38A-120 (3) Jc(4.)
i
Invoices will be due upon receipt to secure equipment availability and pricing and to avoid subsequent
revisions to the budget due to fluctuation in critical component costs. As such, it may be necessary to
adjust the total project budget if payment is delayed. Critical component orders are placed upon
receipt of the second payment.
TERMINATION
The Customer reserves the right to cancel this contract if the rebate application request is denied. If
(PV) receives a written contract termination request from the Customer due to incentive denial, (PV)
will return in -full within 60 days of receiving a written termination notice the value of advanced
payments made to (PV) beyond the first payment amount, to secure availability and pricing of critical
system components (e.g., PV modules and inverters). The initial, payment is non - refundable and
refunding of additional payments wilt not be honored if the components have already been installed.
(PV) is committed to providing a high quality product and service and we look forward to working with
you on your renewable energy project. Please contact Jon Child at 413- 772 -8788 with questions or
comments regarding this proposal.
Sincerely,
P,iooeer Vlley PhotoVoltaics Cooperative
// r > , I A : , /LA f
/ Jona han Child
f Project Manager
i
Attachments: General Terms and Conditions
AUTHORIZATION TO PROCEED AND SERVE AS AUTHORIZED AGENT
I hereby agree to the Project as set out above, and I agree to pay the contract price according to the
Terms of Payment. I further agree to the Terms and Conditions attached hereto as a part of this
Proposal and Agreement. I hereby authorize Pioneer Valley PhotoVoltaics Cooperative to proceed with
the above- referenced Project in accordance with this Agreement. I further authorize Pioneer Valley
PhotoVoltaics Cooperative, or its designated representative, to obtain required permits for this project
on behalf of the Owner and to begin work of obtaining a grant on my behalf, as applicable. A check for
the First Payment is enclosed and I am returning this Agreement within 21 days of the Proposal date.
/ \AV C- . Cy 5- ,` I 0. • t 2.
Printed Name Date
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Proposal and Agreement Page 7 of 7
Andrew Crystal, September 24, 2012
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OVERVIEW
Project Name Crystal Residence Lower back roof
Address Northampton, Massachusetts
The flushed to the roof solar sub -array being installed consists of one array of 12 modules (Portrait orientation) at a 5:12 tilt and a
roof mounting system. The mounting system includes a series of L -feet on Quick -foot with all metal flashing that represent discrete
points of contact with the roof structure. Each support is secured to the 2X10 roof rafters via two GRK RSS 5/16" X 3 -1/8" structural
screws.
ROOF STRUCTURE COMMENTS
S -P -F No. 2 1.Roofing Material:
Height 10 inches aluminum asphalt shingles
Width 2 inches 2.Roof pitch: 23 degrees
Rafter spacing 16 inches on center
SOLAR MODULE ARRAY WEIGHT CALCULATION 3. Horizontal Span15' 9"
Photovoltaic modules Units Unit Wt. Total Wt. Comments
Solar module(s) ( 12 1 41 492 Solar module 327NE- WHT -D -AR
Subtotal 492
Mounting System Units Unit Wt. Total Wt.
SolarMount Standard rail 1026 0.064 65.7 Lbs /inch
M215 Enphase 0 3.50 0.0 Lbs /inch
L feet 27 0.24 6.6 supports include all hardware
L feet on S -5 -N clamp 0 0.54 0.0 supports include all hardware
L feet on VersaBracket VB -47 0 0.64 0.0
Eco- fasten with 8 screws and flashing 0 2.69 0.0 supports include all hardware
Stand -off with roof boot (single support) 0 1.13 0.0 and roof boots
Stand -off with roof boot (double support) 0 1.70 0.0
L -foot with hanger bolt (single support) 0 0.53 0.0
Quickfoot standoff 27 0.75 20.3 with flashing & hardware
Quickfoot standoff with doubble support 0 2.00 0.0 with hanger bolt & hardware
Splice bar kits 6 0.50 3.0
Module and rail grounding 1 1.75 1.8
Module universal end clips 0 0.20 0.0
Module mounting clips 30 0.16 4.9
Subtotal 102.1
Total solar module array weight 594.1 Ibs
POINT LOAD CACULATION
Number of support stand -off 27
Total solar module array weight 594.1
Point Toad 1 22.0 Ibs I
'DISTRIBUTED LOAD CALCULATION
Photovoltaic module array area Array 1 Void space Array 3
Module width (horizontal) 41.18 inches 0 inches 0 inches
Module length (vertical) 61.39 inches 0 inches 0 inches
Intermodule spacing 1 inches 0 inches 0 inches
Number of module columns 4 0 _ _ 0
Number of module rows 3 0 0
Array area 217 square feet 0 square feet 0 square feet
Total array area 217 square feet
Distributed load 2.7 Ibs / sf
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ROOF- MOUNTED SOLAR ARRAY DEAD WEIGHT LOADING CALCULATION
OVERVIEW
Project Name Crystal Residence Upper back roof
Address Northampton, Massachusetts
The flushed to the roof solar sub -array being installed consists of one array of 6 modules (Portrait orientation) at a 9:12 tilt and a roof
mounting system. The mounting system includes a series of L -feet on Quick -foot with all metal flashing that represent discrete points
of contact with the roof structure. Each support is secured to the 2X10 roof rafters via two GRK RSS 5/16" X 3 -1/8" structural screws.
ROOF STRUCTURE COMMENTS
1.Roofing Material:
Height 10 inches aluminum asphalt shingles
Width 2 inches 2.Roof pitch: 37 degrees
Rafter spacing 16 inches on center
SCR MODULE ARRAY WEIGHT CALCULATION 3. Horizontal Span:7' 2"
Photovoltaic modules Units Unit Wt. Total Wt. Comments
Solar module(s) I 6 1 41 246 Solar module 327NE- WHT -D -AR
Subtotal 246
Mounting System Units Unit Wt. Total Wt.
SolarMount Standard rail 510.13 0.064 32.6 Lbs /inch
M215 Enphase 0 3.50 0.0 Lbs /inch
L feet 13 0.24 3.2 supports include all hardware
L feet on S -5 -N clamp 0 0.54 0.0 supports include all hardware
L feet on VersaBracket VB -47 0 0.64 0.0
Eco- fasten with 8 screws and flashing 0 2.69 0.0 supports include all hardware
Stand -off with roof boot (single support) 0 1.13 0.0 and roof boots
Stand -off with roof boot (double support) 0 1.70 0.0
L -foot with hanger bolt (single support) 0 0.53 0.0
Quickfoot standoff 13 0.75 9.8 with flashing & hardware
Quickfoot standoff with doubble support 0 2.00 0.0 with hanger bolt & hardware
Splice bar kits 2 0.50 1.0
Module and rail grounding 1 1.75 1.8
Module universal end clips 0 0.20 0.0
Module mounting clips 14 _ 0.16 2.3
Subtotal 50.6
Total solar module array weight 296.6 Ibs
ANT LOAD CALCULATION
Number of support stand -off 13
Total solar module array weight 296.6
Point load 1 22.8 Ibs
DISTRIBUTED LOAD CALCULATION
Photovoltaic module array area Array 1 Void space Array 3
Module width (horizontal) 41.18 inches 0 inches 0 inches
Module length (vertical) 61.39 inches 0 inches 0 inches
Intermodule spacing 1 inches 0 inches 0 inches
Number of module columns 6 0 _ 0
Number of module rows 1 0 0
Array area 107 square feet 0 square feet 0 square feet
Total array area 107 _square feet
Distributed Toad 2.8 Ibs / sf 1
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Job Truss Truss Type Qty Ply Wright Hill II
0710252J T01 COMMON 4 1
4 Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:08 2008 Page 1
-1-4 -0 1 6 -1 -12 I 14 -0 -0 I __ 21 -10 -4 I 28 -0 -0 29 -4 -0
1-4 -0 6 -1 -12 7 -10-4 7 -10-4 6 -1 -12 1-4 -0
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6.00 12 6
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4x4 4x4 4x4 4x4 ••
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9-4 -0 9 -4 -0 9-4 -0
Plate Offsets (X,Y): [2:0- 5- 14,Edge], [10.0- 5- 14,Edge]
LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /defl L/d PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.68 Vert(LL) -0.12 12 -14 >999 360 MT20 197/144
(Ground Snow =55.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.35 12 -14 >965 240
TCDL 10.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.10 10 n/a n/a
BCLL 0. 0 Code IBC2003/TP12002
BCDL 10.0 (Matrix) Weight: 1371b
LUMBER BRACING
TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 4 -1 -9 oc purlins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7 -7 -5 oc bracing.
WEBS 2 X 4 SPF No.2
SLIDER Left 2 X 6 SPF No.2 3 -5 -6, Right 2 X 6 SPF No.2 3 -5-6
REACTIONS (lb /size) 2= 1767/0 -5 -8, 10= 1767/0 -5 -8
Max Horz2= 107(LC 7)
Max Uplift2=- 220(LC 8), 10=- 220(LC 9)
Max Grav2= 1957(LC 2),10= 1957(LC 3)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -3 =- 2772/827, 3-4 =- 2495/842, 4 - 5 =- 2243/759, 5-6 =- 2097/788, 6 -7 =- 2097/788, 7 -8 =- 2243/759, 8 -9 =- 2495/842, 9 -10 =- 2770/827
BOT CHORD 2- 14=- 595/2262, 13 -14 =- 295/1576, 12 -13 =- 295/1576, 10 -12 =- 595/2262
WEBS 4 -14 =- 740/316, 6- 14=- 160/847, 6 -12 =- 160/847, 8 -12 =- 740/316
NOTES
1) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.0psf; BCDL= S.Opsf; Category II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60 plate grip DOL =1.33. This truss is designed fo
C-C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category I1; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 2 and 220 Ib uplift at joint 10.
7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
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No. 43029
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This t .. is to ix] fabricated per ANSI/IPIquality requirements. Plates shall he of si and type shown and l d at yams unless otherwise d This design is based upon parameters I and is for
individual buildi g component t he talled and loaded vertically. Applicability of design parameters and 1 1 c rl t' of conlixinent ' spo bIly of f hg designer. Cerf.fication is valid Cori only when
truss fabricated by a CHI plimt. Bracing 'h lor lateral pl rl of individual web members only and does not replace erection and permanent bracing. Refer Io Building Component Safety Information IMNiiMI Umversal Forest Products
(BCSI) for general guidance regarding storage, delivery, erection and bracing available hom WTCA and 'Bliss Plate hroiimu. \N
Job Truss Truss Type Qty Ply Wright Hill II '
0710252J H03 HIP 2 1 Job Reference (optional)
Universal Forest Products. Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:05 2008 Page 1
-1-4 -0 6 -1 -12 l 12 -0 -0 16 -0-0 21 -10-4 28 -0-0 29-4 -0
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LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1/dell L/d PLATES GRIP
TCLL 38.5
(Ground Snow =55.0) Plates Increase 1.15 TC 0.83 Vert(LL) -0.16 11 -13 >999 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.43 11 -13 >777 240
BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.10 9 n/a n/a
BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight: 129 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3 -2-6 oc purlins, except
BOT CHORD 2 X 4 SPF No.2 2 -0 -0 oc purlins (4 -2 -11 max.): 5 -6.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7 -10 -9 oc bracing.
SLIDER Left 2 X 8 SYP DSS 3-6 -6, Right 2 X 8 SYP DSS 3 -6-6 WEBS 1 Row at midpt 6 -13
REACTIONS (Ib /size) 2= 1767/0 -5 -8, 9= 1767/0 -5 -8
Max Horz2= -94(LC 6)
Max Uplift2=- 209(LC 8), 9=- 209(LC 9)
Max Grav2= 2064(LC 2), 9=2064(LC 3)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -3 =- 2874/771, 3-4 =- 2687/800, 4 -5 =- 2372/758, 5-6 =- 1900/708, 6 -7 =- 2371/758, 7 -8 =- 2687/800, 8 -9 =- 2872/771
BOT CHORD 2 -13 =- 555/2311, 12- 13=- 337/1751, 11 -12 =- 337/1751, 9 -11 =- 555/2311
WEBS 4 -13 =- 502/266, 5 -13 =- 114/512, 6 -13 =- 510/514, 6 -11 =- 114/605, 7 -11 =- 502/266
NOTES
1) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60 plate grip DOL =1.33. This truss is designed fo
C-C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Toad of 38.5 psf on overhangs non - concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 2 and 209 Ib uplift at joint 9.
8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails.
LOAD CASE(S) Standard
C s..,,,?..0 FF \ cn
Q
O�G /STER�� <
F,3 /oAL EN
Thin truss is to be fabricated per ANSI/IPM quality requirements. Plates t shall be of d type shown and cancred at joints unless otherwise red. ills design based upon parameters sh d Is for Y_ Forest PTOd J UCtS
individual building component to he installed d loaded vertically. Applicability f design parameters proper Incorporation f component . responsibility f building do ' g - Certification I'd only when
.
truss' fabricated by a hhill planl Bracing shown r lateral support I individual h be and d d of replace erection an
d permanent bracing- W form versal
Refer to Building Component Safety In
Uni
ation l
(BCSI) for general guidance regarding storage, delivery, erection and bracing available prom WfCA and Truss Plate Institute Ili1♦
1Job Truss Truss Type Qty Ply Wright Hill 11
0710252J H02 HIP 2 1 Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:04 2008 Page 1
-1 -4 -0 I 6 -1 -12 I 10 -0 -0 18 -0 -0 I 21 -10 -4 28-0-0 1 29 -4-0 1
1 -4 -0 6 -1 -12 3 -10 -4 8 -0 -0 3 -10-4 6 -1 -12 1 -4 -0
Scale = 1:49.9.
5x10 II
6x8 =
5 6
6ZI 1'51 T2 1.71 71 - •
•
6.00 FIT 2x4 IS
2x4 ./..7/ 4 7
% W3
v d
• , 3 8
1
•
9
�
C1 10 0
Bt YY rl I V " B2 '�
IM! 4x4 4x4 4x4 4x4 gal
6x8 H 13 12 11 6x8 11
3x8 = 3x6 = 3x4 =
9-4 -0 18 -8 -0 28 -0 -0
9-4 -0 9 -4-0 9-4 -0
Plate Offsets (X,Y): [2:0- 5- 14,Edge], [9:0- 5- 14,Edge]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (10c) l /defl L/d PLATES GRIP
TCLL 38.5 Plates lncrease 1.15 TC 0.78 Vert(LL) -0.12 11 -13 >999 360 MT20 197/144
(Ground Snow =55.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.34 11 -13 >985 240
TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.11 9 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight 138 Ib
BCDL 10.0
LUMBER BRACING
TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3-8-6 oc purlins, except
BOT CHORD 2 X 4 SPF No.2 2 -0 -0 oc purlins (4 -1 -5 max.): 5-6.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8 -0 -15 oc bracing.
SLIDER Left 2 X 6 SPF No.2 3 -5 -6, Right 2 X 6 SPF No.2 3 -5-6 WEBS 1 Row at midpt 6 -13
REACTIONS (Ib /size) 2= 1767/0 -5 -8, 9= 1767/0 -5 -8
Max Horz2 =79(LC 7)
Max Uplift2=- 197(LC 8), 9=- 196(LC 9)
Max Grav2= 2155(LC 2), 9= 2155(LC 3)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -3 =- 3041/751, 3-4 =- 2738/776, 4 -5 =- 2585/746, 5-6 =- 2294/731, 6 -7 =- 2575/744, 7 -8 =- 2737/776, 8 -9 =- 3039/751
BOT CHORD 2 -13 =- 529/2449, 12 -13 =- 404/2237, 11 -12 =- 404/2237, 9 -11 =- 529/2448
WEBS 4 -13 =- 213/311, 5 -13 =- 25/353, 6 -13 =- 357/418.. 6 -11 =- 37/373, 7 -11 =- 245/281
NOTES
1) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.0psf; BCDL= 5.0psf, Category II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60 plate grip DOL =1.33. This truss is designed fo
C-C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2 and 196 Ib uplift at joint 9.
8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails.
LOAD CASE(S) Standard
ZN OF 4 4 , 10
P
i/ JO M.
CIVIL ti
No. 43029
Q
\ O: 6 C /STE ''
` EN
•
fins truss is to be f bricated per ANSI/id qua quality requirements. Plates I Il he of : i7 d pme silos. iind centaed at joints l :: iitherwase noted. Ibis design s b J upon parameters shown. mid isfor
individual building omponent to be installed and loaded ri Ily. Applicabildy of design par t d proper f component pc h I ty t b ild g de''g . c t 1 t rd only when Universal Forest Products
truss fabricated by a UPI plant. Bracing 1 lateral : pport [ d 'd a I b be : onll y d d : t pl non and p ermanent bracing Rater to Building Component Salm Information
(BCSI) for general guidance regarding storage delivery, erection and bracing available from WI VA and 'I mss Plate Institute. I!
Job Truss Truss Type Qty PI] Wright Hill II
2710252J H01 HIP 2 1
Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:03 2008 Page 1
1 -1 -4 -0 i 8 -0 -0 1 14 -0 -0 1 20 -0 -0 28 -0 -0 29 -4 -0
1 -4 -0 8 -0 -0 6 -0 -0 6 -0 -0 8 -0 -0 1 -4 -0
Scale = 1:49.9
5x8
3x4 = 5x8
4 5 6
6.00 12 �l I
3
N
vt
I. 2 8
1 - — — 9 Mil
km ira
mo 4x4 4x4 4x4 4x4 ��
6x8 H 12 11 10 6x8 II
3x4 = 3x10 MII2OH= 3x4 =
9 -4 -0 I 18 -8 -0 I 28 -0 -0
9 -4 -0 9 -4 -0 9 -4 -0 •
Plate Offsets (X,Y): f2:0 -5 -14, Edge], [8:0- 5- 14,Edge]
LOADING SPACING 2 - - CSI DEFL in (loc) 1 /defl L/d PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.95 Vert(LL) -0.19 10 -12 >999 360 MT20 197/144
(Ground Snow =55.0) Lumber Increase 1.15 BC 1.00 Vert(TL) -0.42 10 -12 >807 240 MII20H 148/108
TCDL 10.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 8 n/a n/a
BCLL 0.0 Code IBC2003/TP12002
BCDL 10.0 (Matrix) Weight: 1251b
LUMBER BRACING
TOP CHORD 2 X 6 SPF No.2 *Except* TOP CHORD Sheathed or 3 -3 -14 oc purlins, except
T2 2 X 4 SPF No.2 2 -0 -0 oc purlins (2 -8 -15 max.): 4-6.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7 -7 -0 oc bracing.
WEBS 2 X 4 SPF No.2
SLIDER Left 2 X 6 SPF No.2 4 -6 -11, Right 2 X 6 SPF No.2 4-6 -11
REACTIONS (Ib /size) 2= 1767/0 -5 -8, 8= 1767/0 -5 -8
Max Horz2 = -64(LC 6)
Max Uplift2=- 181(LC 8), 8=- 181(LC 9)
Max Grav2= 2229(LC 2), B=2229(LC 3)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -3 =- 3150/709, 3-4 =- 2850/732, 4 -5 =- 2699/744, 5-6 =- 2699/744, 6 -7 =- 2850/732, 7 -8 =- 3149/709
BOT CHORD 2- 12= -472/2552, 11 -12 =- 600/2995, 10 -11= 600/2995, 8 -10 =- 472/2552
WEBS 4 -12 =- 28/790, 5 -12 =- 831/168, 5 -10 =- 831/168, 6 -10 =- 28/790
NOTES
1) Wnd: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60
plate grip DOL =1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category I f Exp C, Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads.
7) All plates are MT20 plates unless otherwise indicated.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2 and 181 Ib uplift at joint 8.
9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails.
LOAD CASE(S) Standard
P '(N OF Mqs
JO M.
CIVIL ( — a l
No. 43029
O F G / STER �� \�`<�
FSS /OAL ENG
This truss is to be fabricated per ANSI/TPI quality requirements. Plates h ll be of s. e and type shown d centered at Joints I h noted. This design based upon parameters . h and is 1
individual building component to be installed and loaded vertically. Applicability of d ig parameters d proper rpi i of component Is responsibility or building d e s i g n e r , Certification is valid only when -,t Universal Forest Products
vuss is fabricated by a CFPI plane Bracing shown i f lateral : ppt n f individual b members only and does t replace recd en
on and permanent nracmh. Refer to Building component Safety Information
(BCSn for general guidance regarding storage., delivery, erection and bracing available from w1 CA and . fruss Plate Institute f►
. a
Job Truss Truss Type Qty Ply Wright Hill 11
0710252J H01GR — HIP 2 2 Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:04 2008 Page 1
-1-4 -0 l 6 -0 -0 _ 14 -0 -0 22 -0 -0 1 28 -0 -0 1 29 -4 -0
1-4 -0 6 -0 -0 8 -0-0 8 -0 -0 6 -0 -0 1-4 -0
Scale = 1:49.9
6x12 =
3x4 = 6x12 =
4
6.00 12 ►n ►� mi ►� 5 - _m ►l Cal ea B ,
_,,
3 7
liiiiiii 1 W W3 W' m
8 0
1 2 % \ % \'� ` 9 d r5
IMMI IM M. 111111 .
B X•1
�� 4x6 -;.- 4x6 � ►�
7x16 = 13 14 12 15 11 16 17 18 10 19 20 7x16 =
4x6 8x8 = 5x12 MII18H= 8x8 = 4x6
1
9-4-0 18 -8-0 - 1 28 -0 -0
9 -4 -0 9 -4 -0 9 -4 -0
Plate Offsets (X,Y): [2:0- 0- 1,0 -3- 21,[4:0- 6- 0,0 -3- 2],[6:0 -6 -0 0 -3 -2] [8:0 -0 -1 0 -3 -2]
LOADING (psf) SPACING 2 - - CSI DEFL in (Ioc) 1 /dell L/d PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.83 Vert(LL) -0.31 10 -12 >999 360 MT20 197/144
(Ground Snow =55.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -0.47 10 -12 >713 240 MI118H 141/138
TCDL 10.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.10 8 n/a n/a
BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight 279 Ib
BCDL 10.0
LUMBER BRACING
TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 3 -11 -4 oc purlins, except
BOT CHORD 2 X 6 SPF 2100F 1.8E 2 -0 -0 oc purlins (4 -0 -1 max.): 4-6.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
SLIDER Left 2 X 4 SPF No.2 3 -4 -6, Right 2 X 4 SPF No.2 3 -4-6
REACTIONS (lb /size) 2= 4331/0 -5 -8, 8= 4324/0 -5 -8
Max Horz2= -51(LC 8)
Max Uplift2=- 714(LC 7), 8=- 713(LC 8)
Max Grav2= 4851(LC 2), 8= 4844(LC 3)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2 -3 =- 8029/1261, 3-4 =- 7833/1276, 4 -5 =- 9751/1618, 5-6 =- 9751/1619, 6 -7 =- 7832/1276, 7 -8 =- 8028/1261
BOT CHORD 2- 13=- 1106/6878,13 -14 =- 1106/6878,12 -14 =- 1106/6878,12 -15 =- 1736/10618,11 -15 =- 1736/10618,11 -16 =- 1736/10618..16 -17 =- 1736/10618,
17-18=-1736/10618, 10-18=-1736/10618, 10-19=-1059/6876, 19-20=-1059/6876, 8-20=-1059/6876
WEBS 4- 12=- 708/4327, 5- 12= -1357/ 251,5 -10 =- 1357/251,6 -10 =- 709/4330
NOTES
1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows:
Top chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; MWFRS (low- rise); Lumber DOL =1.60 plate grip DOL =1.33.
4) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load 0118.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) All plates are MT20 plates unless otherwise indicated.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 Ib uplift at joint 2 and 713 Ib uplift at joint 8.
11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails.
13) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 6 -0 -6 from the left end to connect truss(es) J01 (1 ply 2 X 4 SPF), JD1GR (1
ply 2 X 6 SPF) to front face of bottom chord.
14).Use Simpson Strong -Tie LUS24 (4 -10d Girder, 2 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0 -0 oc max. starting at 8 -0 -12 from the left end to
19 -11 -4 to connect truss(es) J01 (1 ply 2 X 4 SPF) to front face of bottom chord.
15) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 21 -11 -10 From the left end to connect truss(es) J01 (1 ply 2 X 4 SPF),
JO1 GR (1 ply 2 X 6 SPF) to front face of bottom chord.
16) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Snow: Lumber Increase =1.15, Plate Increase =1.15 V : P OF S
Uniform Loads (plf) : y�� `-./ \
Vert: 1- 4 = -97, 4 -6= -97, 6- 9 = -97, 2 -8 = -20
Concentrated Loads (Ib) / JO M.
Vert: 11=-415(F) 13=-1109(F) 14=- 415(F) 15=- 415(F) 16=-415(F) 17=-415(F) 18=-415(F) 19=-415(F) 20=-1109(F) —
• CIVIL
No. 43029
Q-
� 0", O /STER
S S /OAL 0
•
This truss .t be fabricated p ANSUrrlqulity requirements. Plates shall he of sit.e d type shown and conered at Joints unless otherwise d . 'This design s binu,d upon l , sltown, and sfor
individual building component to he I Installed and loaded vertically. Applicability I design parameters and proper incorporation o( component is responsibility of building designer. ' Certification is valid only when
truss is fabricated by a UFPI plant. Bracing .h for lateral support d Id n members only and does not replace erection and immanent bracing. Refer to Building component safety Information Universal Forest Products
(SCSI) for general guidance regarding storage, delivery, erection lr,rd bracing available from WI VA and 'Truss Prate f stitut, IMO.
IJob Truss Truss Type Qty Ply Wright Hill 11
0710252J J01 MONO TRUSS 18 1
• Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 S Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:05 2008 Page 1
-1-4 -0 6 -0 -0 --
1-4 -0 6 -0 -0
2x4 I I Scale = 1:24.6
4
6.00 12
3 W1
1'
2
3x4 3x4
5
3x10 H 2x4 II
6 -0 -0
6 -0 -0
Plate Offsets (X,Y): [2:0 -2- 12,0 -1 -121
LOADING(psf) SPACING 2 - - CSI DEFL in (loc) I /defl L/d PLATES GRIP
TCLL 38.5 Plates lncrease '1.15 TC 0.85 Vert(LL) -0.07 2 -5 >997 360 MT20 197/144
(Ground Snow =55.0) Lumber Increase 1.15 BC 0.41 Vert(TL) -0.18 2 -5 >399 240
BCD 10.0 W
Rep Stress Incr NO B 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 31 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 SPF No.2
SLIDER Left 2 X 8 SYP DSS 3-4 -6
REACTIONS (lb /size) 2= 487/0 -3 -8, 5= 328 /Mechanical
Max Horz2= 127(LC 8)
Max Uplift2= -74(LC 8), 5= -78(LC 8)
Max Grav2= 656(LC 2), 5= 435(LC 2)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4 -5 =- 376/262
NOTES
1) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.Opsf, BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60 plate grip DOL =1.33. This truss is designed fo
C-C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 2 and 78 Ib uplift at joint 5.
8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
- (H OF 446,
JO M.
• CIVIL
No. 43029
F
FG /STEREO ��i
FS3 /OAL EN
x N. I/I'P1 quality t:. Plates shall be f: i d t shown mid cuucrcd at I unless otherwise noted. n d based am I shown, d: i
This truss t hefabricated l �rA s � y � n x g p l PPOdUCIB-
,,{
individual building omp rent to be installed d loaded rt Ily Applicability of ig par t d 1 - 1 nc rry r r component responsibility f t la g d g . C ❑ valid only h m
s
iruns i fabricated ted by a t7PI plant Bracing g h - I lateral I . I I r f -
di d I h . be only d d not replace ion and pan
rment bracing. Refer o Building Component Saleiy Information IG1i Universal 11 FDPBSt
(BCSI) for general guidance regarding storage delivery, erection and tracing available from WI CA and Truss Plate Institute. fir
Job Truss Truss Type Qty Ply Wright Hill II
0710252J J02 JACK 18 1
Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:06 2008 Page 1
-1 -4 -0 3 -10 -15
1 -4 -0 3 -10 -15 4
Scale = 1:15.8
6.00 12
3
T1
2 '
B1
3x4
5
1 3x10 H 3 -10 -15
3 -10 -15
Plate Offsets (X,Y): 12:0 -2- 12,0 -1 -121
LOADING (psf)
TCLL 38.5 SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP
(Ground Snow =55.0) Plates Increase 1.15 TC 0.50 Vert(LL) -0.01 2 -5 >999 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 2 -5 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 4 n/a n/a
BCDL 10.0 Code 1BC2003/TP12002 (Matrix) Weight: 19 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3 -10 -15 oc purlins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
SLIDER Left 2 X 8 SYP DSS 2-4 -5
REACTIONS (Ib /size) 4= 164 /Mechanical, 2= 377/0 -5 -8, 5 =38 /Mechanical
Max Horz2 =91(LC 8)
Max Uplift4= -70(LC 8), 2= -70(LC 8)
Max Grav4= 229(LC 2), 2= 511(LC 2), 5 =77(LC 4)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES
1) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60 plate grip DOL =1.33. This truss is designed fol
C -C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint 4 and 70 Ib uplift at joint 2.
8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
\ py - s H OF miss
•
lc_
V JO M.
CIVIL
No. 43029
Q
-9POAS /STEREO \.4j
S S/DAL e
I s otherwise noted. This design is based t t d is f
This truss is t tcfabricated AbSVIYIquality requirements. Plat shall be l : and type :h d centered ay g 1 par
individual building component to hr installed and loaded 1 lly Applicability of design parameters and proper c rpp t of component '. pc b lity of building de' g . Certification b valid only when Universal Forest PI'OdpICfB
truss' fabricated by UPI plant. Bracing h f lateral 1 l : ppa t individual web members only d d of replace tin and permanent hawing. Refer to Building Component Safety Information
(BCSI) for general guidance regarding storage, delivery, erection and bracing available from WI CA and Truss Plate Institute. \t♦
Job Truss Truss Type I Qty Ply Wright Hill 11 I
0710252J J03 JACK 8 1
, Job Reference (optional)
Universal Forest Products, Belchertown, MA. 01007 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Jul 08 14:24:07 2008 Page 1
. I
-1 -4 -0 1 -10 -15 1
1-4 -0 1 -10 -15
Scale = 1:11.2
3
6.001 12
T7 I 2 HW1
B1
ti
— 3x4 i
5
1 -10 -15
-
1 -10 -15
Plate Offsets (X Y): 12:0 -2 -12 0 -1 -121
LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /dell Lid PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.40 Vert(LL) -0.00 2 >999 360 MT20 197/144
(Ground Snow =55.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2 -5 >999 240
BCD 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code 18C2003/TPI2002 (Matrix) Weight: 12 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1 -10 -15 oc purlins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
SLIDER Left 2 X 8 SYP DSS 1 -8 -4
REACTIONS (lb /size) 2= 286/0 -5 -8, 5 =19 /Mechanical, 4 =47 /Mechanical
Max Horz2 =57(LC 8)
Max Uplift2= -72(LC 8), 4= -62(LC 12)
Max Grav2= 392(LC 2), 5 =38(LC 4), 4 =65(LC 2)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES
1) Wind: ASCE 7 -02; 100mph; h =24ft; TCDL= S.Opsf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; Lumber DOL =1.60 plate grip DOL =1.33. This truss is designed fo
C-C for members and forces, and for MWFRS for reactions specified.
2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load 0118.0 psf or 2.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 Ib uplift at joint 2 and 62 Ib uplift at joint 4.
9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
P� OF 444,9
/ J0 M.
CIVIL
No. 43029
Q
% O RF G /STER�� \\ 'c
c8 S /OAL E
1
This truss -. to be fabricated per /NSI/I PI quality requirements. Plates h II be f sice and type shown and centered at Ittts unless ai t d. This design is based upon paritmeters shown. Lind is Iiir an
individual building component to be i . taped and I ded vertically. Applicability of ig parameters d proper incorporatton of component is responsibility of build' g d e s i g n e r . Certificaum is Valid only when Universal Forest Products
truss - fabricated by a UhPI plant. Bracing ' s f lateral ppo t f individual h members my - t d d 11 m erection and permanent bracing. Refer Building Component Safety Information al
(BCSI) for general guidance regarding stooge, delivery, erection and bracing mailable from WiCA and Truss Plate Institute A►
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ROOF- MOUNTED SOLAR ARRAY DEAD WEIGHT LOADING CALCULATION
OVERVIEW -
Project Name Crystal Residence Front roof
Address Northampton, Massachusetts
The flushed to the roof solar sub -array being installed consists of one array of 10 modules (Landscape orientation) at a 6:12 tilt and a
roof mounting system. The mounting system includes a series of L -feet on Quick -foot with all metal flashing that represent discrete
points of contact with the roof engineered trusses. Each support is secured to the top cord of the truss via two GRK RSS 5/16" X 3-
1/8" structural screws.
ROOF STRUCTURE COMMENTS
Engineered truss design for supporting solar array 1.Roofing Material:
Height 6 inches aluminum asphalt shingles
Width 2 inches 2.Roof pitch: 27 degrees
Rafter spacing 24 inches on center 3. Horizontal Span:
SOLAR MODULE ARRAY WEIGHT CALCULATION see truss schedule
Photovoltaic modules Units Unit Wt. Total Wt. Comments
Solar module(s) 1 10 1 41 410 Solar module 327NE- WHT -D -AR
Subtotal 410
Mounting System Units Unit Wt. Total Wt.
SolarMount Standard rail 1263.8 0.064 80.9 Lbs /inch
M215 Enphase 0 3.50 0.0 Lbs /inch
L feet 35 0.24 8.5 supports include all hardware
L feet on S -5 -N clamp 0 0.54 0.0 supports include all hardware
L feet on VersaBracket VB -47 0 0.64 0.0
Eco- fasten with 8 screws and flashing 0 2.69 0.0 supports include all hardware
Stand -off with roof boot (single support) 0 1.13 0.0 and roof boots
Stand -off with roof boot (double support) 0 1.70 0.0
L -foot with hanger bolt (single support) 0 0.53 0.0
Quickfoot standoff 35 0.75 26.3 with flashing & hardware
Quickfoot standoff with doubble support 0 2.00 0.0 with hanger bolt & hardware
Splice bar kits 4 0.50 2.0
Module and rail grounding 1 1.75 1.8
Module universal end clips 0 0.20 0.0
Module mounting clips 28 0.16 4.6
Subtotal 124.0
Total solar module array weight 534.0 Ibs
POINT LOAD CALCULATION
Number of support stand -off 35
Total solar module array weight 534.0
Point load 1 15.3 Ibs
DISTRIBUTED LOAD CALCULATION
Photovoltaic module array area Array 1 Void space Array 3
Module width (horizontal) 61.39 inches 0 inches 0 inches
Module length (vertical) 41.18 inches 0 inches 0 inches
Intermodule spacing 1 inches 0 inches 0 inches
Number of module columns 5 0 0
Number of module rows 2 0 0
Array area 180 square feet 0 square feet 0 square feet
Total array area 180 square feet
Distributed load 3.0 Ibs / sf
+4ODEL. SPR- 377NE- WktT -D
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edlectva 1.AI coeffing
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ixrcpur Cables '»1250 k 2146 / .005.51415. 3022 al cu...., 'k127m41 2 29-76o 1 4.4.27.o-,.r0700
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51,555 3115th ed mammon alloy 1 555 60 Iblva, lur o, Iw oo 4,45.5 ..5,./155, Ft"' • PNQDVCT GUIDE
72.4. 41.J Iln na dkg: _2" 101lorn 1616w11OUL : 703 . :5.ss, firs kapng inaa+ rout ttltWw4v
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d Instructions
Y For Cala led n Oct ..5 o I t or mate pre. c nage for qu - rec t see ne, page
s o �' + 46 + � ' � I, Locate the rafter and snap honzo"tal and vn-ncai i to mark the
, 7 ., ,4 Inita anon posnwn for each Q2 k Foot.
` ' 2. Install base as shown using appropriate fasteners.'
'4 rta "w6e'4r'%s" '4% z e
�,I , ' r t a ; 3 . F1 ppry a thin bead of sealant around the bay of the threaded stud. w '
4m P47,20 ` r t r r ri
♦ S '' x f h 4. Insert the flashing so the top part 1i under the next Co.'. r of sh.ngles
�� . a `' t , a and pushed far enough up s ope to ;;re',•er?t 203051 inf Nation through
i P"r`°0F` 0 d r •rert,ca . f orm rn 4emgres.
I I . f ' � 6 � _ 5. Insta`i top compression component as shown using EPOr bonded washer
I
_ I v 4 tat a and stam,es nut.
> r Consult an engineer or go to wwwecofastensola:com for engineer' g data.
I 2
"EcoFasten recommends XHD fasteners by OMG.
""EcoFasten recommends Geocel 2300.
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ARRAY #2
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FRONT ARRAY
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BACK ARRAY
CRYSTAL — NORTHAMPTON
Utility Meter
l Inverter in Basement
•
•
{ PV Array #1
' S
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PV Array #2
t „,„ _
(_,00 earth
Andrew Crystal Andrew Work CeII: 413 - 427 -2942 (best)
51 Olander Drive Home: 413 - 584 -1669
Northampton, MA 01060 Andrew Work e -mail: acrystal(caoconnells.com
Array #1: South slope at east end of house is dual slope.
One row of 6 SPR -327s in portrait above the skylights — move up to the ridge vent and shift all the way
east, flush with eave.
The lower part of array, below the skylights, is 3 rows of 4 SPR -327s in portrait. Array will be even with
the east end up the upper array and probably best to slide it down the roof so that snow can easily shed
to the ground.
Array #2: South hip of main roof. Pyramid of 10 SPR -327s in landscape, arranged in rows of 4, 3, 2, 1.
Position the bottom row all the way down and you should have about 7 horizontal and vertical from
corner of that top panel to edge of hip.
Mounting: Quickfoot with 3" post and all metal flashing.
Roof Structure: mix of engineered trusses designed for supporting the solar array, 24" on center, over
the hip roof part of the house (front) and 2 X 10 rafters, 16" on center, over the "bonus room" (back).
Roofing Material: new asphalt shingle
•
The Commonwealth of Massachusetts Print Form
Department of Industrial Accidents
'1.'', r Office oflnvestigations
' 1 Congress Street, Suite 100
Boston, MA 02114 -2017
www.mass.gov /dia
Workers' Compensation Insurance Affidavit: Builders / Contractors /Electricians/Plumbers
Applicant Information Please Print Legibly
Nan1e (Business /Organization /Individual) rn , ,� � „ (, t ,� , _ b \ „t� l s12-4Ao hlre I In c_
Address: 30 Wi �tD S � � I,u'
City /State /Zip: G w; 0 Mi-- 6130 ( Phone #: "l b - li s`" is
Are you an employer? Check the appropriate box: Type of project (required):
1. " I am a employer with fl- 4. ❑ I am a general contractor and 1 ❑
employees (full and /or part- time).* have hired the sub - contractors 6. New construction
listed on the attached sheet. 7. ❑ Remodeling
2. ❑ I am a sole proprietor or partner-
ship and have no employees These sub- contractors have 8. ❑ Demolition
working for me in any ca acit employees and have workers'
b y p y 9. ❑ Building addition
[No workers' comp. insurance comp. insurance.*
required.] 5. ❑ We are a corporation and its 10.0 Electrical repairs or additions
3 . ❑ 1 am a homeowner doing all work officers have exercised their 1 1 . 0 Plumbing repairs or additions
myself. [No workers' comp. right of exemption per MGL 12.0 Roof repairs
insurance required.] t c. 152, §1(4), and we have no
employees. [No workers' 13.� Other � w a. 1GIv, 6 � "r�Ni^� ti
comp. insurance required.] A '�tit1 . A �1 . n , la c R, c . ' tic,(
i U
*Any applicant that checks box #1 must also fill out the section below, showing their workers' compensation policy infor ion.
T I1omeow who submit this affidavit indicating they are doing all w ork and then hire outside contractors must submit a new affidavit indicati uch.
*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: Ej�1.CsiaY -reeV L0
P # or Self ins. Lic. #: C 3 ` � `� Expiration Date: (j I/ p \ /4-, It
Job Site Address: 6 1 Dt - ���✓� City/State/Zip: 610
n P 1 pp �0� ,�CtM+ '
Attach a copy of the workers' compensation policy declaration page (showing the policy number an expiration 1MM I 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 5250.00 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 certi under the i ains and • enaltg14erjury, h • 1 the in ormation provided above is true and correct.
Signature:
��� .... Da te:[ ' �0/4! L3
Phone 4: 415 - 112.- 7P&
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: Not Applicable ❑
Name of License Holder: J bN1' \' - V]\pJ ' a - 1 l D25 5
License Number
5 t . 2.. 47 /.L 13
Address Expiration Date •
Signat f ill/111—
Telephone
9 Registered Home Improvement Contractor: Not Applicable ❑
f � m¢ e ✓ x VA ill, 1 �yl.16,wl 2 t"- lc/�f. , nc , (`-t oa -1-
Company Name 1 Y Registration Number
1
i \ AP,(l\ ( et 7 6rr.�A ham, � it l(kt O I3) l 3/ lc- / - O ) 3
Address Expiration Date
,r" Telephone � �� "bt "��
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 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 w hich 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 Local Zoning .Laws and State of Massachusetts General Laws Annotated.
Homeowner Signature
SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable)
New House ❑ Addition ❑ Replacement Windows Alteration(s) n Roofing ❑
Or Doors 0
Accessory Bldg. ❑ Demolition n New Signs [D] Decks [❑ Siding [D] Other [pi'
Brief Des ri ti?Qn of Proposed I{ / 1. p V
Work: Ii ticth,u ` 3 at, ( talk, AVINitlAvty kttI t S LA iv ArL Pet -i41c. rma 7 OA. Avi un,. il ft,, _ ( i�c
Alteration of existing bedroom II II Yes No Adding new bedroom Yes X No v 0
Attached Narrative Renovating unfinished basement Yes No
Plans Attached Roll - Sheet
6a. 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 er 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, il�l'.h1) l 1 . C'2 , as Owner of the subject
property
hereby authorize ( , 2# ' 1: (4 _ 4,, I ( c ry^ttv ,/ ill hr pp „, tEd I 7 -
to act on my behalf, in all matters relative to work au il orized by this buildi11g permit application. ..19 Signature of Owner Date
1 , ( ' LI ?PE Pit C5z)t -LAY!) , as Gamer /Authorized
Agent hereby declare that the statements 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.
1.--1 PPL 0 'D -
Print Name / ^ /
-
Signature of et;ErrtAgent ' 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
I3ldg. Square Footage
()pen Space Footage %
(Lot area minus bldg & paved
parking)
of Parking Spaces
Dill:
(volume & Location)
A. Has a Special Permit /Variance /Finding ever been issued for /on the site?
NO 0 DON'T KNOW 4, YES 0
IF YES, date issued:
IF YES: Was the permit recorded at the Registry of Deeds?
NO 0 DON'T KNOW 0 YES 0
IF YES: enter Book Page, and /or Document #'
B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES 0
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtained Obtained 0 , Date Issued:
C. Do any signs exist on the property? YES 0 NO
IF YES, describe size, type and location:
D. Are there any proposed changes to or additions of signs intended for the property ? YES 0 NO
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 s,
IF YES, then a Northampton Storm Water Management Permit from the DPW is required.
Department use only
4 X1 I Cit of Northampton Status of Permit:
JAN I 2 Bui ding Department Curb Cut/Driveway Permit
1 2 2 Main Street Sewer /septic Availability
DEPT. OF BuiuNu i r =�T1ONS Room 100 Water/Well Availability
NORTHAMPTON, M A 01060 orthampton, MA 01060
Two Sets of Structural Plans
phone 413- 587 -1240 Fax 413- 587 -1272 Plot/Site Plans
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
( j I C i -71)(2 t M ap 25 --� ho Lot (!9 ( Unit
Zone Overlay District
Elm St. District CB District
SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT
2.1 Owner of Record:
C2- s-- h1 L ()LA.
tiI?.111E
Name (Print) , / Current Mailing Address:
CL{4Zi (� 1/ MO { ( p ) Telephone
Signature
2.2 Authorized Agent:
tG�-- i> 3)1 /1)til& §t� - F - St Lite Cs it: i�l� /h Pa13DI
Name (Print) Current Mailing Address:
413- TV- a
Signature Telephone
SECTION 3 - ESTIMATED CONSTRU • ION COSTS
Item Estimated Cost (Dollars) to be Official Use Only
completed by permit applicant
1. Building ¢ CT Zq (a) Building Permit Fee
2. Electrical ►t (b) Estimated Total Cost of
Construction from (6)
3. Plumbing Building Permit Fee
5L
4. Mechanical (HVAC)
5. Fire Protection
6. Total = (1 + 2 + 3 + 4 + 5) ZG Check Number / $ 9
This Section For Official Use Only /
Date
Building Permit Number: — Issued:
Signature
Building Commissioner /Inspector of Buildings Date
File # BP- 2013 -0700
APPLICANT /CONTACT PERSON PIONEER VALLEY PHOTOVOLTAICS
ADDRESS /PHONE 311 WELLS ST - SUITE B GREENFIELD (413) 772 -8788
PROPERTY LOCATION 51 OLANDER DR
MAP 38A PARCEL 120 001 ZONE PV(100) /SG b(100) /SG a(100)/
THIS SECTION FOR OFFICIAL USE ONLY:
PERMIT APPLICATION CHECKLIST
ENCLOSED REQUIRED DATE
ZONING FORM FILLED OUT
Fee Paid
Building Permit Filled out /(75
Typeof Construction: INSTALL 3 MOUNTING SUPPORT SYS FOR SOLAR PANELS
New Construction
Non Structural interior renovations
Addition to Existing
Accessory Structure
Building Plans Included:
Owner/ Statement or License 102513
3 sets of Plans / Plot Plan
THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
INF9RMATION 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
Demolition Delay
l
17,2_ (13
Signature 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.
51 OLANDER DR BP- 2013 -0700
GIS #: COMMONWEALTH OF MASSACHUSETTS
Map:Block: 38A - 120 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 ELECTRIC SYSTEM BUILDING PERMIT
Permit # BP- 2013 -0700
Project # JS- 2013- 001156
Est. Cost: $9295.00
Fee: $56.00 PERMISSION IS HEREBY GRANTED TO:
Const. Class: Contractor: License:
Use Group: PIONEER VALLEY PHOTOVOLTAICS 102513
Lot Size(sq. ft.): 7579.44 Owner: CRYSTAL ANDREW J
Zoning: PV(100) /SG_b(100) /SG a(100)/ Applicant: PIONEER VALLEY PHOTOVOLTAI CS
AT: 51 OLANDER DR
Applicant Address: Phone: Insurance:
311 WELLS ST - SUITE B (413) 772 -8788 Workers
Compensation
GREENFIELDMA01301 ISSUED ON:1/23/2013 0:00:00
TO PERFORM THE FOLLOWING WORK:INSTALL 3 MOUNTING SUPPORT SYS FOR
SOLAR PANELS
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 Signature:
FeeType: Date Paid: Amount:
Building 1/23/2013 0:00:00 $56.00
212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272
Louis Hasbrouck — Building Commissioner