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17A-297 (2) a 1 _ I - —�- - 42913/16 - - 183- - -- - - - - -- 192 - --- 5413/16 - 1 LO T T I T LO T T 381/16 _ 48 k- 48 48- -48 - 48 - k I -- - 48 _ k 48 k _ -39 -k 11 Q0 715/16 87/8 715/1614 1/16 87/8 48 - 48 - - - _48 - * - -48- -- 48 48 _ - -48 - 48 - __ 15 Lj e , Q Z a 0 w Generoi Noies Array standoffs are to be Pioneer Valley PhotoVOtaics "`' �'" �"�°` proposeC Solar Array Layou installed in a staggered Cooperative Inc. Wells Street 2/2 pattern to evenly distribute suite P (413x7 l 72 -878 8o1sot Rail ma Matson-Gould Residence 0610312014 88 the array dead load. Designer can seh,g Florence, Massachusetts �<o< No. Revlslon issue Date Permitting Project Manager Li 2 X 12 SPF#2 roof rafter - Sunpower 24"on center 61.39"x 41.18"x 1.81" - SolarMount STANDARD mounting rail - SolarMount STANDARD rail splice bar -ateo a — 0 00 I � I 1 - - -_ -42913/16 - - - - - 492 - - L-foot mounted on Lumos X-flashing. w Quick-foot base is secured to the roof rafter via two GRK RSS 16"X 3-1/8" a o structural screws. w a' j¢!4:-e o-C M!•r- 1 SFeN Array standoffs are to be Array to be installed on Sunpower Pioneer vaueyPhotovoltaics Proposed Solar Amy Layout installed in a staggered the south facing roof of the 61.39" x 41.18"x 1.81" Cooperative no.311 wells Street 99 g M Gld Rid Suite a Greenfield,MA 01301 Matson-Gould 06/03/2014 pattern to evenly distribute garage. P (413)772-8788 Array layout the array dead load. Roof rafters are 24"O.C. Designer Carl Slebing Florence, Massachusetts 5 No. Revision Issue Date Permitting Project Manager w (!1 Job russ I Truss I ype ty Ply 140 Hillcrest Drive Northampton,MA CSI DEFL in (loc) I/dell L/d 0001 14033065B T01 ICOMMON 3 1 Vert(LL) -0.20 7-8 >999 240 I (Roof Snow=40.0) I Lumber Increase 1.15 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:40:58 2014 Page 1 ID:ajaaKpk_egND 19wm4uhPjDzX1 im-AyrOfByjrn 1 hH_BDQVrk9VjO?JEDg6PVjU9DRJzPuUp 4-19-15 1 10-0-0 15-1-1 1 20-0-0 4-10-15 5-1-1 5-1-1 4-10-15 10.00 F1 2 9 /4x 4x4 11 1 8 11 12 3x6= 4x4= 3 XnD v panels 11 T C? N 6x8= 13 14 3x6= Scale=1:62.7 Plate Offsets(X Y): [6:Edge 0-1-8] [7:0-4-0 Edge] [B:Edge 0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.20 7-8 >999 240 MT20 197/144 (Roof Snow=40.0) I Lumber Increase 1.15 BC 0.94 Vert(TL) -0.50 7-8 >478 180 TCDL 20.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 6 n/a n/a 0.0 BCLL Code IRC2009/TP12007 (Matrix) Wind(LL) 0.02 7 >999 360 Weight:100 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-8,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1495/0-5-8 (min.0-2-6),6=1495/0-5-8 (min.0-2-6) Max Horz 8=248(LC 7) Max Uplift8=-16(LC 8),6=-16(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-325/130,2-9=-1243/223,3-9=-1026/253,3-10=-1027/253,4-10=-1243/223, 4-5=-3251130,1-8=-349/121,5-6=-349/121 BOT CHORD 8-11=-129/965,11-12=-129/965,7-12=-129/965,7-13=-34/965,13-14=-34/965, 6-14=-34/965 WEBS 3-7=-183/747,4-7=-322/201,2-7=-322/201,2-8=-1312/101,4-6=-1312/101 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;C11=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -n 0 iv 40'0" '0 0) CID IF----- ----- --------------------- ----- ------------ -I F- F� 2'0" 2'0" 2-0" 2.0..12'0" 70" 2'0" 2'0" 2'0" 2'0" 2'0" 2-0.. TO"12-0" 2'0" 2'0" 2'0" TO" 10 0 0 < CID 0 0 c? 06DC E (D 05 3. 04 03 C C Z C C C CN C C C C; C ---------- 7 16,10 118" 33'0" CID CD Z O ----------- L ——-------------------------= 19 O O T-62BeE 3,0.- 8-0-- 20'0" 60" 4'0" 40-0" HIM Is A TRUSS PLACEMENT DIAGRAM ONLY.Th.w trusses 11—gnetl as —hg­—IP ___d—tt�b-ft—g�M tI,P­—.Win �fthg&­. �, dwi�dni�—�,— Gould/Matson Residence .....g.—ftd,,ft pb—d,,i,g.�,�Wing d-V—,—wftt&��­,y —M Main House-Kohl ­—bilky 11 t,e WHIN—q—,-V-1 W'd—1�11a�—�-11Wt'13—mg.f d —im. ——I-W—DO_D,-M—­�-M It is ft—­W4.f tln UFP Belchertown, LL 4/17/14-��—I 1..111y p,.A.d —1.-h- I Pt—d 1— d" It-,... �.w ".— —pear adore IM d-9—Universal F...t P—win rot M-­N,M P-Vpl- niversal Forest Products Company For Approval Mope q me aner finl pp IohMpd——m, W fty p—­I*W NOT CUT NOTCH,DRILL.OR OTHERNASE'REPAIR'MANUFACTURED TRUSSES IN ANY WAY OT�UT�IOR��ENA�HOR�l�BYAUCENSEDPROFESSI�LDESI.-TE�Bl�FP. FPWLLNO1 140330656 IE HELD RESPONSIBLE FOR ANY MODIFI�nONS OR'CHARGE BACKS'DONE WTHOUT PRIOR WRITTEN JFP I .�. QUIK FOOT' PRODUCT GUIDE rr ' QFL-812 R } - - - .032 1. R.38 j j X1.38 -- a 3 12.00 . 4" °c 3.00 i - 8.00 .58 L 00 w ©EcoFasten Solar®All content protected under copyright All rights reserved.0318111 Sec.4-3 p 1� I, TM _ QUIK FOOT PRODUCT GUIDE QF- S A 2.00 -- 2X 0 .27 THRU ALL ' .13 I = � 0.52 OWN Uj l U r q SECTION A-A f O C 01 -- ` ; Q 1.74 t Q) j T /8-1618.8 $1 1.08 E .28 1 .12 co r; 0 ro y 0 0 V W ©Ecol Osten Solar@ All content protected under copyright All rights reserved.0318111 $eC.4-2 t f TM Quik Foot PRODUCT GUIDE Quik Foot Contents d d exploded Product View - Sec. I Installation Instructions'— Sec,2 r Bill of Materials Sec. 3 3 Cutsheets— Sec.4 Specifications— Sec. 5 t Load Test Reports-Sec. b i { 1 �t E . _ g 0 EcoFasten Solaro n Con-mimed to the Support of Renewabl e E ergy 3 � f t P � rgt Thinkii7 S01ar Component 6o62-T6 Specifications and 6o6 63-T5 61p5-T ballast frame 5 aluminum extrusion COde Complia Sol arMount® 1�t rails The SolarMo Mounting cli Call Unirac for do-system Tilt legs ps and clamps 'n'S PE certified. Two-Piece t ndoffs to your budding code entation applicable Severe warrant le Zinc_ �Ondition SolarMo y plate 4 (very one-piece t doffsed steel severe) war Product wa rais covered by a io. Fas 28-8 stainless steel rantY. •Fasteners For co Year Y and a 5-year lfinetedi limited to finish �f so/w SOnt.in tall t;o s d°wnload a :i site. n manual from Y Ul\q!?AC" pinking in Solar Visit us on1 ►ne at www•Unir ac.COm SOLARMOUNT® RAIL OPTIONS ATTACHMENT OPTIONS KEY BENEFITS PV's most versatile mounting system Flexible Components Speed Installation of SolarMount""Rail SolarMount"HD HD(heavy duty)rail adds the SolarMount advantage Standoffs Maximum flexibility to Pv PoleTops",U-LAs(see separate data sheets). Use standoffs whenever flashed installations and custom applications that require long spans. • are required,on tile roofs,for example.Two- Flush,high-profile or piece aluminum standoff allow precise place- low-profile configurations - ) ment of a flashing over a secured base prior to the Roof or ground mount installation of the standoff itself. ^- Pitched or flat roof All standoff types come in four standard a � - heights:3,4.6,and 7 inches.Appropriate flashings are available. Ease of installation Installer-friendly components Serrated L-feet Standard for ground mount installations on Minimized penetration with ` \ \ residential and commercial rooftops use L feet longer attachment spans than ^� v alone above asphalt composition shingles or in conjunction with flat to standoffs.Mount competitive products co 1 P i s tandard or light rails.Configure t o either er of Designed with customer input ut two rail he i fs is one promoting air flow f for cooling,the other offering close-to-the-roof Grounding and wire aesthetics management options Strut-in-Tube Style Legs Complete technical support Quickly set the precise tilt angle required.Styles xy - are available for high profile(i or i legs Per Installation and code rail)and low profile installations, compliance documentation Each series offers three leg lengths so that you can adjust to exactly the tilt angle you want— Online estimator ^� up to a maximum of 6o degrees—without cutting and drilling at the job site Person-to-person customer service Standard SolarMount® Standard rail gives you ultimate flexibility,including FastFoot'" MODULE MOUNTING bottom mounting and tilt-up options. Fine Fasti-oot`"attachment features 1-co-fasten Core component for Unirac technology by the Alpine Snow Guard Company, mounting solutions allowing attachments to metal,concrete and Assembly Sequence Is Your Choice wood decks without compromising the integrity Three rail options to of the roof accommodate any job site Top Mounting Clamps Bottom Mounting Clips Incorporated into other Ideal for flush mount applica- Use bottom mounting clips Tile Hook major product lines t [ions,such as residential rooftops. (standard and HD rail only) Made from cast aluminum,the file hook where it is most convenient to whenever you prefer to attachment provides SolarMount with a preassemble the secure footings and rails before P array using cost-effective solution for barrel or Spanish installing modules,top mounting module mounting holes. clamps securely grip any point of Simply fit the clip into its rail file ncl All required lag bolts and hardware included,ncluded.Refer to the t the module frame,freeing you slot over the mounting bolt for he hook engineering from the constraints of module a secure connection.Adjust the data for max load capabilities. ■.. n' ��� mounting holes. clip position anywhere along �� '\Y, the rail slot. Bright Th'mking m-ola, ' tt 1• IF 4 SOLARMOUNTO PV's most versatile mounting system Mo SolarMount is the most versatile PV mounting rail system on the market today. We've engineered installer-friendly components for maximum flexibility, allowing you to solve virtually any PV mounting challenge. The universal SolarMount rail system has three options which can be assembled into a wide variety of PV mounting structures to accommodate anyjob site. Unirac provides a technical support system complete with installation and code compliance documentation, an on-line estimator and design assistance to help you solve the toughest challenges. so U N I RAC ■o• on Bright Thinking in Solar Visit us online at www.unirac.com SUNPOWER SOLAR PANELS 1crV .,rr,:,.:n, tir. ,. ;�r ... s ......,. . _. .. ... ,.. .�... .. ,.. _.. SUNPOWER OFFERS THE BEST COMBINED POWER AND PRODUCT WARRANTY POWER WARRANTY PRODUCT WARRANTY tool 95% .. ,... .,. 90% 85% • 9 • D 4 4 0 80% ♦ • e 75% 0 5 10 15 20 25 0 5 10 15 20 25 Years Years More guaranteed power:95%for first 5 years,-0.4%/yr.to year 25.a Combined Power and Product Defect 25 year coverage that includes panel replacement costs.e ELECTRICAL DATA OPERATING CONDITION AND MECHANICAL DATA X21-335-BLK X21-345 Temperature —400F to+185oF(—40oC to+85aC) Nominal Power12(Pnom) 335 W 345 W Max load Wind:50 psf, 2400 Pa, 245 kg/m2 front&back Power Tolerance +51-0% +51-0% Snow: 112 psf,5400 Pa, 550kg/m2 front Avg. anel Efficienc 13 21.1% 21.5% Impact 9 y resistance 1 inch(25 mm)diameter hail at 52 mph(23 m/s) Rated Voltage(Vmpp) 57.3 V 57.3 V Appearance Class A+ Rated Current(Impp) 5.85 A 6.02 A Solar Cells 96 Monocrystalline Maxeon Gen III Cells Open-Circuit Voltage(Voc) 67.9 V 68.2 V Tempered Glass High Transmission Tempered Anti-Reflective Short-Circuit Current(Isc) 6.23 A 6.39 A Junction Box IP-65 Rated Maximum System Voltage 600 V UL; 1000 V IEC Connectors MC4 Compatible Maximum Series Fuse 20A Frame Class 1 black anodized, highest AAMA Rating Power Temp Coef. (Pm pp) —0.30%/oC Weight 41 Ibs(18.6 kg) Voltage Temp Coef. (Voc) —167.4 mV/oC Current Temp Coef. (Isc) 3.5 mA/oC TESTS AND CERTIFICATIONS REFERENCES: Standard tests UL 1703, IEC 61215, IEC 61730 1 Al comparisons are SPR-X21-345 vs.a representative conventional panel:240W, Quality tests ISO 9001:2008, 150 14001:2004 approx.1.6 m2,15%efficiency. EHS Compliance ROHS,OHSAS 18001:2007,lead-free 2 PVEvolution Labs"SunPower Shading Study,"Feb 2013. Ammonia test IEC 62716 3 Typically 8-10%more energy per watt,BEW/DNV Engineering"SunPower Yield Report," Jan 2013,with CFV Solar Test Lab Report#12063,Jan 2013 temp.coef.calculation. Salt Spray test IEC 61701 (passed maximum severity) 4 SunPower 0.25%/yr degradation vs.1.00/o/yr conv.panel.Campeau,Z.et al."SunPower PID test Potential-Induced Degradation free: 1 OOOV 10 Module Degradation Rate,"SunPower white paper,Feb 2013;Jordan,Dirk"SunPower Available listings CEC, UL,TUV,MCS Test Report,"NREL,Oct 2012. 5"SunPower Module 40-Year Useful Life"SunPower white paper,Feb 2013.Useful life is 99 out of 100 panels operating at more than 70%of rated power. 6 Higher than E Series which is highest of all 2600 panels listed in Photon Int'I,Feb 2012. 7 1%more energy than E-Series panels,8%more energy than the average of the top 10 panel companies tested in 2012(151 panels,102 companies),Photon Infl,Mar 2013. 8 Compared with the top 15 manufacturers.SunPower Warranty Review,Feb 2013. 1046mrn 9 Some exclusions apply.See warranty for details. III [41.2in] 10 X-Series some as E-Series,5 of top 8 panel manufacturers were tested by Fraunhofer ISE,"PV Module Durability Initiative Public Report,"Feb 2013. 11 Compared with the non-stress-tested control panel.X-Series some as E-Series,tested in Atlas 25+Durability test report,Feb 2013. 1 12 Standard Test Conditions(1000 W/mz irradiance,AM 1.5,25°C). 46mm 13 Based on average of measured power values during production. [1.81 in] . 1559mm [61.4in] r See http://www.sunpowercoro.com/focts for more reference information. For further details,see extended datasheet:www.sunDowercorD.com/datasheets Read safety and installation instructions before using this product. t April 2013 SunPower Corporation.All rights reserved.SUNPOWER,the SUNPOWER logo,MAXEON,MORE ENERGY.FOR LIFE.,and SIGNATURE are trademarks or registered trademarks of SunPower sun pOWerGOrp.COm Corporation.Specifications included in this datasheet are subiectto change without notice. Document#504828 Rey A/LTR EN } SOLAR P . UNMATCHED PERFORMANCE, RELIABILITY & AESTHETICS X SERIES • 21.5%efficiency Ideal for roofs where space is at a premium or where future expansion might be needed. SIGNATURE'mBLACK X21 -345 PANEL • Maximum performance X21 -335 PANEL Designed to deliver the most energy in HIGHEST EFFICIENCY" demanding real world conditions, in partial shade and hot rooftop temperatures.' 2,3 Generate more energy per square foot • Premium aesthetics X-Series residential panels convert more sunlight to electricity producing 44% Sun Power'Signature'" Black X-Series panels more power per panel,'and 75% more energy per square foot over 25 blend harmoniously into your roof. The most years.3,4 elegant choice for your home. HIGHEST ENERGY PRODUCTION 7 Produce more energy per rated watt High year one performance delivers 8-10% more energy per rated watt.' This advantage increases over time, producing 21% more energy over the first 25 years to meet your needs.4 0 120 More Energy 110% Per Rated Watt Maxeon®Solar Cells:Fundamentally better. o 14%more,year 1 Engineered for performance,designed for durability. 100% p 90% 36%more, a- year 25 Engineered for peace of mind 21 80 ° W Designed to deliver consistent, trouble-free 70% energy over a very long lifetime.45 g 60i N so i° 0 5 10 15 20 25 Designed for durability�/ Years Ot��EecrPF�9 The SunPower Maxeon Solar Cell is the only F cell built on a solid copper foundation. Virtually o 10% Maintains High � rHOrorJ impervious to the corrosion and cracking that 3 8° '1 Power at High Temps "0'2FRU'C� Conventional, Panels degrade Ctil. Pls.4,s g o No Light-Induced C °� �.� a ° Degradation s aow yes Same excellent durability as E-Series panels. 6.° ;,i xse,e,de esee° a #1 Ranked in Fraunhofer durability test.10 4% High Average Watts sr mo,e e°e, 100% power maintained in Atlas 25' 2 getter Low-Light and comprehensive PVDI Durability test.'' w 2 Spectral Response ° _ High-Performance `o Anti-Reflective Glass r 0% sunpowercorp.com 4 0 Truss Truss Type Qty Ply 140 Hillcrest Drive Northampton,MA 0012 140330656 V06DGE Valley 1 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:26 2014 Page 1 ID:ajaaKpk_egND19wm4uhPjDzX1 im-LLXcXjIHFOZjelKb3NLJHPtl6b?bEtyd9gxiQhzPuUN 6-2-12 20-0-14 6-2-12 13-10-2 44 Z- Scale=1:36.3 4 Top Chord dropped 5 for 2x6 Outlookers 20 4.50 Ll 2 10.00 F1 2 6 3 I 7 T 1 8 $Ty P 2 9 T � T 1 T 10 Li B1 U B2 3x4 19 18 17 16 15 14 13 12 11 3x4 3x4= 20-0-14 20-0-14 Plate Offsets(X Y): [4:0-2-2,0-2-41,[12:0-1-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) i Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a 999 0.0 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 10 n/a n/a BCLL BCDL 10.0 * Code IRC2009/TP12007 (Matrix) Weight:71 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-14. (lb)- Max Horz 1=-120(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,18,19,16,15,14,13,11 Max Grav All reactions 250 lb or less at joint(s)1,10,17,15,13 except 18=366(LC 2),19=304(LC 2), 16=288(LC 3),14=252(LC 1),11=375(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-18=-328/104,2-19=-255/105,9-11=-300/111 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,18,19,16,15, 14,13,11. 11)Non Standard bearing condition. Review required. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t Job Truss Truss Type ty y t40 Hillcrest Drive Northampton,MA 0011 140330658 V05 VALLEY 1 1 Job Reference(ootinnall Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 07:41:30 2014 Page 1 1D:ajaaKpk_egND19wm4uhPjDzX1 im-E6n6M4LoJc387vdNIDPFSF1wWCLm17 Ae9C4SvwZSzPuUJ 8-3-5 24-5-2 8-3-5 16-1-13 4x4 4.50 12 Scale=1:48.5 3 3x4 4 5 10.00 12 6 2 17 7 TI ST 5 8 � 1 9 Io ° o 0 3x4 16 18 15 14 119 12 11 10 3x4= 3x8 11 24-5-2 24-5-2 Plate Offsets(X,Y): [3:0-2-1,0-2-41,[10:0-4-4,0-1-8] TOLL (ps40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TC 0.43 Vert(LL) -0.03 9 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.02 9 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:83 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud Fbe Tek recommends that Stabilizers and required cross bracing inst alled during truss erection,in accordance with Stabilizer stallation guide. REACTIONS All bearings 24-4-14. (lb)- Max Horz 1=-156(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,10,14,12,11 except 16=-122(LC 8) Max Grav All reactions 250 lb or less at joint(s)1 except 10=368(LC 1),15=552(LC 2),16=797(LC 2), 14=738(LC 3),12=526(LC 1),11=497(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-304/226,8-10=-333/121 WEBS 3-15=-311/0,2-16=-648/231,5-14=-489/158,6-12=-390/148,7-11=-417/162 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,10,14,12,11 except Qt=1b)16=122. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I Truss Truss Type Qty Ply 140 Hillcresl Drive Northampton,MA t 0010 14033065B VO4 VALLEY 1 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:34 2014 Page 1 ID:ajaaKpk_egND19wm4uhPjDzX1 im-6tOdCSOIMrZacWx8X3UBc5Ccbpir6Olo?4t7iEzPuUF 10-3-5 26-5-2 27-5-2 10-3-5 i 16-1-13 1-0-0' 4x4 4.50 12 Scale=1:53.9 4 3x4 i 5 6 20 10.00 12 7 3 19 III 8 3x4 11 9 I � i cT5 10 2 1 �1 19 O 3x4 i 18 17 16 15 14 13 12 11 3x4= 26-5-2 26-5-2 Plate Offsets(X,Y): [4:0-2-1 0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.02 10 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 10 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) -0.00 11 n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2009/TPI2007 (Matrix) Weight:103 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 26-4-14. (lb)- Max Horz 1=-157(LC 6) Max Uplift All uplift 100 lb or less at joint(s)11,18,15,13,12 except 1=-116(LC 6),17=-114(LC 8) Max Grav All reactions 250 lb or less at joint(s)1 except 11=353(LC 1),16=612(LC 2),17=797(LC 2),18=384(LC 1),15=754(LC 3),13=645(LC 1),12=566(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-250/291,4-5=-26/261,9-11=-325/146 WEBS 4-16=-362/0,3-17=-634/223,2-18=-331/169,6-15=-519/156,7-13=-394/150, 8-12=-403/156 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,18,15,13, 12 except(jt=1b)1=116,17=114. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Russ Russ Type Qty ply 140 Hillcrest Drive Northampton,MA 0009 I14033065B V03 VALLEY 1 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:37 2014 Page 1 ID:ajaaKpk_egND 19wm4uhPjDzX1 im-WSimgTQBfmx9T_gjCB2uEjg6H 1 kVJkiEh26nJYzPuUC 12-3-5 28-5-2 $9-5-2 12-3-5 16-1-13 -0- 4x4 4.50 12 Scale=1:63.3 4 3x4 5 6 20 10.00 12 7 3 19 8 3x4 9 10 2 5 2 1 v P1 I t v 0 0 3x4 i 18 21 17 16 15 14 13 12 11 3x4= 28-5-2 28-5-2 Plate Offsets(X Y): [4:0-2-5,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.03 10 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 9-10 n/r 80 TCLL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.00 11 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:122 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 4-16,6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-4-14. (lb)- Max Herz 1=-159(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,11,14,13,12 except 17=-108(LC 8),18=-108(LC 8) Max Grav All reactions 250 lb or less at joint(s)1 except 11=427(LC 1),16=606(LC 2),17=855(LC 2),18=576(LC 1),14=782(LC 3),13=631(LC 1),12=657(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-247/300,4-6=-21/270,5-6=-125/257,9-11=-323/152 WEBS 4-16=-367/0,3-17=-612/213,2-18=-424/215,6-14=-551/155,7-13=-394/151, 8-12=-402/154 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11,14,13,12 except Qt=1b)17=108,18=108. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply 1140 Hillcrest Drive Northampton,MA 0008 i14033065B IV02 VALLEY 1 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:412014 Page 1 ID:ajaaKpk_egND19wm4uhPjDzX1 im-PDxGgrUhj?SbxbzUR16gOZ?o9e5QFadgcg4?SKzPuU8 14-3-5 30-5-2 $1-5-z 14-3-5 16-1-13 1-01, 4x4 z� 4.50 12 Scale=1:72.7 10.00 12 6 3x4 1 3x6 7 8 5 23 9 4 22 10 11 12i 3 4 I III 5 3 6 E17 7 2ST 2 �I 1 0 1 0 3x4 i 21 20 19 18 17 16 15 14 13 3x4= 30-5-2 30-5-2 Plate Offsets(X Y): [6:0-2-5,0-2-41,[11:0-1-12,0-1-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 40.0(Roof Snow=40 0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.0311-12 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.0311-12 n/r 80 Rep Stress Incr YES WB 0.42 Horz(TL) 0.00 13 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:143 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 6-18,4-19,8-16,9-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 30-4-14. (lb)- Max Horz 1=202(LC 8) Max Uplift All uplift 100 lb or less at joint(s)13,21,16,15,14 except 19=-110(LC 8),20=-100(LC 8),1=-125(LC 6) Max Grav All reactions 250 lb or less at joint(s)1 except 13=423(LC 3),18=610(LC 2),19=866(LC 2),20=569(LC 1),21=401(LC 2),16=821(LC 3),15=638(LC 3), 14=657(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-253/217,4-5=-240/289,5-6=-17/303,6-7=-14/272,7-8=-121/260,11-13=-319/154 WEBS 6-18=-373/0,4-19=-616/215,3-20=-406/208,2-21=-349/174,8-16=-579/154, 9-15=-402/152,10-14=-402/152 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,21,16,15, 14 except(jt=1b)19=110,20=100,1=125. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 140 Hillorest Drive Northampton,MA 0007 14033065B Vol VALLEY 1 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:47 2014 Page 1 ID:ajaaKpk_egND19wm4uhPjDzX1 im-ENIYxuYSlrCkfWReoHDEegEgZ38qfHUi_bXJgzzPuU2 16-3-5 32-5-2 16-3-5 16-1-13 1-o-6 4x4 zz�4.50 12 Scale=1:82.0 10.00 F1 2 6 3x4 7 ' 8 24 3x4 Xi 9 5 423 10 11 12 3 4 5 913 6 2 2 0 r 1 1 e 0 0 3x4 ii 2225 21 20 19 18 17 16 15 14 13 3x4= 3x4= 32-5-2 32-5-2 Plate Offsets(X,Y): [6:0-2-1,0-2-4] [11:0-1-12,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.0311-12 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.0311-12 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.00 13 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:165 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 6-18,5-20,8-17,9-16,10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 32-4-14. (lb)- Max Horz 1=246(LC 8) Max Uplift All uplift 100 lb or less at joint(s)13,21,17,16,15 except 20=-111(LC 8),22=-111(LC 8),1=-102(LC 6) Max Grav All reactions 250 lb or less at joint(s)1 except 13=420(LC 3),18=605(LC 2),20=860(LC 2),21=629(LC 1),22=588(LC 2),17=844(LC 3),16=655(LC 3), 15=659(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-283/224,5-6=-237/305,6-7=-10/273,7-8=-121/261,11-13=-318/155 WEBS 6-18=-375/0,5-20=-621/216,3-21=-386/199,2-22=-436/218,8-17=-603/154, 9-16=-419/152,10-15=-403/151 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,21,17,16, 15 except(jt=1b)20=111,22=111,1=102. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r Job— Truss I Truss Type Qty ply 1140 Hillcrest Dnve Northampton,MA 0006 �14033065B IT02DGE COMMON SUPPORTED GAB 1 1 i i I Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:512014 Page 1 I D:ajaa Kpk_egN D19wm4uhPjDzX1 im-69Y2nGbzM3iA87kP171AogPYWgSeb9XIvDVXpkzPuU_ 12-6-0 20-0-0 12-6-0 7-6-0 4x4= Scale=1:78.1 10.00 F1 2 7 5x6 i g 8 5 9 Top Chord dropped 3x4 11 for 2x6 Outlookers 10 11 3 6 5 5 2 4 I � 4 44�i 1 3 S 3 2 ro 23 22 21 20 19 18 17 16 15 14 13 12 4x4 11 3x4 11 3x4= 20-0-0 _ 20-0-0 Plate Offsets(X Y): [6:0-3-0 0-3-0] [23:0-2-0 0-1-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0(Roof Snow=40.0) * Plates Increase 1.15 TC 0.29 Vert(LL) n/a _ n/a 999 MT20 197/144 Lumber Increase 1.15 BC 0.37 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) -0.00 12 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:154 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 7-17,6-18,5-19,8-16,9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb)- Max Horz 23=230(LC 7) Max Uplift All uplift 100 lb or less at joint(s)18,19,20,21,16,14 except 23=-242(LC 6),12=-174(LC 7),22=-375(LC 7),13=-149(LC 6) Max Grav All reactions 250 lb or less at joint(s)12,17,19,20,21,13 except 23=408(LC 7),18=295(LC 2),22=284(LC 1),16=360(LC 3),14=295(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-23=-254/162,1-2=-317/214,6-7=-104/267,7-8=-109/267 WEBS 7-17=-273/0,6-18=-255/100,8-16=-320/87,9-14=-254/117 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,19,20,21, 16,14 except Qt=lb)23=242,12=174,22=375,13=149. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard R Job Truss toss ype ty y 140 Hillorest Drive Northampton,MA 0005 140330656 T02A COMMON 4 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Indusfies,Inc.Thu Apr 17 07:41:57 2014 Page 1 ID:ajaaKpk_egND 19wm4uhPjDzX1 im-xlvK1 JgkyvTJs2CZNOOa2xfPg5Nc?IM BH9yr?OzPuTu 7-0-0 12-6-0 18-0-0 20-0-0 7-0-0 5 6-0 5-6-0 2-0-0 4x6 I Scale=1:81.1 10.00 12 3 9 5x10 i 10 2 3x8 W 4 4 3 3x8 I 1 5 C' 8 11 12 7 13 14 6 5 3x6= 3x4= 5x6= 2x4 11 9-0-9 16-0-0 20-0-0 9-0-0 7-0-0 Plate Offsets(X,Y): f2:0-5-0,0-3-01,[4:0-2-4,0-1-8],[6:0-3-0,0-3-0] [8:0-2-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.21 7-8 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.84 Vert(TL) -0.44 7-8 >530 180 BCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 BCDL 10.0 (Matrix) Wind(LL) 0.02 7 >999 360 Weight:1311b FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2*Except` TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, T3:2x4 DF 2850F 2.3E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud'Except" WEBS 1 Row at midpt 3-6,3-7,2-7,2-8 W6:2x6 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1379/0-5-8 (min.0-2-3),5=1350/0-3-8 (min.0-2-2) Max Horz 8=232(LC 7) Max Uplift5=-65(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-333/164,2-9=-1121/284,3-9=-914/316,3-10=-5021192,4-10=-738/168, 1-8=-391/166,4-5=-1337/205 BOT CHORD 8-11=-164/791,11-12=-164/791,7-12=-164/791,7-13=-34/506,13-14=-34/506, 6-14=-34/506 WEBS 3-6=-465/84,4-6=-35/733,3-7=-206/819,2-7=-380/301,2-8=-1095/0 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply 140 Hillcrest Drive Northampton,MA 0004 All 14033065B I T02 COMMON 4 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc. Thu Apr 17 07:42:02 2014 Page 1 ID:ajaaKpk_egND19wm4uhPjDzX1 im-IGiD41 ksmS5czg4WAx_II_MHy65AgxswRRfchczPuTp 7-0-0 12-6-0 18-0-0 25-0-0 7-0-0 5-6-0 5-6-0 7-0-0 4x4= Scale=1:80.6 10.00 12 3 I 6x10 i 10 11 6x10 2 4 W 4 3 W 3x8 11 3x8 5 1 0 0 ffd 9 12 13 8 14 15 7 16 17 6 3x4= 5x8= 3x10 MT20H= 3x10 MT20H= 9-0-0 16-0-0 25-0-0 9-0-0 7-0-0 9-0-0 Plate Offsets(X Y): [2:0-5-0,0-3-41,[3:0-2-0,0-1-12] [4:0-5-0,0-3-4],[7:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.24 8-9 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.50 8-9 >592 180 MT20H 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 ++ I�Code IRC2009/TP12007 (Matrix) Wind(LL) 0.02 7-8 >999 360 Weight:145 lb FT=4%IRC2009/TP12007 (Matrix)�Wind(LL) 0.02 7-8 >999 360 Weight:145 Ib FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7,4-7,3-8,2-8,2-9,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=1761/0-5-8 (min.0-2-12),6=1761/0-5-8 (min.0-2-12) Max Horz 9=-329(LC 6) Max Uplift9=-22(LC 9),6=-22(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-337/219,2-10=-1557/395,3-10=-1344/428,3-11=-1344/428,4-11=-1557/395, 4-5=-337/219,1-9=-392/201,5-6=-392/201 BOT CHORD 9-12=-152/1095,12-13=-152/1095,8-13=-152/1095,8-14=-60/865,14-15=-60/865, 7-15=-60/865,7-16=-2/1095,16-17=-2/1095,6-17=-2/1095 WEBS 3-7=-211/731,4-7=-332/297,3-8=-211/731,2-8=-332/297,2-9=-1574/47,4-6=-1574/47 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,6. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Hiss Truss Type ty ly 140 Hillcrest Drive Northampton,MA 14033065B T01DGE COMMON SUPPORTED GAB 2 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:20 2014 Page 2 ID:ajaaKpk_egNDl9wm4uhPjDzX1 im-W BAKGfD WfYoZwNtSj6Ev28dHyAxSg5SknvUOD 1 zPuUT LOAD CASE(S) Standard J Job toss toss ype ty ly 140 Hillcrest Drive Northampton,MA 140330656 T01DGE COMMON SUPPORTED GAB 2 1 I Job Reference(optional) I Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:20 2014 Page 1 ID:ajaaKpk_egND19wm4uhPjDzX1 im-WBAKGfDWfYoZwNtSj6Ev28dHyAxSg5SknvUODlzPuUT 10-0-0 20-0-0 10-0-0 10-0-0 4x4= Scale=1:59.1 6 i Top Chord dropped Additional DL for future solar/pv panels pp 5 jand overframe. for 2x6 Outlookers 10.00 12 2a 23 4 8 3 9 E14 E14 2 l 3 10 1 11 W 1 1 22 21 20 19 18 17 16 15 14 13 12 5x6= 20-0-0 20-0-0 Plate Offsets(X Y): 117:0-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 20.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 (Matrix) Weight:111 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 6-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb)- Max Horz 22=-189(LC 6) Max Uplift All uplift 100 lb or less at joint(s)18,19,20,16,15,14 except 22=-131(LC 6),12=-116(LC 7),21=-143(LC 7),13=-134(LC 6) Max Grav All reactions 250 lb or less at joint(s)22,12,17 except 18=380(LC 2), 19=289(LC 2),20=280(LC 1),21=287(LC 2),16=380(LC 3),15=289(LC 3), 14=280(LC 1),13=287(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-135/313,6-7=-135/313 WEBS 6-17=-332/0,5-18=-340/88,7-16=-340/88 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,19,20,16, 15,14 except Qt=lb)22=131,12=116,21=143,13=134. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 1 referenced standard ANSI/TPI 1. do%,nuend ongideitec�breaks including heels"Member end fixity model was used in the analysis and design of this truss. o p g t Job Truss Truss ype ty y 140 Hillcrest Drive Northampton,MA 0002 14033065B T01A COMMON i6 1 Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu Apr 17 07:41:15 2014 Page 1 ID:ajaaKpk_egND 19wm4uhPjDzX1 im-ADN RDy9Or?AHgb_UwZekL4wlg91 c9pv?ddndXgzPuUY 4-10-15 10-0-0 15-1-1 19-6-8 4-10-15 5-1-1 5-1-1 4-5-7 4x4= Scale=1:62.7 3 Additional DL for future solar/pv panels Xoverframe 10.00 F12- 12 9 4x4 i 2 x4 11 4x4 11 5 1 v N 8 11 12 7 13 HtA26 from BaO 3x6= 6x8 3x6= = 10-0-0 19-6-8 Plate Offsets(X,Y): [7:0-4-0 Edge] [8:Edge,0-1-8] 10-0-0 9-6-8 TCLL (Ps40.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.21 7-8 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.51 7-8 >449 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.02 7 >999 360 Weight:99 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-8,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (lb/size) 8=1459/0-5-8 (min.0-2-5),6=1461/Mechanical Installation guide. Max Horz 8=223(LC 7) Max Uplift8=-14(LC 8),6=-20(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-327/129,2-9=-1195/223,3-9=-979/243,3-10=-979/242,4-10=-1193/222, 1-8=-350/121,5-6=-277/81 BOT CHORD 8-11=-107/935,11-12=-107/935,7-12=-107/935,7-13=-83/871,13-14=-83/871, 6-14=-83/871 WEBS 3-7=-169/681,2-7=-327/202,2-8=-1261/92,4-6=-1317/145 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDD 12/17/2013 013 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER O�AC Jenna Rodri e, CISR NAME: Webber Sr Grinnell PHONE . (413)586-0111 FAC No: (413)586-6481 8 North King Street .jrodrigue @webberandgrinnell.com INSURERS AFFORDING COVERAGE NAIC# Northampton MA 01060 INSURERA:Peerless/Liberty INSURED INSURER B:Excelsior/Libert 11045 Pioneer Valley Photovoltaics Cooperative, Inc. INSURERC: 311 Wells Street INSURERD: Suite B I INSURER E: Greenfield MA 01301 1 INSURERF: COVERAGES CERTIFICATE NUMBER:Maste 2015 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUB POLICY NUMBER MMIDCYYYW MMfODIYYXP LIMITS LTR GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTE7- X COMMERCIAL GENERAL LIABILITY PREMISES fEa occurrence $ 100,000 A CLAIMS-MADE a OCCUR CBP8378623 /1/2014 /1/2015 MED EXP(Any one person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER. PRODUCTS-COMP/OP AGG $ 2,000,000 X POLICY PROT LOC $ AUTOMOBILE LIABILITY Ea accident 1,000,000 B ANY AUTO BODILY INJURY(Per person) $ ALL OWNED X SCHEDULED BA8372626 /1/2014 /1/2015 BODILY INJURY(Per accident) $ AUTOS AUTOS X HIRED AUTOS X AUTOS-OV`MED PeOraccRident SAGE $ Undennsured motorist BI spit $ 100 000 X UMBRELLA LIAB X OCCUR EACH OCCURRENCE $ 2,000,000 A I EXCESS LIAB CLAIMS-MADE AGGREGATE $ 2,000,000 DEL) I X I RETENTION 10,000 CUS377126 /1/2014 /1/2015 $ B WORKERS COMPENSATION X YVC STATU- I 111T11 AND EMPLOYERS'LIABILITY YIN ANY PRO ULRJMt PRIMTUOR/tAARTNEEL7XLCUTI VE N!A E.L.EACH ACCIDENT $ 1,000,000 (Mandatory in NH) KC8376525 /1/2014 /1/2015 E.L.DISEASE-EA EMPLOYEE $ 1,000,000 f yes,describe under DESCRIPTION OF OPERATIONS below E .DISEASE-POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space is required) Project: 50kW and Less Massachusetts Clean Energy Technology Center, the System Owner, & as applicable the Host Customer as Additional Insured with respects to General Liability as per the terms and conditions of the policy CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Massachusetts Clean Energy Technology Cen ACCORDANCE WITH THE POLICY PROVISIONS. 55 Sunmr Street, 9th Floor Boston, MA 02110 AUTHORIZED REPRESENTATIVE J Rodrigue, CISR/JER C7 75- ;T ACORD 25(2010105) O 1988-2010 ACORD CORPORATION. All rights reserved. INS025(201005)01 The ACORD name and logo are registered marks of ACORD Attachment (A) 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. Any photographs or videos of this project may be used by Pioneer Valley PhotoVoltaics Cooperative for marketing purposes. A check for the First Payment is enclosed and I am returning this Agreement within 21 days of the Proposal date. S LP, �;r�: Printed Name Date Signature Title Proposal and Agreement Page 7 of 7 Linda Matson and Bob Gould,March 7,2014 \ MATSON-GOULD - FLORENCE 9140 411crest Utility Meter Nor�hampton, MA 01062, 2014 Goaql� Goosle earth e i Linda Matson and Bob Gould Mailing(current home): 17 Florence Road Florence, MA 01062 Site(new construction): 140 Hillcrest Drive Florence, MA 01062 Home phone: 413-587-3796 e-mail: Imatson @library.umass.edu Array: SPR-335 BLK in landscape. Four rows of seven. Mounting: Posts on asphalt roof. Roof Structure: New construction. 2x4 SPF#2 engineered truss, 24 inches OC.Additional load capacity added for solar.See truss drawing. Roofing Material: New Asphalt. ray �'��t�•: f�`.�Cfli`f.•/'�!C:•lCftrf-'C1� f.�'��6(.f,�.�4f./.f�lrl,(.f<�'alll Office of Consumer Affairs awd Bus)'ness Regulwinn 10 Park P]aza-Suite 5?70 Boston,Massachusetts 02116 1-Home Improvement C•unilmO rT Registration Registrafiam 140U P Type Private CorAltafion _� • t�l'atmtr: fU'1W2Ut� Irt 1�:R1.1! PIONEER VALLEY PHOTOVOLTAICSG{3Q PHILIPPE RIGOLLAJD 311 WELLS ST SUITE B GREENFIELD. MA 01301 Update Addross aed iwurm card.!dark Fossoa for chaeat. F Address — Renewal - Rreplaymeat l.asrCnrd .l•+.1�'i to A�] I id.'�f,��urx+!a,rso-ttiltieb:�..`�,xx.x,!Aewa1;'e Irmrt cr t�nFsnwr 4llairs&NatiMrRa Ra(ulydan Lkewe ur migittraGan valid fnr individul we only ,'*O!AFIUPROVEfAENTCONiRACTOR lmrmlctbvealxirati,!!tdate. Ar—IldNULVI0e1u. +,i4 Ongistratton: *.altlrJ type: Office of reawmerArhirx and RasiimmRquatian �e '�l�tdraawr BrfA'2ut5 r'iivale Cs�i>rvet:wi 111 t nrk l`larte Saitr iY�U Boston,MA W 1!6 PI.^,NF:=R Vk.LFY 01K1TOVOITAICS COOD r PHII IPPF RIG011 AI4D 1=REENFIEID,MA 0'301 --�— UMet^�ectet+,l> Nat valid wit t ai•, , „Mm " Massachusetts -Department of Public Safety Board of Building Regulations and Standards O)nctructiun 5upen-i%or License: CS-106329 Mays Fulford - 159 Clark.Drivt Giulford VT 05361 �J 1 Expiration Corrunissioner 0311412016 c The Commonwealth of Massachusetts Print Form Department of Industrial Accidents O ff ice of Investi g ations I Congress Street, Suite 100 Boston, MA 02114-2017 * wE=' www.mass.gov/dia Workers' Compensation Insurance Affidavit: Buil ders/Contractors/Electricians/Plumbers Applicant Information Please Print Leeibly PIONEER VALLEY PHOTOVOLTAICS COOPERATIVE Name (Business/Organization/Individual): _ Address:311 Wells Street, Suite B City/State/Zip:Greenfield MA 01301 Phone 4:413.772.8788 413.772.8668 fax Are you an employer?Check the appropriate box: Type of project(required): 1.0 1 am a employer with 20 4. [] I am a general contractor and 1 employees(full and/or part-time).* have hired the sub-contractors 6. ❑ New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. 7 Remodeling ship and have no employees These sub-contractors have g. ❑ Demolition working or me in an capacity. employees and have workers' g Y P Y� 9. ❑ Building addition [No workers' comp. insurance comp. insurance.-. required.] 5. ❑ We are a corporation and its 10.177 Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 1 I.:] Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.7 Roof repairs insurance required.] f c. 152, §1(4),and we have no PV System employees. [No workers' 13.0 Other PV comp. insurance required.] 'Any applicant that checks boa#1 must also fill out the section below showing their workers compensation policy information._ 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:Excelsior/Peerless Policy #or Self-ins. Lic. #: WC 8376525 Expiration Date:01/01/2015 Job Site Address: 140 Hillcrest Drive City/State/zip:Florence, MA 01062 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 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 herebv certi y under the pains and alties. er'ur that the in ormation provided above is true and correct. r 5/27/2014 Si nature: Date: Phone 9:413-772-8788 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#: �t A SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: Maya FUlford CS-106329 License Number 159 Clark Drive, Giulford VT, 05301 03/14/2016 Address Expiration Date /;�,>> ,(- � 413-772-8788 Signature Telephone 9.Renistered Home Improvement Contractor: Not Applicable ❑ Pioneer Vallev Photovoltaics Cooperative, LLC 140077 Company Name Registration Number 311 Wells Street, Suite B, Greenfield, MA, 01301 9/16/2015 Address Expiration Date Telephone 413-772-8788 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 Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature e . SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House Addition ❑ Replacement Windows Alteration(s) Roofing Or Doors 1] Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [❑ Sid in ] Other[EA Brief Description of Proposed Work: Installation of mounting system for solar panels on south side of new residence roof. Alteration of existing bedroom Yes X No Adding new bedroom Yes X No Attached Narrative Renovating unfinished basement Yes x _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 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 Bob Gould as Owner of the subject property hereby authorize Philippe Rigollaud to act on my behalf, in all matters relative to work authorized by this building permit application. See attachment (A) Signature of Owner Date Philippe Rigollaud as Owner/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. PHILIPPE RIGOLLAUD Print Name 5/27/2014 Signature of ner t 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. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DON'T KNOW 0 YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW e YES 0 IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO e DON'T KNOW ® YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained ® Obtained ® , Date Issued: C. Do any signs exist on the property? YES ® NO e IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES ® 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 ® NO e IF YES,then a Northampton Storm Water Management Permit from the DPW is required. 4 Department use only; City of Northampton Status of Permit. Building Department Curb Cut/Driveway Permit 212 Main Street Sewer/Septic Availability - Room 100 Water/Well Availability orthampton, MA 01060 TWO Setsof Structural Plate 9 2010hon' -587-1240 Fax 413-587-1272 plrt/Sre Plans Other Specify Electric, inspections N,VAA d1� CON RUCT,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 140 Hillcrest Drive Florence, MA 01062 Map Lot Unit Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Linda Matson&Bob Gould 17 Florence Road Florence,MA 01062 Name(Print) Current Mailing Address: 413-587-3796 See attachment (A) Telephone Signature 2.2 Authorized Aaent: Pioneer Valley PhotoVoltaics Cooperative,LLC 311 Wells Street,Suite B, Greenfield,MA,01301 Name(Print) � Current Mailing Address: .l 413-772-8788 Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building $45,828.00 (a)Building Permit Fee 2. Electrical (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) $45,828.00 Check Number This Section For Official Use Only Building Permit Number: Date Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2014-1306 APPLICANT/CONTACT PERSON PIONEER VALLEY PHOTOVOLTAICS ADDRESS/PHONE 311 WELLS ST- SUITE B GREENFIELD (413)772-8788 PROPERTY LOCATION 140 HILLCREST DR MAP 17A PARCEL 297 001 ZONE URA000) THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: INSTALL ROOF MOUNTED SOLAR PANELS New Construction Non Structural interior renovations Addition to Existing- Accessory Structure Building Plans Included: Owner/Statement or License 106329 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION 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 on Delay Signature o I ding 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. 140 HILLCREST DR BP-2014-1306 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 17A-297 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-2014-1306 Project# JS-2014-002200 Est. Cost: $45828.00 Fee: $276.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: PIONEER VALLEY PHOTOVOLTAICS 106329 Lot Size(sq. ft.): 20342.52 Owner: GOULD ROBERT Zoning: URA(100,)/ Applicant: PIONEER VALLEY PHOTOVOLTAICS AT. 140 HILLCREST DR Applicant Address: Phone: Insurance: 311 WELLS ST - SUITE B (413) 772-8788 Workers Compensation GREENFIELDMA01301 ISSUED ON.611112014 0:00:00 TO PERFORM THE FOLLOWING WORK.INSTALL ROOF MOUNTED 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 6/11/2014 0:00:00 $276.00 212 Main Street, Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner