07-014 (3) M Ar a
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Al
a
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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
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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.
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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
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`� _ '�� y,3 mm 1391 9 1NxIL0.5100 7 Ra1.52.L•5100mm
° NUMBEROFI—ER gY6 2 10 1219%-06290 12 Rat.53.L•6a10mm
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12 135011402 36 N9E CM 1.HMMOnbI, ,9349nan, .ETL
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i,AgE3NE BCLiS CRDOWELS SHALL BE A natFIDEDRW ORRENFORCINGBTFEL NSTKtE➢
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REWREMENTS N ALCOROM`CE WAN AfI J16,MPExOHO.
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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#
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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.
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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
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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
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t sc Letter Inc, • 1001 Commerce Center Drive • Shelby.North Carolina 28150 • Tel: (888)0108-0234 • Fax: (704)595-4210
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LOCATIONS:
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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
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I: NEW INVERTERS AND REV, GRADE CUSTOMER PRODUCTI❑N METER (IN BASEMENT)
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*)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
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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