Total=(1 +2+3+4+5) Check Number This Section For Official Use Only Building ermit Number: Date g Issued: Signature: Building Commissioner/Inspector of Buildings Date 0 l� File#BP-2015-0957 APPLICANT/CONTACT PERSON CHRISTOPHER DERBY KILFOYLE C/O BPVS _�� x-.� ADDRESS/PHONE 46 HOWLAND AVE ADAMS01220(413)743-0152 Q PROPERTY LOCATION 395 NORTH FARMS RD �� MAP 07 PARCEL 014 001 ZONE RR(100)/WSP(100)/WP(42)/ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out D Fee Paid Typeof Construction: INSTALL GROUND MOUNTED SOLAR ARRAY New Construction Non Structural interior renovations Addition to Existing- Accessory Structure Building Plans Included• Owner/Statement or License 073150 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management lay Signa ure of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. 395 NORTH FARMS RD BP-2015-0957 GIs#: COMMONWEALTH OF MASSACHUSETTS Ma :Block: 07-014 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: SOLAR PANELS BUILDING PERMIT Permit# BP-2015-0957 Project# JS-2015-001860 Est. Cost: $92658.00 Fee: $555.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: CHRISTOPHER DERBY KILFOYLE C/O BPVS 073150 Lot Size(sq. ft.): Owner: MACKLER FREDERIC S& SUSAN Zonine: RR(100)/WSP(1oo)/wPL421/ Applicant: CHRISTOPHER DERBY KILFOYLE C/O BPVS AT. 395 NORTH FARMS RD Applicant Address: Phone: Insurance: 46 HOWLAND AVE (413) 743-0152 O Workers Compensation ADAMSMA01220 ISSUED ON.5111 12015 0:00.00 TO PERFORM THE FOLLOWING WORK.INSTALL GROUND MOUNTED SOLAR ARRAY POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy SiEnature: FeeType: Date Paid: Amount: Building 5/11/2015 0:00:00 $555.00 212 Main Street, Phone(413)587-1240, Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner