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38A-104 (6) QLJIK FOOT" PRODUCT GUIDE Brocket Options -- L-102-3" 4W 0? a� Imo./ CJ � O U ' 1 C` M' 1 tL' lJ f- CJ W' (�I:coFztn So cjK2 All content ote—d wt e r copvnght Ah iights rcsowd. 03%3/I/ Sec.4-8 I I I te So, ar, , 'EcoFa s"l- k crF,isten Solac, 877-859-3947 Committed to the Support of Renewable Energy I I I o (C) CC) IP .X .XXX= +/- .005 289 Harrel Street TN' Morrisville, VT 05661 P-3-CSK Toll Free Phone 1.877.859.3947 ft.EcoFasten Solar www . ecof as tensolar . com Toll Free Fax 1.888.766.9994 MATERIAL: 2011 Aluminum V web www.ecofastensolar.com e-mail info@ecofastensolar.com SCALE: 1:1 9/17/2010 SHEET 1 OF 1 n A N FcoFasten Solar- 877-859-3947 Committed to the Support of Renewoble Energy D 0 c -„ O O O 0 n c cn m � 1 4 D 0 c -„ O O O 0 n c cn m {C D 0 c -„ O O O 0 n c cn m QUIK FOOT" PRODUCT GUIDE Bill of Materials 4 Materials Needed for Assembly (see figure I, Sec, I-I) Required Tools Item No. Description of Material/Part Quantity r I 3/8"Stainless Steel Hex Nut I 2 3/8'' EPDM Bonded 18.8 SS Washer I � 3 L-102-3''Bracket* (other options available) I ,. 4 Quik Foot Flashing I 5 Quik Foot I tV6 Fastener (length to be determined) By Others Base Components Needed 1C� r #� #2 ULm as i Tsa #3 #4 #5 #6 LUJ s J W '2 FcoFuster Solar:.All content,'xot red under Copyright AN ngitts r served. 0"'all l 50C.3- 3 v QUIK FOOT " PRODUCT GUIDE Installation Instructions Instructions * For detailed product illustration see previous page,for required tools see next page. I. Locate the rafters and snap horizontal and vertical lines to mark the installation position for each Quik Foot. { � € 2. Install base as shown using appropriate fasteners.* 3. Apply a thin bead of sealant around the base of the threaded stud.** 4. Insert the flashing so the top part is under the next row of shingles and pushed far enough up slope to prevent water infiltration through vertical joint in shingles. ! ® 5, Install top compression component as shown using EPDM bonded washer and stainless nut. I Consult an engineer or go to www.ecofastensolar.com for engineering data. 1 2 *EcoFasten recommends XHD fasteners by OMG. **EcoFasten recommends Geocel 2300. ARE 'i } s s � U � L1 x x 3 4 5 LU0 $ec.2-1 QUIK FOOT"' PRODUCT- GUIDE Exploded Product View AM UM I 3 2 4 i u 6 w , T .o Vii~ c :1 *Note: Numbers correspond with B.O.M,Sec.3-1 ;?Ecoiasten So,ai Alf content prorected un trr r cpyripbt All ngf is reserved. 0318/11 SOC.I-I QWk F PRODUCT GUIDE Quik Foot Contents Exploded ProductView- Sec. I Installation Instructions— Sec. 2 Bill of Materials Sec. 3 Cutsheets — Sec.4 Specifications — Sec.5 Load Test!Reports— Sec. b Au r F 1 s r EcoFaste' n Solar Committed to the Support of Renewable Energy F X9/7 ling . S01ar COMP°,eht .so/ - at7d{o6 Pect ICations �z.5'r5 a/t ballast frame MounA4°unrua hUrn ektrUSion Th°S,/,e Co.,,/. �t Tilt/e trrrg r/fps and clamps Call U t rlVjoUn & gs and l feet nirac for pry systems is P Two-piece toYoUr bcrilding code entation aeertifed. sever stand, , p plrcab/e e C°ndltion wcit/-aht (very solar one-pi welded steel severe r Mounts i arndaffs e! s covered Fastener e Main less steel Warrantywarranty. and a Y a x°-Year erS I For co S year li limited solar mplete warn mrted finish 11411 our v,bosite p instalation d own/oad a ac R. n'anual trod Y Bright i- hin '1no it? C, visit Us 01_71i rae at wWvv un. SOLARMOUNT° RAIL OPTIONS ATTACHMENT OPTIONS KEY BENEFITS PV's most versatile mounting system Flexible Components Speed Installation of SolarMountl Rail SolarMount"HD HD ihravy dory)roll adds the Solar\jle❑nt advantage Standoffs Maximum flexibility to PV PM,Trips',it LA (,e(,ee epairlte data sheds,. Ilse c6vt intf r,--nev flashed In t lt.turns and ar to n afphcetlo is that ii long spans. +r are requrr d m pile roof, for example Two- Flush,high-profile or piece aluminum standoff allow precse place- low-profile configurations - _ ant of a flashing ova a secured tease pr,or to the Roof or ground mount 8 syy ,k,4 installation.taat or of th an _�tdof+[self. Pitched or flat roof All ttlud.flf types mme in to,r standard x-.,...... .....J heights 3 R t and 7lnches.Appropriate .,,, "pw„�"^w �y. „� *•h-ty ." flashings are ava lable- Ease of installation Installer-friendly components Serrated l-feet Standard for r mod n.o nt installalions ma ' n g r Minimized penetration with residential and rommen-ial rooflo s.use 1.-feet longer attachment spans than alone above asphalt o!n pusdion shingles orn con uncton u<Ith flat top standofi'z.M competitive roducts ount p standard or light rails.Lo figure to either of Designed with customer input l y two rail hogt ts,one p omcfirg air flow for g p cooling,the other offering close-to-the-roof Grounding and wire r aesthet rs ' management options >, t strut-in-Tutee style tags Complete technical support quickly set the precise tilt angle requred.Styles are available for high profile(i or z legs per s Installation and code t rail!and low luehe i st Ilatons. j compliance documentation c p - Each sencs offers three leg Ic-gths so that you *y can adtust to xactly the tilt an le.yo,want— Online estimator up to a mx'mum of bo dogs without cutting nd drilling at the job silo- g� g I Person-to-person customer service Standard SolarMount, Standard rail gives you ultimate tlexihility,including FastFoot botto r»mounting and idt-up aprons. �. Core component for Unirac r�, r e MODULE MOUNTING n mounting solutions ti y,t � � .t r Assembly Sequence Is Your Choice Three rail options to accommodate any job site Top Mounting Clamps Bottom Mounting Clips Incorporated into other Ideal for trush me un*apphl - use boftm m loot. g,lips Tile Hook major product lines tons h as res de tial rooftops. ' istand 1 nd HD rail amyl Made from cast aluminum,the We hook who it ,most cc d vitto ed °- whene rr youpefxr to a'taLhmo,1 p:awdes Solarklount with exscmbie the arra using secu -f-s.;C ngs and r l before pr- Y g c ui-effect ce solrltilan for barrel or Spanish Install r b neodul to _uonhng )d I r tr g holes t� tile roofs All e i-i.ed la ticks and ha -ware clamps Baru ely€ ip any > int of rt ly f he dap to is al the module f a-»e freeing you ct 0 e the untmg bolt For are included Refer[ th tie hook erg veering from tr o _t eu.ts of module 3 v r —m—ho,.Adtost the data for man load rapab i ties. �� A rood ,rg hole's. clip pox t u..anywhere along �� H the an slot. SOLARMOUNTO PV s most versatile mounting system !fb � i S , 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. Unlrac 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. •a® wag Bright ThinkiraEinSolar visit us online at www.unirac.com SUNPOWER OFFERS THE BEST COMBINED POWER AND PRODUCT WARRANTY POWER WARRANTY PRODUCT WARRANTY { ` z � t s ears More guaranteed power:95%for first 5 years,-0.4%/yr.to year 25.8 Combined Power and Product Defect 25 year coverage that includes panel replacement costs.9 ELECTRICAL DATA OPERATING CONDITION AND MECHANICAL DATA X21-335-BLK X21-345 Temperature —401F to+185°F (-40aC to+85aC) Nominal Power 12(Pnom) 335 W 345 W Max load Wind: 50 psf, 2400 Pa, 245 kg/m2 front&back Power Tolerance +5/-0% +5/-0% Snow: 112 psf,5400 Pa, 550kg/m2 front Avg. anel Efficient 13 21.1% 21.5% Impact 9• Y 1 inch (25 mm)diameter hail at 52 mph (23 m/s) resistance 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. (Pmpp) —0.30%/°C Weight 41 Ibs(18.6 kg) Voltage Temp Coef. (Voc) —167.4 mV/°C Current Temp Coef. (Isc) 3.5 mA/oC TESTS AND CERTIFICATIONS REFERENCES: Standard tests UL 1703, IEC 61215, IEC 61730 1 All comparisons are SPR-X21-345 vs.a representative conventional panel:240W, Quality tests ISO 9001:2008, ISO 14001:2004 approx.1.6 mz,15%efficiency. EHS Compliance RoHS, OHSAS 18001:2007, lead-free 2 PJEvolution 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%o/yr degradation vs. 1.0%/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 Infl,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. 10 4 s _r.T i 9 Some exclusions apply.See warranty for details. 10 X-Series some as E-Series,5 of top 8 panel manufacturers were tested by Frounhofer ISE,"PV Module Durability Initiative Public Report,"Feb 2013. 1 1 Compared with the non-stress-tested control panel.X-Series some as E-Series,tested in Atlas 25+Durability test report,Feb 2013. 12 Standard Test Conditions(1000 W/m2 irradiance,AM 1.5,25'C). - 13 Based on average of measured power values during production. See http://www.sunpowercorp.com/facts for more reference information. For further details,see extended datasheet:www.sunDowercorD.com/datasheets Read safety and installation instructions before using this product. O 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 SU npOWerCOrp.�om Comoration.Specifications included in this datosheet are subject to change without notice. Document#504828 Rev A/LTR_EN SOLAR � ;4 xMt�$ UNMATCHED PERFORMANCE, RELIABILITY & AESTHETICS X ., SERIES 1 t i i ifiw,y J . ^x • 21.5%efficiency Ideal for roofs where space is at a premium or where future expansion might be needed. cij, X21 34 P.A NIEi • Maximum performance Designed to deliver the most energy in HIGHEST EFFICIENCYG 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% SunPower®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 yea rs.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.3 This advantage increases over time, producing 21% more energy over the first 25 years to meet your needs.' `o 10,,, Maxeon Solar Cells:Fundamentally better. ' . f Engineered for performance,designed for durability. Engineered for peace of mindYary i Designed to deliver consistent, trouble-free energy over a very long lifetime.a,s y � i N Designed for durability Years The SunPower Maxeon Solar Cell is the only cell built on a solid copper foundation. Virtually 3 impervious to the corrosion and cracking that k Ten-r,; degrade Conventional Panels.'s �? Same excellent durability as E-Series panels. #1 Ranked in Fraunhofer durability test.10 a' 1001 power maintained in Atlas 25+ `0 "` "' ` comprehensive PVDI Durability test.'' Ke r LLI } sunpowercorp.com 14011959JR VO4 Valley 2 ply ''Upper Ridge Flats West Northampton,MA 0021' I ___1 _._ _Job Reference�(7optionanl)a L� universal Forest PrnaucLs ID:U84DQDm6onplSHXgmIWcc4z95TC-XAN @2 OAaw4h. hNVrCo9rKNU,yc del)p ebyZg9 5-0-15 _ 10-1-15 5-0-15 5-0-15 Scale=1:16.5] 4x6= 4.00 12 2 5 T T1 ST1 1 3 C? a 7 4 8 j 3x4 1.5x3 11 3x4 it 10-1-15 10-1-15 Plate Offsets(X V) [2 0-3-0 0 2-8) _-` Plates e Increase crease 1�5._ _ BCL...0.50 VDEFLL'__ n in foc) V eft Wig..: RTES GRIP te LOADING(psf) TCLL 42.3 (Ground Snow=55.0) TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz !.. BCLL 0.0 Code IBC2009/rP12007 (TL) 0.00 3 n/a n/a I BCDL ____too (Matrix) Weight:23 b FT=4% LUMBER- BRACING- '-. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-04)oc bracing. OTHERS 2x4 SPF No.2 of 2x4 SPF Stud REACTIONS. (lb/size) 1=225/10-0-7(min.0-2-1),3=225/10-0-7(min.0-2-1),4=583/10-0.7(min.0-2-1) Max Horz 1=14(LC 8) Max Upliftl=16(LC 6),3=17(LC 9),4=7(LC 6) Max Grav 1=500(LC 14),3=500(LC 16),4=858(LC 19) li FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. WEBS 2-4=-7101155 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-nse)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-05;Pg=55.0 psf(ground snow);Pf-42.3 psf(flat roof snow);Category 11;E-V 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)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 fast bottom chord live load noncencurrent with any other live loads. 7)Provide mechanical connection(by others)oftruss to bearing plate capable of withstanding 100 lb uphill atjoint(s)1,3,4. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIRPI 1. 9)This truss has been designed for a moving concentrated bad of 250.01b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 10)"Semi-rigid pitchbmaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard i i I I I I OFS I ti� HN U) I p C IL No.43029 o�0/- /STER�� FS NG This truss is to be fabricated per ANSVI'PI quality requirements.Plates shall he of size and type shown and centered atjoints mdem otherwise noted-This design is traced upon parameters shown,and is loran individual building""I"n"n"'be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility,of the Building Designer.Building Designer shall verify all design infrxmation on this sheet f r mnfomance with condi[ions and reyuiremetts o(the specific(wilding and governing cNes and ordinances.Building Designs au;epts responsibility fo the correctness or accuracy of lie design infomation as it may relate to a specific hoilding.Certification is valid only when truss is fabricated by a UPP company-Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing.Refer ro Building Component Safety Information(BCSI)lox general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute NZEY Job -Truss -..�IT"' Type----- --.._. °" ply --. Upper Ridge Flats West Northampton,MA 0020 14011959JR V03 Valley 2 1 Job Reference(optional). 7 llruversa)FOrestProduc6 ID:U84DQDm6onplSHXgmIWCc4z95TC-2ix vC9rr2i2 gc.2wL�g57OWpV?U1j5Ay2g9a 8-0-15 16-1-15 8-0-15 8-0-15 Scale=1:26.3 4x6= 4.00 12 3 10 11 2x4 11 2x4 11 2 T1 T1 4 T 9 12 T T 5 1 o X X X a 3x4 13 8 14 7 15 6 16 3x4 z 2x4 11 5x6= 2x4 11 16-1-15 16-1-15 Plate Offsets(x,Y)-p:0-3-0,0-3-01 LOADING/psfl ) Lumber Plates Increase 1 15 BC 0.40 - _ VedTL) We ( ) n/a 999 PLATES - SPACING- 2-0-0 CSI. DEFL m Ioc hdefi Utl TCLL 42.3 GRIP BCDL 10.0 p BC )14 Vert(LL) We n/a 999 MT20 197/144 Code IBC2009lTPI2007 (Matrix) Fbrz(TL) 000 5 n/a Ma TCDL�Snow-10 0 ales Increase 0.58 Weight:40 lb FT-4% BCLL 0.0 Re Stress Incr YES LUMBER- BRACB4G- ' TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 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 REACTIONS. All bearings 160-7. (lb)-Max Horz 1=23(LC 8) Max UpIM All uplift 100 Ib or less at joint(s)1,5,8,6 Max Gtav All reactions 250 lb or less at joint(s)except 1=422(LC 16),5=422(LC 20),7=720(LC 28),8=796(LC 25),6=796(LC 27) FORCES. lib)-Max-Comp./Max Ten.-All forces 250 lib)or less except when shown. WEBS 3-7=-630/85,2-8--7101156,4-6=710/156 NOTES- , 1)Wmd:ASCE 7-05;1OOmph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for mac(iom shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 Pat(ground snow);Pf 42.3 list((tat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow bads 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.R is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Gable requires continuous bottom chord bearing. 6)This huss has been designed for a 10.0 psf bottom chord five bad nonconc anent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at jovit(s)1,5,8,8. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSlf PI 1. 9)This truss has been designed for a nerving concentrated load of 250.011h live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 10)"Seri pitchbreaks including heels"Member end forty model was used in the analysis and design of this truss. LOAD CASE(S)Standard I OF Alq ti HN on F ' C IL No 43029 OA, /S TER�� S N L This truss is to he fabricated per ANSV PI quality requirements.Planes stroll he of sire and type shown and centered at joinu unlem otherwise noted.This design is based upon parameters shown,and is form individual building component to he inswllM and loaded venically.Applicability of design parameters and proper inaxponuion of component is responsibility of the Building Designer.Building Designer shall verify all design Information on this sheet fin coot xmance with amditions and requiremenu of the specific building and governing codes and ordinances.Building Designer accepts responsibility for the correctness or accuracy of the design inhxmation as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFP company.Bracing shown is fur lateral support of truss memhers only and does not replace erection and permanent bracing.Refer to Building Component Safety Infixrnatioa(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Tmm Plate Institute. {��J7.^.ri� w 'Truss Truss T pe ° Ply Upper Ridge Flats West Northampton,MA 14O11959JRm� V02 'Valley - 2 1 7.5 s y e M.eklndus= ,fna Fri p26. : :6 o U0�9� ID:U84DQ Sob Reference(opz000n�)Ma �t4 ass oas5 t�2 v P- Dm6onpiSHXgmlWco4z95TGanNbhJ_5 rR88H�9ay1bYwXpp C7n6KAAK9[lyLg9� 11-045 22-1-15 1"45 11-0-15 1 Scale=1:36.1'1 4x4 4.00 12 3 12 2x4 11 11 2X4 11 2 4 10 11 T7 13 T 9 14 T T 1 5 oc 3x4 15 8 16 7 17 6 18 3x4 1 2x4 11 5x6= 2x4 11 _ 22-145 _ - _. 221-15 Plate ofsets(X Y) Li q-fa Edgleyso � po-3B-3 B - 1 T (Ps9 CLL 423 - SPACING- 2-0-0 CSI. DEFIL in (loc) VdeB Ud PLATES GRIP Plates Increase 1.15 TC 0.77 Ved(U-) n/a ma 999 MT20(Ground Snr»v-550) Code BO 009/TPI200S - (Matrix))20---- - -------Ho(TL)) O,00 5 Na �a Weight:571b 197/144 4% BCDL 100 -_ -_.._..- _.. BCLL 0 0 II_BCDL 100..._ -. LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 on pudins. 130T CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-11-2 on bracing. I, OTHERS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. All bearings 22-0-7. (lb)-Max Horz 1=33(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,5,8,6 Max Grav All reactions 250 lb or less at ioint(s)except 1=590(LC 16),5=590(LC 20),7=543(LC 26),8=1091(LC 25),6=1091(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. WEBS 3-7=-501/18,2-8=-9371227,4-6=9371227 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;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=t60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf--42.3 psf(flat roof snow);Category 11;E.V B;Partially Exp.,Ct=1 A 1 3)Unbalanced snow bads 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 fabncator to increase plate sizes to aeeoum for these factors. 5)Gable requires continuous bottom chord bearing. 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)oftross to bearing plate capable of withstanding 100 lb uplift at joints)1,5,8,6. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 aril referenced standard ANSVTPI 1. 9)This truss has been designed for a moving concentrated bad of 250.081 live and 25.011b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 10)'Semi-rigid pitchbreaks including heels"Member end fudty model was used in the analysis and design of this Buss. I LOAD CASE(S)Standard I 1 ' I i i N OF Mgss9c I I y HN on P I C IL No.43029 G/STER�� s N This muss is to be fabricated per ANS VIPI quality requirements.Plates shall be of aL,c and type shown and ca eyed ai joints unless otherwise noted.This design is bused upon pammeten shown,and is form individual building component to be installed and loaded vertically.Applicability ofdesign parameters and proper incorporation of eemponerit is responsibility of the Building Designer.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing tales and ordinances.Building Designer aaxpts responsibility fir the correctness or accuracy of the design information as it may relate to a specific building.Cenificiamin is valid only when Imw is falawsued by.UFP company.Bracing shown is for lateral support of truss members mly and does not replace erectim and permanent bracing.Refer to Building Competent Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. LM I IZY Job Truss 14011959JR Vol Tn sType °" Upper Ridge Flats West Northampton,MA 'GABLE I2 1 0018 Job Reference(optt2000nal)_. lknversal Forest Products ID:U84DQDm6on ISHX mIWCC4z95TC-6b7 U;6 d8 Ha7rn 0� MOiOee_7�U6Ptm °fi szot �1 P q P Y Y F1g V�t3C1 Gyg9C 14-0-15 28-1-15 14-0-15 + 14-0-15 Scale=1:46.2' 4X6= 4.00 12 4 16 17 15 3 5 18 } T1 19 6 4 73 2 13 20 1 7 v q -9 q 3x4% 21 12 22 11 23 10 24 9 25 8 26 3x4 5x6= 28-1-15 28-145 Pate Offsets(x,Y)--j1o0-3-00-3-0� -- _- ._ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud f PLATES GRIP LOADING TC LL (psfl 42.3 plates Increase 1.15 TC 0.92 Vert(LL) n/a - n/a 999 MT20 1971144 �,. (Grouts Snow--55.0) Plates Increase 1.15 '. SC 0.67 Vert(TL) File - n/a 999 BCDL 10.0 Rep Stress lncr YES WB 027 HOrz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 I (Matnx) � Weight.781b FT-4% LUMBER- - BRACING- I TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oe pur ins. 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 REACTIONS. All bearings 28-1-15. (lb)-Max Horz 1=43(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)1,7,11,12,9,8 Max Gmv A11 reactions 2501b or less at j6nt(s)excepl 1=543(LC 18),7=543(LC 24),10=744(LC 33),11=740(LC 32),12--948(LC 31),9=740(LC 34),8=946(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. WEBS 4-10=-644147,3-11=-676/142,2-12=-817/187,5-9=-6761142,6-8=-8l 71187 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsh h=24ft;Cat.11;Exp B;enclosed:MWFRS lbw-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf--42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow,bads 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 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This tress has been designed for a 10.0 psf bottom chord live bad nonconcument with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,11,12,9,8. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANS17TP1 1. 10)This truss has been designed for a craving concentrated bad of 250.01b five and 25.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 11)"Semi-rigid p4chbmaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard '.,. N OF A% yG HN N P C It- No 43029 Q- AP�cF�G/S TER�NG�?77� S This truss is to be labricaled per ANSIrFPI quality requiremmts.Plata shall he of size and type shown and mitered atjoints unless otherwise noted.This design is based upon parameters.shown,and is for an individual huilding component to he installed and loaded vertically.Applicability of design parameters and proper incorporation of c—ponent is responsibility of the Building Designer.Building Designer shall verify all design information m this sheet for mnfrrmmce with auditims and requirements of the specific building and governing codes and mdinanms.Building Designer accepts responsibility for the correcmess or accuracy of the design information as it may relate to a specific building.CzrtiOcation is valid exdy when truss is fabricated by a UFP company.Bracing shmvn is few lateral support of truss members mly and doe not replant e,e im and permanent bracing.Refer to Building Comptuau Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute- L j I j,job irmss ''.Truss Type -Qty ply ,Upper Ridge Flats West Northampton,MA Job Reference(oplional) 14U11959JRa� T�2C - iCOMMON - ID:U84DQDm6onplSHXgmIWcc4z95TC-Adh�t3�Iy53Ltpda IgwuxFlJl<LJheul63y}Jyg4 7�0 14-0-0 20-25 225-14 7x1-0 6-8-0 6-25 2-39 4.00 12 4x6= 5x6 Scale=1:50.x 5 15 6 1 14 T 4x6 3x4 4 2 3 13 4x4 2 cc W5 19 12 T 17 5x6 11 1 I El _ B2 11 16 10 9 17 8 18 7 4x8= 3x4= 5x6= 4x10= 3x4 II 10-0-0 _ 20-25 _ - _ 22 10-" 3 25-14 Plate Offsets(x Y) A V-lz al-8)18_0-1-U! .L 19-z o,az-o1 3 li - - -0.18 8-10 >999 360 MT20 197/144 LOADING(Rsfl _ -- SPACING- 2-0-0 CSI. DEFIL to (loo) Vdefl Utl PLATES GRIP III TCLL 42.3 Plates Increase 1.15 TC 0.59 Vert(LL)(Ground Snow=55.0) 'I TCDL 77.0 Lumber Increase 1.15 BC 0.43 I Vert(TL) -0.31 8-10 >838 240 BCLL 00 e mss ncr Horz(TL) 0.04 7 n/a n/a BCDL 10 0 --- Code IBC20091TP12007 I! (Matrix-M) II Weigh:1441b Ff=4% LUMBER- BRACING- TOP -_--. -.-_. i CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purfins,except end verticals. BOT C Structural HORD 2x6 SPF 21 OOF 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. j WEBS 2x4 SPF No or 2x4 SPF Stud'ExmpH WEBS 1 Rtxa at midpt 4-8,2-11.6-7 W5,W6:2x4 SPF No.2,Wt:2x12 SP No.2,W2:2x4 SPF 210OF 1.8E,W8:2x6 SPF No.2 REACTIONS. Ob/size) 11=1511!0-S8(min.0-2-13),7=1511/0-3-0(min.0-2-13) Max Ho 11=163(LC 8) Max Uplift11=d0(LC 6),7=89(LC 6) 1 Max Gmv 11=1786(LC 12),7=1786(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(fly)or less except when shown. TOP CHORD 1-12=-745/94,2-12=-618/105,2-13=-2434265,3-13=-2306/265,3-4=-2205275,4-14=667/58,5.44=514/68,5-15 73/82,6-15--543179,1-11=7971130,6-7=1861/253 !, BOT CHORD 11-16=499/2552,10-16=4992552,9-10=310/1678,9-17=-310/1678,8-17=-310/1678 WEBS 2-10=-7281226,4-10=81/1015.4-8=16761331,5-8--429189.6-8=-219/1678 2-11=-2372/231 NOTES- !. 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.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)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 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)This truss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of wfthstanding 40 lb uplift at joint 1 t and 89 lb uplift at joint 7. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8)This truss has been designed for a moving concentrated bad of 250.011h live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 9)"Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, i LOAD CASE(S)Standard I I I OF�SS9n ti HN m P C IL No 43029 � I A�OcFFG/STER�� I s N This truss is to be fabricated per ANSVFPf quahty requirements.Plates shall he of size and type shown and centered at joints unless otherwise noted.This design is based upon parameters shown,and is form individual building component to Fz installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer.Building Designer shall verify all design inf mation on this sheet fin conformance with cmditims and requimmmes of the spsific building and guveming cedes and ordinances.Building Designer accepts responsibility for the correemess or accumey of the design infinmation as it may rotate m a specitic fnilding.Certificadm is valid only when was is fabricated by a UFP company.Bracing shown is for lateral support of truss members mly and does not replan erection and permanent bracing.Refer to Building Component Safety information(BCSU for general guidance regarding storage-delivery,erection and bmcing available from SBCA and Truss Plate Institute. - - - J bb Ttr'ss Truss Type -°" pty iUppe r Ridge Flats West Northampton,MA - 0016 114011959JR T026 COMMON 4 1 ,yob Reference(optional) ID:U84DQDm6onplSHXgmlWcc4z95TC-�paebwnCwpr46v 1 ti. 1yVl�?IWAI ii YuVy[g9g 1 d 6 7.4-0 14-0-0 20-25 225-14 1�8 7d-0 65-0 6-25 23-9 4.00 12 5x6 4x6= Scale=1:50.81,, 6 16 7 15 T 4x6 5:- 3x4 5 2 4 14 4x4 3 VV5 r2 13 f- 5x6 11 2 11 ' 61 132 12 17 11 10 18 9 19 8 4x8= 3x4= 5x6= 4x10= 3x4 II 10-" 20-25 225-14 10-0-0 10-25 23-9 Plate Off sets(X,`)-[2:0-3-0,D-2-011[5-:0-1---1-2,0--l--B],19:0-1-12,G-1-8],[120-2-0,0-2-0] -...---- -------- -- ---- LOADING T round 1ps9 42.3 Plates Increasee_.1A5 ' WB 0.86 Horz(TL)) 004 9_11 8 >999 360 0 PLATES GRIP (Grout-Snav-55.0) MT20 197!144 TCDL 17.0 13CLL 0.0 Code IBC2009/TP12007 _ (Matrix-M) Weight.147 lb FT=4% BCLL 10,0 ',. _ LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-13 cc puffins,except end verticals. BOT CHORD 2x6 SPF 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2.4 SPF No.2 or 2.4 SPF Stud"Except" WEBS 1 Row at ntdpt 5-9,3-12,7-8 W5,W6:2x4 SPF No.2,Wt:202 SP No.2,Wl:2x4 SPF 210OF 1.8E,W8:2x6 SPF No.2 REACTIONS. (ID/size) 12--1739/0-58(nrin.0-3-3),8=1502/0-3-0(mm.0-2-13) '. Max Horz 12=1 89(1-C 8) Max Uphill 2=-100(LC 6),8=-87(LC 6) Max Gmv 12=2014(LC 13),8=1777(LC 18) FORCES. Qb)-Max-Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-910/96,3-13 961115,3-14=2394253,4-14=2267253,4-5=-2168/164,515=665/58,&15=511/68,6-16=470/81,7-16=54Of78,2-12=1081250,7-8=1852250 BOT CHORD 12-17=-812491,11-17=4812491,10-11=30611668,10-18=306/1668,9-18=306/1668 WEBS 3-11=-683213,571=70/974,5-9=-1667/328,6-9=-426/88,7-9=216/1867,3-12=2260205 NOTES- 1)Wind:ASCE 7-05;100rnph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and GC Ederior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate gap DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);PF-42.3 psf(flat mof snow);Category 11;EV S;Partially Exp.;Ct=1A 1 3)Unbalanced snow loads have been considered for this design. 1 4)This truss has been designed for greater of min roof five load of 20.0 fist or 2.00 times flat roof bad of 42.3 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.8 is the responsibility of the fabricator to increase plate sizes to account for these factors. 1, 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 thus to bearing plate capable of withstanding 100 Ili uplift at joint 12 and 871b uplift at joint 8. 8)This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)This thus has been designed for a moving concentrated bad of 250.0Ib five and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, consonant with live and dead bads. 10)"Semi-rigid ptchbreaks including heels"Member end fixity model was used in the am"and design of this truss. LOAD CASE(S)Standard I OF M9S ��P s90 III yG HN U) P I C IL No.43029 I A�Oc�FO/STER�� FS NG This truss is to be habricated per ANS VFPI quality requirements.Plales shall be of s9ae and type shown and centered at joints unless otherwise noted_This design is based upon parameters shown,and is fix an individual building component to be insr lled and loaded vertically.Applicability of design pnameten and proper incorpmucet of component is responsibility of the Building Designer.Building Designer shall verify all design :nfor—tion on this sheet for conformance with conditions and requvemenu of the specific building and governing codes and Ordinances.Building Designer accepts responsibility for the comecmess or accuracy of the design ( j information as it may relate to a specific building.Cenifcatiom is valid only when moss is fabricated by a UH'cmtpany.Bracing shown is for lateral suppw of moss members mly and does not replam erection and j{`!`�L`,rr�,+1'� permznert bracing.Refer to Building Compumt Safety Infirmatim(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. I gab Tuns Truss Type °" Upper Ridge Flats MW�estallorthampt�onna,Mi�AA] 1D4011959JRa�- T02A COMMON ID:U84DQDJ 6onpiSHXgmiWcc4z95TC-mdOKI�Fw8a1h4Ulu�u?Dh�1A J°hIFG6 RSG ottrM Pa h 74-0 14-0-0 20-25 26 4 10 33-0-10 394-0 74-0 6-0-0 6-2-5 6-25 6-6-0 6-3b Scale=1:68.51 4.00F1_2 4x6 11 5 5x6 4x4 20 4x4 4 6 5x6 019 7 4x10 18 22 4x10 2 8 W5 :;;21 cc 5x6 17 23 50gx6 II 1 4 VV8 III _ I 16 24 15 14 25 13 26 12 11 27 10 5x10— 4x4= 5x12 MT18HS= 4x8_ 4x4= 6x8— 5x12 MT18HS= 10_" 20-25 304-10 39-4-0 10-0-0 10-25 10-2-5 8-11-0 Plate Offsets X, [1:0-3-0,G-2-12],[5:0-4-0,0-2-0],- ( Y) [9:0 3-0 0 1-12J 110 0-2-12,0-3-0],[16:G4-0,0-2-12] --- --- - -- - -- Plates Increase 7.15 TC 0.83 Vert(LL) -0.40 13-15 >999 360 - LOADING SPACING- 2-00 CSI. DEFT. m lot Vdefl L/d (�� I I PLATES GRIP ' TCLL 42.3 MT20 1971144 ' (Ground Snow-55.0) TCDL 17.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.6813-15 >676 240 MT18HS 197/144 B C LL 0.0 Rep Stress Ina YES I WB 074 HOrz(TL) 0.17 10 n1a n/a j BCDL 10.0 Code IBC2009/TPI2007 (Matrix M) i Weight.218 lb FT=4% LUMBER- BRACING- _ TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 on,purlins,except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* WEBS t Raw at midpt 4-13,&13,2-16,8-10 W5,W6:2x4 SPF No.2,Wt:2x12 SP No.2,W2,W7:2x4 SPF 210OF 1.8E,W8:2x8 SP No.1 REACTIONS. (Ib/size) 16=2674/05-8(min.0-410),10=2674105-4(min.0-4-10) Max Hoa 16=69(LC 8) Max Upliftl6=89(LC 6),10=87(LC 7) Max Gmv 16=2949(LC 12),10=2949(LC 19) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ',. TOP CHORD 1-17=-942/130,2-17=-811/141,2-18=5218/797,3-18=5091!797,3-19=5049/800,419=4989/8(18,4-20066/682,520=3939/692,521=3939/692,6-21067/682, 6-7=-47178(757,7-22=4750!746,8-22=-4877!746,8-23=-501/96,9-23=-012/86,1-16=-8791146,9-10=-735/115 BOT CHORD 76-24=-720/4907,1 524=720/4907,1415=625/4628,14-25=E25/4628,13-25=625/4628,13-26�=504!4483,12-2604/4483,11-12-604/4483,11-27=L3714390, 10-27=637/4390 WEBS 2-15=325/148,4-15=3/573,4-13--1372/273,513=-254/1826,6-13=1223/246,6-11=110276,811=137 329,2-16=4839(705,8-10=4687/686 NOTES- I. 1)Wind:ASCE 7-05;1OOmph;TCDL=5.Opsf,BCDL=5,Opsf,h=24ft;Cat.11;Exia B.enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-05;Pg=55.0 pet(ground snow);Pf-42.3 psf(flat roof snow);Category 11;E-V B;Partially Exp.,Qt--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.o pat bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 lb uplift at joint 16 and 87 It,uplift at joint 10. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0I1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 1g)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard OF MgsS90 ti� I HN on P C IL No 43029 Q- q�O��FG/STER�� FS NG 11bi.s trays is m be fabricated per ANSf7I'PI quality reyuiremenls.Plate%shall be of size and type shown and centered at joints unless otherwise noted.This design is based upon parameter shown,anal is bran individual build g ponent t be i talled d loaded vemcally Applicability of design par t d proper incorporation of compete 1 p h hry of the Buddc y D goer.B ilding Desiy,er%hall verify all design intor t this slr t I f ante with conditions and requucrocia of the pet f bu Id g and gosemmg codes and ordin B Id ng Deagne accept asp h I ty fir the correcat—or accuracy of the design infarmannn a%a may late to a specific Inddmg Cettoficauon cs vabd only when w%a 4dmcated by a UFY company Bracing hown i,fix lateral support of«w%s member only and dues not replace erection and peananem bracing.Refer to Building Compnent Safety Informatin(BCSI)for general guidance regardmg storage,delivery,—tion and bracing available from SBCA and Trum Plate Institute. - - pty `Upper Ridge Flats West Northampton MA 14011959JR T02 COMMON 3 11 0014 Job Truss Taus T II! jJob Reference(optional) _ `/Pe Universal Forest Products -- _ -7 20 s May$0 4 e In F Sep Z6 08'46: 14 1, ID:U84DQDm6onplSHXgmlWcc4z95TGp uaOauuC��?�tG A&VJ19W&.9ry99Kw��CQ IAy g9) 1 r4S 7-0-0 14-0-0 20-25 26 -10 3378 10 394-0 1 7Z 6.8-0 6-25 6-2_5 6 8-0 6-35 Scale=1:68.8' 4.00 12 4x6 11 6 5x6 4x4� 21 22 4x4 5 7 5x6 4� 8 4x8 19 23 4x10 3 4 9 W5 W5 5x6 18 25 SA II 2 W8 I 17 26 16 15 27 14 28 13 12 29 11 6x10- 4x4= 5x12 MT18HS= 4x8- 4x4= 6x8- 5x12 MT18HS= 10-" 20-25 30.4-10 39-" 10-0-0 10-2-5 10-25 8-11-6 '. Pule Offsets(K.`n-Lz 0-17,0-2-61,L6.o4{I,42-01_L 0-3-_0.0-1az].[110-2-120-3-0�� 04-0.0-3-721... TOLL 42.3- Plates�ncrease....-'�5 LOADING(psfl i CSL ICI DEFL. in (loo) UdefI 60 PLATES GRIP TC 0.86 Vert(LL) -0.3914-16 >683 360 MT20 1971144 (Ground Snow-55.0) I TCDL 17.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.6814-16 >683 240 MT18HS 197/144 BCLL D 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) OAS 11 n/a n/a I BCL 10.0 (Motor t").__. --__-.- -_... Weight:22111, FT=4% -_ Cottle IBC2009r P12007 LUMBER- BRACING- TOP CHORD 2x8 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc pudins,except end verticals. BOT CHORD 2x6 SPF 210OF 18E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2.4 SPF Stud`Except` WEBS 1 Row at midpt 5-14,7-14,3-17,9-11 W5,W8:2x4 SPF No.2,WI:2x12 SP No.2,W2,W7:2x4 SPF 210OF 1.8E,W8:2x8 SP NoA REACTIONS. (lb/size) 17=2898/0-58(min.0.5-0),11=2669/0-54(min.04-10) '.. Max Horz 17=95(LC 8) Max Uptift17=149(1-C 6),11=87(LC 7) Max Gmv 17=3173(LC 13),11=2944(LC 20) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=1173/145,3-18=9591164,3-19=-51671782,4-19?--50401782,4-20=49981785,5-20=-4938/793,5-21=4054/678,6-21=39251688,6-22=-3925888,7-22---4053x.78, 743=_4697f753,8-23=-4708,745,23-24 7397742,9-24=48667742,9-25=-501796,10-25 11/86,2-1 7=11 9 72 7 2,10-11=7341115 BOTCHORD 17-26=699/4832,16-26 99/4832,1516=619/4610,15-27 1974610,14-27 1974810,14-28 01/4471,13-28=601/4471,12-13=-601/4471,12-29=-635/4381, 11-29=-63514381 WEBS 3-16=2751153.516=0/529,5 7 4=1 365271,6-14=252(1822,7-14=1248246,7-12=108/278,9-12=157327,3-17=4647862,9-11=4878883 NOTES- j 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cal.11;Exp B;enclosed;MINFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 fist(ground snow);Pf 42.3 fist(flat mot show);Category 11;Exp B,Partially Exp.;Ct=1.1 '.. 3)Unbalanced sntrx bads have been considered for this design. '.. 4)This truss has heen designed for greater of min roof live load of 20.0 fist or 2.00 fines flat roof load of 42.3 fist on overhangs non-concurrent with other live bads. 5)As requested,pates have not been designed to provide for placement tolerances or rough handling and erection conditions. his the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are MT20 plates unless otherwise indicated. T)Th is muss has been designed for a 10.0 fist bottom chord live load nonconcunent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing pale capable of withstanding 149 Ib uplift at pint 17 and 87 lb uplift al joint 11. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSVrP1 1. 10)This trusts has been designed for a nerving concentrated bad of 250.011,five and 25.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 11)"Semi-rigid pBchbmaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASES)Standard �H OFS I S\�P S90 S HN ut C IL No 43029 0" C/STERE S N This vuv is to be labricated per ANSI71'PI quality requirements.Plates shall be of siie and type shown and centered atjoints unless otherwise noted.This design is based upon parameters shown,mal is fix an individual huildiug mmpnenl to he installed and loaded venically.Applicability of design pammelen and paper incorpmtion of canponmt is responsibility of the Building Designer.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.Building Designer accepts resprntsibility for the correctness or accuracy of the design information as it may relate to a specific building.Cmificauom is valid only when mass is fabricated by.UFP c-pany.Bracing shown is far la�al support oA truss members rely and does no[replace erection and permanent bracing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and hrucing available from SBCA and Truss Plate Institute. LM I NZEY [Jab _.. T _... .. --... .. T-Type IQty -Ply 'Upper Ridge Flats West Northampton,MA I --- - --- 0013 'Universal Forest 14019959JProducts T01 COMMON ID:u84DQDm6onplSHxgmlw'��Referenceg I) _ p 1 94 r4 'a 1 cc4z95TC-Pa�l�s0 43iNa011�8n0cbl xD5 rnx�iieis2oia fi, -2-101 9-0-0 18-0-0 27-0-0 36-0-0 2-10� + 9-0-0 9-04 9-0-0 9-0-0 ' i 6.00 12 5x6- Scale=1:80.6 5 4x6 18 19 4x6 4x4 417 6 4x4 3 7 16 20 5x8 W4 W4 5x8 8 1 4 - W2 IN 15 21 14 13 22 12 23 11 1U 24 9 54 11 3x12 M18SHS== 3x8= 4x6= 5x6 11 4x6 3x12 M18SHS= [ 9-0-0 18-0-0 27 4-0 36-" 9-0-0 9-" -Plate Offsets(X Y) 12.G-3-0,0-2-8. [5 0-3-0 0-33LL8_0-2-12,0 2 ,19 0-3-0 0.7_10j L1.0 0-2-12.0-1-8][74 0-z_-1>0 1-8j(15:0 3 0,o-0-2j LOADING(psi -_ _ TOLL 42.3 SPACING- 2-0.0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TG 0.68 Vert(LL) -0.4810-12 >890 360 MT20 197/144 TCDL 17.0 Lumber Increase 1.15 BC 0.96 Ver(TL) -0.7210-12 >589 240 M18SHS 1 97/1 44 BOLL 0.0 Rep Stress Incr YES WB 0.63 !i Hoa(TL) 0.08 9 ma n/a SCDL__.. _ 100 -_.- Code ISC2009/rPI2007 (Matrix) _-_-- -_ -- Weight.2021b FT=4% LUMBER- BRACING- ''.. TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc pudins,except end vedicals. BOT CHORD 2x4 SPF 21OOF 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2`Except* WEBS 1 Row at midpt 7-12,3-12 Wt:2x8 SP No.1 REACTIONS. (lb/size) 15=2849/0-5-6(min.04-14),9=243810-5.8(min.0-43) Max Horz 15=153(LC 8) Max Uplift15=-159(LC 8),9=57(LC 9) Max Gmvl5=3124(LC 13),9=2713(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0269,2-16=3373/476,3.1 6=2 9 61151 1,33=2748/487,4-17=2607/495,17-18=25091503,5-18=2477/523,5-19=24771525,6-1 9=2 51 315 05,0.7=27521489, 7-20=-31851520,8-20=-3416/496,2-15=-3041/614,8-9=26291424 1 BOT CHORD 15-21=-246/276,14-21=2461276.13-14=3492809,13-22=-349/2809,12-22=3492809,12-23=365/2870,11-23=3652870,10-11=-365/2870,10-24=-461320,9-24=-461320 WEBS 5-12=-19011231,7-12=948246.7-10=489/176,3-12=872226,3-14=501/170,2-14=-30612785,8-10=-3302735 NOTES- ! 1)Wind:ASCE 7-05;10omph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.II;E to 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)TOLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf 42.3 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 18.0 psf or 2.00 times flat roof lead of 42.3 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 MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load n onconcurrent with any other live loads. j 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 159 lb uplift at joint 15 and 57 he uplift at joint 9. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 10)This truss has been designed for a roving concentrated bad of 250.Olb live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, ICI concure d with live and dead bads. 11 "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S)Standard I I i ! i I I l N OF ASS HN U) P C IL No 43029 STEREO FS NG This V us,is to be fafricated per ANS VIT1 gunny requirement.Plates sl li be of size and type shown and centered at joints omens otherwise noted.This design is based upon parameters shown,and is for an individual building component to be insta0ed and loaded vertically.Applicability of design parameters and proper incerpor Lion of arnpmem is responsibility o(the Building Designer.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.Building Designer arx:epc,responsibility for the cerrec -or wcurecy of the design information as it may relate to a specific building.Certification is valid only when moss is fabricated by a UFP company.Bracing shown is for lateral support d bass members only and does not replace erection and permanent bracing.Refer to Building Competent Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. Job rn Truss Type Gn Ply 1 jUpper Ridge Flats West Northampton,MA 0012 14011959JR M11 MONOPITCH 13 _)Job Reference(optionali % Universal Forest Product -. _ __. -_._. - _._. _. - 2014$g'ltID:UB4DQDm6on P ISHX q mlWcc4z95TG xIe3AGrnDnwrm7Kmnm 30Pfih KYJ U y[g 9n 3.8-0 3-8-0 2 Scale=1:9.6 ' 4x4 11 4.00 12 4 T1 W1 1 81 3x4= 5 3 i 3x4 11 1 Plate Offsets(X.Y)--.[2:0-2-0,0-1-121 -7-. LOADING(psq -.-.- TCLL 105.0 SPACING- 1-4-0 CSI. DEFL. in (loo) Well Ud PLATES GRIP (Roof Snow=105.0) Plates Increase 1.15 TC 0.97 Vert(LL) 0.02 1 n1r 180 MT20 197/144 TCDL 10.0 Lumber Increase 115 BC 0.45 Vert(TL) -0.03 1 n/r 120 BC 0.0 Rep Stress Incr YES WB 0.00 Horz(f-L) 0.00 n/a n/a LL '.. BCL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:10 I1, FT=4% 'I. LUMBER- BRACING- _... TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied,except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-7-14 oc bracing. WEBS 2x6 SPF No.2 REACTIONS. (lb/size) 3=503/Mechanical,2=0Mlechanicel Max Ho.3=1566(LC 15),2=1566(LC 15) Max Up4ift3=55(LC 6) Max Gmv3=778(LC 13) '. FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. TOP CHORD 1-4---284/1653,2-4=-281/1711,2-3=7571137 BOT CHORD 1-5=1566/286,3-5=1566/286 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.0psf,BCDL=5.Opsf,h=248;Cat-fl,Exp B;enclosed;MWFRS(1,w-rise)and C-C Exledor(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=105.0 psf(flat root snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow bads have been considered for Nis 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 pst bottom chord five bad nonwrx unent with any other live loads. 6)Provide metal plate or equivalent at bearings)2 to support reaction shown. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Budding Code section 2306.1 and referenced standard ANS1rrPI 1. 9)This tons has been designed for a moving concentrated bad of 250.011,live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 10)"Sernmrigld pHChbmaks including heels"Member end fully model was used in the analysis and design of this truss. 111 Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5DOin. LOAD CASE(S)Standard '', OF�gSS9C, yc HN W P C IL No 43029 APO��FG/STER�� S N This truss is to be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.This design is based upon parameters shown,and is f r an individual building tttmpment to he inswlled and loaded vertically.Applicability of design parameters and proper incorpx-etion of cmponmt is responsibility of the Building Designer.Building Designer shall verify all design information rot this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.Building Designer accepts responsibility for the correctness or accuracy of the design :nfcxmatinn as it may relate to a specific huilding.Certification is valid only when thus is fabricated by a UFP company.Bracing shown is for lateral support of truss members only and does not replace erection and 1{S'�Tir I permanent bracing.Refer to Building Component Safety Information(BCSD for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. Job Tars Truss Type Qty P Upper Ridge Flats West Northampton,MA 0011,1 14011959JRa� — M10A MONOPITCH _ ID:USa QDmso pISHXgmIWc�zsST'C2�H"5',zsgis��r"�Tel��r `udil Qlta$6 o°y� g' 0 _ 5-9-12 'I 5-942 6x8= Scale=1:13.8, 2 3.00 12 �I 4 3x4= T1 1 W1 BL1 rat I 131 �ap 0 5 3 3x4= 2x4 11 0-10-10 4-11-2 — ( v} L _ 4-a�l3:ai 1z 0-1-s1-- - --- - Plates Increase 1.15 TC 0.51 -- W ------ --- -- 1 Plate :- LOADING(lost) DEFL in (loc) Udefl L/tl PLATES GRIP TCLL 102.0 SPACING- 2-0-0 CSh li (Roof Snow=102.0) Vert(LL) -0.04 1-3 >995 360 NIT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 041 Vert(TL) -0.07 1-3 >925 240 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a B LL 00 BCDL 10.0 Code IBC2009TFP12007 (Matrix) Weight:32 Ito FT=4% BOMCHORD 2x8 SPF No 2 ORT CH RO Rigid ceiling directly thing applied re 6-0-0 o bracing. p — TOP CHORD 2x0 SP No.1 TOP CHORD Structural wood sheathing direct) applied or 5-9-12 oc dins,except end verticals. I, !. WEBS 24 SPF No.2 OTHERS 2x4 SPF Nc.2 REACTIONS. (Ib/siza) 3=656/0-3-0(min.0-1-8),1 37/0-5-4(min.0-1-8) Max1=56(LC 6) Max Uplift3=57(1_C 6),1=39(1_C 6) li Max Grav 3=935(LC 14),1=912(LC 15) FORCES. (lb)-Max.Comp_[Max.Ten.-All forces 250(lot or less except when shown. I TOP CHORD 2-3=884/170 NOTES- 1)Ndnd:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.0psf,h=24ft;Cal.It Exp B,partially,MWFRS(low-rise)and C-C E derior(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate I grip DOL=1.60 2)TCLL;ASCE 7-05;Pf=102.0 lost(flat roof snow);Category 11;Exp B;Partially Exp.;Ct--1 A I 3)Unbalanced snow loads have been considered for this design. j 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. his the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 lost bottom chord live load nonconcunem with any other live loads. 6)Bearing at joint(s)3 considers parallel to grain value using ANSVTPI 1 angle to grain formula.Building designer should verify capacity of bearing surface - 1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 Ito uplift at joint 3 and 39 lb uplift at joint 1. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a nerving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 10)Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard I I i t OF�SS9n ii 5c NN on ' P C IL No.43029 q�O��FG/STER�� s N This truss is to be Fabricated per ANSVr'PI quafity regwrements.Plates shall beofsae and type shown and centered atfornts unle+otherwise noted.This design is based upon parameaers shown,and is loran individual building component to he installed and loaded vertically.Applicability of design parameters and proper incerpornion of component is responsibility of the Building Designer.Building Designer shall verify all design information on Ws sheet for conformance wish conditions and requirements of the specific building and governing codes and ordinances.Building Designer accepts responsibility for the correctness or accuracy of the design infrmatin as it may relate to a specific building.Certification is valid only when was is fabricated by a UNP company.Bracing shown is for lateral support of truss members only and does not replace erection and .. permanent bracing.Refer to Building Component Safety Inf matim(BCS1)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. Job _. .. 'Toss -.---_. Taus Type-- -.... City Ply Upper Ridge Flats West Northampton MA _. 14011959JR M10 MONOPITCH 13 1 ! 0010' Job Reference ljniversal Forest Products --7.5 s Ana 82014 MTekln4�f�m'es,1n Fri Sen�6 E84 0U014 P geg1 ID:U84DQDm6onplSHXgmlWcc 4z95TG?5xJlVlfip�/h91'1 I t IoUJ_zMf2gtsl[Ugc�ync(14Wy�g9p 8-9-12 8-9-12 6x8= Scale=1:19.4 2 3.00 12 4 T1 L1 ° 3x4= W1 N 1 B7 h0 5 33 2x4 II 040-10 7-11-2 Plate onsecsg(.r)—12:0-34,0-4-41,13:0-1-12.0-1-8] LOADING(p.1) _.. SPACING- 2-0-0 i CSI. -... DF_FL. in (lot) Udefl Ud PLATES -GRIP TCLL 102.0 Plates Increase 1.15 TC 0.68 ' Vert(LL) -0.17 1-3 >575 360 - MT20 1971144 !, (Roof Snow=10 �, Lumber Increase 1.15 BC 0.72 Verl(TL) -0.30 1-3 >325 240 ' 7CDL 100.0.0 Rep Stress Incr YES WB 0.00 Horzn 00 BCLL 0.0 Code IBC2009/pP12007 ( ) -0. 3 n/a ma 10.0 _ - (Matrix) _ Weight:49 lb__..-FT=4% �'. LUMBER- BRACING- TOP CHORD 2x8 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudlns,except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. !� WEBS 2,6 SPF No.2 !� OTHERS 2x4 SPF No.2 REACTIONS. Bb/size) 1=1003/0-54(min.0-2-0),3=1021!430(min.0-2-1) Max Horz 1=84(LC 6) Max Uplift=62(]-C 6),3=-87(LC 6) li Max Grevl=1278(LC 15),3=1299(LC 14) FORCES. Qb)-Max.Comp./Max Ten.-All tortes 250 Qb)or less except when shown. ', TOP CHORD 2-4=-81/275,2-3=-1218/238 ! NOTES- �' 1)Wind.-ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=240;Cat.II;Exp B;partially;MWFRS(low-rise)and C-C Extenor(2)zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=t60 2)TCLL:ASCE 7-05;Pf102.0 psi(flat roof snow);Category II;Exp B;Partially Ems.;Ct=1.1 !, !. 3)Unbalanced snow bads 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 buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(S)3 considers parallel to grain value using ANSIIrPI 1 angle to grain formula.Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 1 and 87 lb uplift at joint 3. '.. 8)This fuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSViPI 1, !� 9)This truss has been designed for a moving concentrated load of 250.Olb five and 25.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 'I 10)'Sem4rigld pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard i it OF*'? tiG �i HN U) P I C IL No 43029 A�OA' G/STER�� s N This truss is to be fabricated per ANS VIPI quality requirements.Plates shag be of stye and type.shown and centered at joints unle s aherwise noted.This design is based upon parameter shown,and is for an individual building component to be installed and Lwled venir ily.Applicability of design parameters and paper innxporstion of component is msponsil ility of the Building Designs.Building Designer shall verity all design anfcxmatm.on this sheet for conformance with nxtditicns and requirements of the specific building and governing codes and sdimmees.Building Designer accepts responsibility for the c<xrecmess w accuracy of the design .nfmmation as it may relate to a specific building.Certification is valid only when truss is fabricated by a UW company.Bracing shown is for lamml support 4 truss member only and does not replace erection and permanent bracing.Refer to Building Component Safety Information(BCSh for general guidance regarding storage,delivery,erection and bmcing available from SBCA and Truss Plate Institute. Job T_ Truas T pa °" ply Upper Ridge Flats West Northampton,MA 14011969JR IJ02B JACK-CLOSED 34 1 00091 _ - Universal Forest Products 82014 M7eic ln —m-e�—�� Fd s�o�s o�a�:o�2014 Page 11 ID:U84DQDm6onplSHXgm[Wcc4z95TC?5xJIV11p7i997MAf10UJ_zM UtywLUgC;y!x(24WyZg9q -288 3-4-0 2-" 3A-0 - Scale=1:22.6 3 2x4 I I 6.10 12 T 4x6 11 6 2 i T1 CA 1 4 4 131 I 8 4 5 2x4 I I 3x4 11 Plate Offsets(XY) [20-300-1-12] —_- ------- --_.------ -------- --. LOADING(psf) SPACING- 2-0-0 CSI. DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.63 Vert(LL) -0.02 4-5 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.36 Vert TCDL 10.0 (TL) -0.03 4-5 >999 240 , '.. BCLL 0.0 Rep Stress Ina YES , WB 0-00 Horz(TL) -0.00 4 n/a n/a BCDL 100 Code IBC20097TPI2007 i (Matrix-M) Weight 21 lb FT=4% LUMBER- BRACING- TOP CHORD 2x8 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins,except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. (lb/size) 5=59510-5-8(min.0-1-8),4=65/Mechanical Max Horz 5=96(LC 8) Max Uplift5=74(LC 8),4=-164(LC 12) Max Grav 5=870(LC 13),4=340(LC 15) FORCES, (lb)-Max.Comp.(Max.Ten.-All forces 250 db)or less except when shown. TOP CHORD 2-5=-834/226,3-4=3161180 �.. NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.II;Exp 8;enclosed;MVVFRS(low-nse)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TOLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf--42.3 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 18.0 lost or 2.00 times flat roof load of 42.3 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)This Uttss 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 74 lb uplift at pint 5 and 164 lb uplift atjoim 4. '. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated bad of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 10)'Semi-rigid loftchbreaks including heeW Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard I N OF�SS9c iii yG HN N P I C IL No.43029 Q. A�O��FG/STER�� ' FS NG I This vuss is to be falxicated per ANSVfPI quality requirements.Platen shall be of size and type shown and centered at joints rn less otherwise noted.This design is based upon parameters shown,and is firm individual building component to in installed and loaded vertically.Applicability°f design parameters and proper inoxix anion of component is responsibility of the Building Designer-Building Designer shall verify all design information On this sheet for conformance with cmditions and reyuiremaits of the specific Wilding and governing codes and ordinances.Building Designer ac,epts responsibility fix the conecmess or accuracy of the design informatiim as it may relate to a specific building.Certification is valid only when truss is fabricated by a UFP company.Bracing shown is f lateral support of truss members Only and does not replace erecti n and permanent bracing.Refer to Building Component Safety Information(BCSI)tor general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. Job Taus. _.. Tniss Type __. _._ JOly 1Pty 14011959JR J02A JACK-CLOSED 10 1 Upper Ridge Flats West Northampton,MA 0008' _. _.___1Job Rekrenceioptional)____ Universal Forest Products 014 11 P24t z"P S 9Y n 1 LxID:U84DQDm6on P ISHX 4 mlWcc4z95T 4 Y9 4 -0-10 8 1-10-10 5-0-0 0-104 1-10-10 3-1.6 4 Scale=1:22.31, 2x4 1 i 6.00 12 11 2x4 11 10 3 T1 3x4 11 9 2 1 ' 4 Li 61 12 13 5 7A 6 2x4 11 2x4 11 1.5x3 11 TCLL. 42.' SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP BCLL 0.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.02 5-6 >999 360 MT20 1971144 LOADING(psf) (Ground Snow=55.0 Lumber Increase 1.15 BC 0.31 Vert (TL) -0.02 5-6 >999 240 BCDL 10.0 Rep Stress Ina YES WB 0.12 1, Horz(fL) 0.00 5 n/a n/a III BCDL 10.0 Cade IBC20097rP12007 (Matrix) Weight 241b FT-4% !, LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins,except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF Not or 2x4 SPF Stud REACTIONS. (Ib/size) 7=202/0-5-8(min.0-1-8),5=159/Mechanicat,6=333/0-53(min.0-1-8) Max Horz 7=.(LC 8) Max Uplift7=REL,5=15(LC 8),6=83(LC 8) Max Grav7=477(LC 20),5=434(LC 22),6=608(LC 21) FORCES. (1b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-7=X64/0,45=406!76 WEBS 3.6=542233 NOTES- 1)Wind ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-dse)and 6C 6denfor(2)zone;cantilever left and right exposed;GC for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05,Pg=55.0 psf(ground snow);Pf 42.3 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow bads have been considered for this design. 4)This truss has been designed for greater of min roof five load of 18.0 psf or 2.00 fines flat roof load of 42.3 psf on overhangs non-concurrera with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions.If is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 In uplift at joint 5 and 83 lb uplift at joint 6. 8)"A"indicates Released bearing:allow for upward movement at joint(s)7. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI7TPI 1. 10)This truss has been designed for a moving concentrated bad of 250.Olb five and 25.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 11)"Semi-rigid plchbmaks including heels"Member end fxrty model was used in the analysis and design of this mass. LOAD CASE(S)Standard i I ' OF MgSS9c y I HN (P P C IL No.43029 A�p�FFG/STER�� 3 o N This truss is to he fabricated per ANS VfPI quality requirements.Plates shall be of size and type shown and cemaed ai joins unless otherwise noted.This design is based upon parameters showq and is f an individual huilding is io be instilled and IeudM vertically.Applicability ofdesign parameters and proper inmquxation of component is responsibility of the Building Designer.Building Designer shall verify all design information on this sheet for c nformance with conditions and requirements of the specific building and governing codes and ordinances.Building Designer accepts responsibility for the correctness or accuracy of the design mfxmatin as it may relate ma specific Wilding.Certification is valid only when rmss is fabricated by.UFP company.Bracing shown is for lateral sup"of truss members only and does nor replace erection and permanent hrucing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Truss Plate Institute. °e Trrss TmasType Upper Ridge Flats West Northampton,MA 14011969JR J02 JACK-CLOSED 120 1I 0007 Job Reference lop226pon�al)_--g_2g_tad_m a zags ;universal Forest Products -._. --... ------------- ----- - ---------.- ID:U84DQDm6onplSHXgmIWcc4z95TC-2iF'vLro 9Y(�NHp74ebtirvY��Js4G�5WL_�VhS�J3t pr 1 _ 5-0-0 :09-16048 5-0-0 3 Scale=1:22.31 3x4 1 6.00 12 it II 76 I T1 3x4 11 CA 2 1 ' 131 — I 7 4 5 3x4 I 2x4 11 Plate offsets(x Y)TOLL (psq SPACING- 2-0-0 : CSf. 1 DEFL in (lot) Vdeft Ud PLATES GRIP TCLL 42.3 Plales Increase 1.15 TO' 0.44 Ved(LL) -0.08 4-5 >667 360 MT20 197/144 (Gmund Snow=55.0) Lumber Increase 1.15 BC 0.62 Vert TCDL 100 (TL) -0.13 4-5 >447 240 1' BCLL 0 0 Rep Stress Incr YES WB 000 Horz(TL) 0.00 4 into n/a BCDL 10 0 Code IBC2009/TP12007 (Matrix) Weight:22 Ith FT=4% LUMBER- BRACING- ", TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins,except end verticals. BOTCH ORD 2z4 W SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. (lb/size) 5=412/0-5-8(min.0-1-8),4=282/Mechanical Max Horz 5=84(LC 8) Max Uplift5=1 7(LC 8),4=-46(LC 8) Max Grav 5=687(LC 13),4=557(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown 1, TOP CHORD 2-5=1.46/122,3d=504/159 NOTES- ; 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed;MVVFRS(low-rise)and C-C Exterfri zone,cantilever left and right exposed;C-C for members and forces&MVFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TOLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf--42.3 psf(flat mof snow);Category II;Grp B,Partially Erp-,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 18.0 psf or 2.00 throes fiat roof load of 42.3 psf on overhangs non-concumenl 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 fabricatorto increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 5,and 46 lb uplift at joint 4. 8)This truss b designed in accordance with the 2009 International Building Code section 2306.1 and rofemntxxf standard ANSIlTPI 1, 9)This was has been designed for a moving concentrated load of 250.011.live and 25.011.dead located at all mid panels and at all panel points along the lop Chord and Bottom Chord, concurrent with live and dead bads. 10)"Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss LOAD CASE(S)Standard y,�P CH OF NSS�t y HN N P C IL No.43029 A�Ox,Fc/STER�� This uues ism he fabricated per ANSVTPI quality requirements.Plates shall be of siie and type shown and centered attends unless otherwise noted.This design is based upn parameters show,and is for an individual building competent to he installed and loaded vertically.Applicability of design parameters and proper irmorl ation of competent is respnsitntity of the Building Designer.Building Designer shall verity all design information om tlils sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.Building Designer accepts responsibility for the axrectness or accuracy of the design information as it may relate to a specific building.C-ificadon is valid only when-.is fabricated by a UFP company.Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing.Refer to Building Component Safety Information(SCSI)for general guidance regarding storage,delivery,erection and bracing available Inc.SBCA and Truss Plate Institute. -Job _._ _.._._ 'Truss -._. _.._.. Toss Type __— Qly 'Ply -___ 14011959JR J01C Jack-0 n - 1 Upper Ridge Flats West Northampton,MA 0006 �2 p_ i, lJniversal Forest Products - - � I� 7. s May 8 2 1 7 I � I c. ri sep 26 0845: 14 1 ID:U84DQDm6on ISHXgmIWcc4z95TG6.�gow9mdd,lri2 Iz�I t�g7�plCieidcrhl z�wly g9t -2-6-8 1-21 2$-8 1-2-15 Scale=1:17.51 3 6.00 rl 2 4x4 11 7 2 6 T1 1 W1 B1 8 5 4 3x4 11 Plate Offsets X -.- ( 1�--[2.0.2-0.0.{-12] LOADING(psi) SPACING 2-G-0 CSI. DER. in (loc) Vdefl Ud PLATES GRIP Plates Increase 1.15 TC 0.42 Vert(LL) -0.00 4-5 >999 360 MT20 197/144 TCLL 42.3 I ' (Ground Snov-55.0) TCDL 10.0 I Lumber Increase 1.15 BC 013 �i Vert(TL) -0.00 45 >999 240 BCLL 0.0 i Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a Na BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:11 lb FT=4% LUMBER- BRACING- TOP CHORD 2xS SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly applied or 1-2-15 oc purtins,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 REACTIONS. (lb/size) 5=697/0-5-8(min.0-1-13),4=-3Mlechanical,3=277/Mechaniral Max Horz 5--71(LC 8) Max Uplift5=100(LC 8),4=46(LC 8),3=594(1-C 12) Max Grav5=1160(LC 12),4=272(LC 18),3=53(LC 8) FORCES. (lb)-Max_Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-1124r289,2-7=275133,3-7=270137 NOTES- . 1)Wind:ASCE 7-05;1OOmph;TCDL=5.Opsf,BCDL=5.Opst,h=24fl;Cat.11;Exp B;enclosed;MWFRS(low-rise)and GC Ectenor(2)zone;cantileoer left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf=42.3 fist(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 A 3)Unbalanced snow bads have been considered for this design. 4)This truss has been designed for greater of min roof five load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live bads. 5)As requested,plates have rat 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)This huss has been designed for a 10.0 fist bottan chord five load nonconcunent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 6 uplift at joint 5,46 lb uplift at joint 4 and 594 lb uplift at joint 3. 8)This truss s designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 9)This thus has been designed for a moving concentrated bad of 250.011,live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with five and dead bads. 10)'Semi-rigid p lchbreaks including heel'Member end fully model was used in the analysis and design of this truss. LOAD CASE(S)Standard i I OF Ilfgss9c yG HN P n C IL No 43029 Q- I A�O��FG/STER�� S N This vuss is to be fabricated per ANSI/lPl ywlity requirement.Plates shall be of sine and type shown and centered at joints unless otherwise noted.This deign is Haled upon parameters shown,and is f m individual building cxnpcment to to installed and loaded venically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer.Building Designer shall verify all design cohort-ti-on this sheet for amformance with conditions and regtdrent mt of the.specific building and governing codes and ordinances.Building Designer accepts responsibility for the crxrecom,or accuracy of the design information as it may relate to a specific building.Certificaum is valid only when was is fabricated by.111,11 cornpany.Bracing shown is for lateral support of truss members only and does not replace erection and pennanenr bracing.Refer to Building Component Safety Informuion(BCSI)fi>r general guidance regarding storage,delivery,erection and tracing available from SBCA and Truss Plate Institute. UL I NZY 1Job 4011959JR J01B - - '[JACK-CLOSED 4 �" 1 (Upper Ridge Flats West Northampton,MA 00051 --1- -- -- P Q 1-- - 1 Q ay q p 2e os:as: 2Uw Y q Job Reference o Donal Universal Forest Products - - - _ 520sM 82014 MiT ktn Inc Fri ID:U84DQDm6on ISHX mlWcc4z95TC-6�Fiow9mddxAh2VSzh 1�9N 7gnJaGebdcrh14z I 2-10 8 0-10-15 2-10.8 TO-10-15 Scale=1:17.51 3 6.00 F12 3x6 ( 7 2 6 I T1 r o I W1 1 a N I B1 I i 5 8 4 4X6 11 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl L/d l PLATES GRIP TCLL 423 Plates Increase 115 TC 0.51 Vert(LL) -0.00 5 >999 360 MT20 1971144 (Ground Snow 55 0) Lumber Increase 1.15 BC 0.07 Ve t(TL) -0.00 5 >999 240 TCCL BCLL 10.0 Rep Stress In cr YES WB 0.00 Horz(TL) -0.03 3 Na n/a BCDL 10.0 Code IBC2009(TPI2007 (Matrix) Weight 111b FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 0-1015 oc pudins,except end verticals. BOT CHORD 2x6 SPF N`2 BOT CHORD Rigid ceiling directly applied or 10-OA oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. (Ib/size) 5=998105-8(min.02-12),4=18111VIechanical,3=569/Mechanical Max Horz 5=73(LC 8) Max Uplifli 55(18),4=85(1-C 8),3=-1093(LC 12) Max Grav5=1735(LC 12),4=257(LC 18),3=140(LC 8) '!. FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. 'I! TOP CHORD 2-5---1681/451,2-6--0/256,2-7=-4961106,3-7=492(1(18 NOTES- i 1)Wind:ASCE 7-05;1 00m TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone,cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber j DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-05;Pg=55.0 psf(ground snow);Pf-42.3 psf(flat roof snow);Category 11;1 B;Partially Exp.;Ct=1. 1 li 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 42.3 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)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 1551b uplift at joint 5,85 Ib uplift at joint 4 and 1093 lb uplift at joint 3. 8)This truss is designed in accordance with the 2009 Internat anal Building Code section 2306.1 and referenced standard ANSIri 1. 9)This truss has been designed for a moving concentrated bad of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. 10)"Semi-rigid pachbmaks including heels"Member end"model was used in the analysis and design of this truss. 11)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. LOAD CASE(S)Standard LAN OF MqS S��P S9c y � HN ut II P C IL No.43029 Q- q�O��FG/STER�� s N This truss is to be fabricated per ANSli quality requiremends.Plates shall he of arm and type shown and centered at joints unless otherwise noted.This design is based upon parameters shown,and is l an individual building component to be installed and loaded venially.Applicability of design parameters and proper inmrpomtion of armpment is responsibility of the Building Designer.Building Designer shall verify all design inhumation on his sheet kv conformance with conditions and requirements of the specitic building and governing tales and ordinances.Building Designer a arts responsibility for the correctness or accuracy of the design {' 'yy information as it may relate Loa specific building.Certification is valid only wh--.is fah'sated by.U T company.Bracing shown is for lateral support of truss member only and does not replace erection and yM.y+� permanent hracing.Refer to Building Component Safety Inhrmatim(BCS)fw general guidano.e regxrdiog snrage,delivery,erection and bracing available from SBCA and Truss Plate Institute. 14011959JR J01A TnssType °tj �' Upper Ridge Flats West Northampton,MA Job Tnss (JACK-CLOSED 2 1 ! 0004 ID:U84DQDm6onl Job Reference{op oval) Universal Persist Products 7.520 s�tpY 820 14 r�'Te es c.Fn Se 26 08:4 'j t ge 1 pISHXgmlWcc4z95Tre7 P)8Ipl_sd2q{2Wgbjz I d$HVeigsl u9b oUf8Jy ' 2-1045 0-10� 2-1045 Scale=1:17.3! 3 6.00 12 2x4 11 8 2x4 11 T1 2 W2 1 4 W1 4 B1 9 10 4 6 A 5 1.5x3 11 2x4 11 TCLL _ - - Plates Increase-- 1.15 TC 0.19 Ved(LL) 0.02 ( 6 >999 360 MT20 GRIP - ou Snow-55.0) Lumber Increase 1.15 BC 0.16 Vert L -0.00 5-6 6 >999 240 p 187/144 (Psfl SPACING- (Ground 2k0 CSI. DEFL m loc Well Ud TCDL 10.0 i Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 n/a Ma BCLL 0.0 Code IBC20097TP12007 j BCDL. 10.0... _.1__ _. _..._. _ (Matrix) I 'i Weight:151b FT-4% '.. LUMBER- BRACNG- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudim,except end verticals. I, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. (Ib/size) 6=28310-5-8(min.0-1-8),4=126/Mechanicel,5=25/0-5-4(min.0-1-8) ,. Max Horz6=56(LC 8) Max Uplift6=REL,4=25(1_C 7),551(LC 8) Max Gmv6=558(LC 18),4=402(LC 15),5=300(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6--541/89,3.4=369/93 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=248;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extenor(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;Pg=55 0 psf(ground snow);Pf--42.3 psf(flat mof snow);Category II;Exp B;Partially Exp.;Ct=1.1 li 3)Unbalanced snow bads have been considered for this design. 4)Ths tress has been designed for greater of min roof live bad of 18.0 psf or 2.00 times flat mof load of 42.3 psf on overhangs non-concurrent with other live bads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions.it is the responsibifity of the fabricator to increase plate sizes to account for these factors. 8)This truss has been designed fora 10.0 cast bottom chord live bad noncenwrrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 4 and 51 lb uplift at joint 5. 8)"A"indicates Released bearing:allow for upward movement at joint(s)6. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This tress has been designed for a moving concentrated bad of 250.01b live and 25.01b dead located at all mid panes and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead loads. !, !, 11)"Semirigid ptchbreaks including heels'Member end fixity model was used in the analysis and design of this tress. LOAD CASE(S)Standard i I! PAN OF ASS yG HN in !I P C IL No.43029 A�OcFFG/STER�� i S d This truss is to he fafricate per ANS VTPI qua ity requirements.Ptates shall he of,i,&and type shown and centered atjoints unless otherwise noted This design is base upon parameters shown,and is for an individual building a,—pomem to be installed and loaded vertically.Applicability of design parameters and proper incorporation ofcomponent is responsibility of the Building Designer.Building Designer shall verify all design infor nation on this sheet f oonforcrance with conditions and requirements of the specific building and governing axles and ordinances.Building Designs accepts responsibility for the carecmem or accuraey of the design information as it may reline to a specific building.Certification is valid only when truss is fabricated by a IIFP company.Bracing shown is for lateral sLgVmt of truss members only and dues not replace erection and permansn bracing.Beier to Building Comm—ent Safety Informauen(BCSi)la general guidance regarding storage,delivery,erection and fnacing available from SBCA and Truss Plate Institute. Truss Job Truss Q.114O11959JR 1JO1 - - - - JACK-CLOSED 4 1 Upper Ridge Flats West Northampton,MA 0003' Ply Job Reference(optional) Universal Forest Products -_ 7 520 s M 014 iTek ,htc. 0ld 2014 go 1',, ID:U84 DQDm6onp1SHXgmIWcc4z95TC-A>fA 7�1115�wzo p1�16vIi6 O�v�CAiL0a3U6ssy7gg' -0-10 8 2-10-15 0-105 2-10-15 Scale=1:174 3 6.00F12— 2x4 11 II 6 I 2x4 11 T1 i 2 W2 CS 1 W1 4 Ll B1 RE 7 4 5 2x4 11 2x4 11 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (lac) Well tJd PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.18 Vert(LL) -0.02 4-5 >999 360 MT20 197/144 (Ground Snow=55.0) Lumber Increase 1.15 BC 0.30 Vert(TL) -0.02 4-5 >999 240 hcr YES WB 000 TCDL 10.0 LUMBER- 100 L Code lB 2009ITP12007.. -.1–. (Matrix) __... BRACINGL) 0.00 4 n/a Na - Weight.151b FT--496 _..-. TOP CHORD 2.6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 2-1015 oc pudins,except end verticals BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. (lb/size) 5=29110-5-8(min.01-8),4=143/Mechanical Max Horz 5=56(LC 8) Max Uplili 7(LC 8),4=33(1_C 8) Max Grav5=566(LC 17),4=418(LC 15) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 gb)or less except when shown. ! TOP CHORD 2-5=-540/90,3-4=390/93 I NOTES- 1)Wind;ASCE 7-05;100mph;TCDL=S.Opsf,BCDL=S.Opsf;h=24ft;Cat.11;Exp B;endosed;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;Pg=55.0 psf(ground snow);Pf=42.3 psf(flat mof 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 18.0 psf or 2.00 times flat roof load of 42.3 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 7)Provide mechanical connection(by others)oftmss to bearing plate capable ofwRhstantling 171b uplift at joint E.and 331b uplift at joint 4. 8) This truss is designed in accordance with the 2009 International Bidding Code section 2306.1 and referenced standard ANSI1TP11. 9)This truss has been designed for a moving concentrated bad of 250.011h live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, concurrent with live and dead bads. 10)'Semi-rigid pdehbreaks including heels"Member end fixity model was used in the analysis and design of this truss. III LOAD CASE(S)Standard I i I i I I li I i I III OF ASS s HN (n I! P C IL No 43029 A�0-MFG/STER�� Fig NG 1 This truss is to be fabricated per ANS VIPI quality requirements.Plates shag be of sire and type shown and centered a Piro,unl—otherwise noted.This design is based open parameters shown,and is for an individual 1 building component Lobe installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer.Building Designer shall verify all design ofearn:ion an this sheet for a onformance with coaditions and requirements of the specific building and governing codes and ordinances.Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building.Certification is valid only when mass is fabricated by a U P company.Bracing shown is for lateral son—of truss members only and does not replace erection and permanent bracing.Refer to Building Component Safety Information(BCSI)for general guidance regarding storage,delivery,erection and hrremg available 6om SBCA and Tress Plate Institute. Job Ttr� Tn sType oty P'y Upper Ridge Flats West Northampton MA 14011959JR IG01GE GABLE 2 21 0002 - - Job Reference(optional) Umersal Forest Products 7 � y ?q C & �o92Ffibg N3 P ID:U84DQDm6on I SHXgmIWcc4z95T kCfHK7r2 -2 2-1100-.8 1 9-M -0 27-0-0 36-M 9-" 9 -0 9-" 9-" 4x6= Scale=1:75.9, 6.00 12 5 4x4 i Sg 59 4x4 4x4 ST*57 6 4x4 3 6 7 56 S 0 S 2 S- 2 S 0 60 5 5 ST2 4x8% ST1 4x8 3 4 1 S 8 3 4 9 5 3 9 3 1 4 S 1 I p I CM 1; W 15 67 62 63 64 14 65 13 66 67 68 69 12 70 71 72 11 73 74 10 75 76 77 78 9 4x8= 4x6= 8x8= 4x8= 8x8= 4x6= 4x8= 9-0-0 18-0-0 27-" 36-U 9-0-0 9-0-0 9-" 9-" Plate Offsets(X,V)--12:0-3-12,0-2-01,I8.*0-3-12,0-.2-0][s Edge.0-2-o 110:0-2-8 az-0],[1i-:0-4-0,03-8 113 0+0,0-1-$1,h4.0-z 8,0-z-o1[330-1-9,0-1-01t5 0-1-9,0-1-01 LOADING(ps0 TCDL 42.3 SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP III Plates Increase 1.15 (Ground Snow=5 2.3 TC 0.38 Vert(LL) -0.18 9-10 >999 360 MT20 197/144 TCDL 17.0 Lumber Increase 115 BC 0.82 Vert(TL) -0.31 9-10 >999 240 BCLL 00 Rep Stress Incr NO WB 0.78 Hoa(rL) 0.06 9 We n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) _--.I- Weight.549 lb FT=4% LUMBER- BRACING- TOP CHORD 2,0 SPF 2100F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceding directly applied or 10.0-0 oc bracing, Except: '.. WEBS 2x4 SPF No.2*Except* 6-0-0 oc bracing:14-15. Will 2x8 SP No.1 OTHERS 2x4 SPF N0.2 or 2x4 SPF Stud*Except* S712:2x4 SPF No.2 REACTIONS, (th/size) 15=4586/0-58(rnin.0-3-12),9=4174/0-5 (mm .G-3-7) (m .0-3-7) !I Max Harz 15=153(LC 7) Max Upli815=-635(LC 7),9=532(LC 8) Max Gmv15=4772(LC 12),9=4360(LC 17) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-2=0289,2-56=5419875,356=5016850,3.4=-40921514,4-57=3951/517,57-58=3854/525,5-58=38271545,559=3827/541,6-59=38591521,6-7=-4097/505, 7-60=5233859,8880=5463837,2-15=-4317/556,8-9=3906/453 BOT CHORD 1"l=216/578,61-62--216/578,62-63=2161578,6384=216/578,14-64=216/578,14-65=592/4630,1365=592/4630,1386=-59214630,66-67=59214630, ! 6758=592/4630,68-69=592/4630,1289=592/4630,12-70=51&4696,70-71=-519/4696,71-72=519/4696,72-73=5191 4696,11-73=519/4696,11-74=51914696, 10-74=519/4696,10-75=88/597,75-76=-68/597,7&77=88/597,77-78=8&597,9-78=887597 WEBS 5-12=365/2417,7-12=1740/302,7-10=316/560,3-12=-1636/291,3-14---313/555,2-14=42414351,8-10=-443/4319 NOTES- 1)2-ply truss to be connected together with 10d(0.131")X)nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0.9-0 oc. Bottom chords connected as follows:2x6-2 roars staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc 2)All bads am 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 t0 distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=5.Opsf;h=2411;Cat.II;Exp B;enclosed;MWFRS(low-risey,cantilever Jeff and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)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/rPl 1. 5)TCLL:ASCE 7-05;Pg=55.0 psf(ground snow);Pf 42.3 psf(flat mof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 6)Unbalanced snow,klads have been considered for this design. 17)This toss has been designed for greater of min roof five load of 18.0 psf or 2.00 times flat roof load of 42.3 psf on overhangs non-concurrent with other live loads. ',. 8)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 saes to account for these factors. !, 9)All plates am 2x4 MT20 unless otherwise indicated. ', 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord five bait nonconcurrent with any other live loads. ICI 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 635 lb uplift at joint 15 and 532 lb uplift at joint 9. 13)This truss s designed in accontance,with the 2009 International Building Cade section 2306.1 and referenced standard ANSlffPI 1. 14)This truss has been designed for a moving concentrated bad of 250.0Ib live and 25olb dead located at all mid panes and at all panel points along the Top Chord and Bottom Chord, continent with live and dead bads. 15)"Semirigid pftchlaeaks including heels"Member end fixity model was used in the analysis and design of this truss. 16)Use USP FUC26(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 29-11-4 oc max starting at 3-0-8 from the left end to 32-11-10 to conned truss(es)J02(1 ply 2x4 SPF),CJ01(1 ply 2x8 SP),J02(1 ply 2x4 SPF),CJ01(1 ply 2)(8 SP)to front face of bottom chord. 17)Use USP JL26 With 1 O nails into Girder&NASD nails into Truss)or equivalent spaced at 2-0-0 oc max starting at 5-0-12 from the left end to 30-114 to comrect truss(es)J02(1 ply 2x4 SPF),J02B(1 ply 2x4 SPF),J02(1 ply 2x4 SPF)to front face of bottom chord. 16)Fill all nail holes where hanger s in contact with lumber. 19)Studding applied to ply:1(Front) LOAD CASE(S)Standard '... 1)Dead+Snow(balanced):Lumber Increase=115,Plate Increase=115 P�qH OF Sy, Uniform Loads(plq Vert:1-2--119,2-5=119,58=119,9-15=20 Concentrated Loads Ob) HN W Vert:7� �00(l 14=300(F)61=308(1`)63=300(1`)64=300(F)65=300(1`)66=76(1`)68=76(1`)69=76(1`)70=76(1`)71=-76(F)73=76(F)74=300(F)75--300(F)76=300(1`) P C IL No 43029 ADO,- G/STEREO 1`g �G II This muss is m W tabricated per ANS VTPI quality req dmments.Plates shall W of sire and type shown and centered at jorins unless otherwise nixed.This design s lased upon parameters shown,and is Fa an individual !wilding competent m be insta0ed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific Wilding and governing codes and ordinances.Building Designer acteps responsibility tar the correctness or accuracy of the design reformation as it may relate to a spcific Wilding.Certification is valid only when muss is fabricated by.UFP company.Bracing shmvn is for lateral supprt of muss members only and does not replace erecion and pernanent bracing.Refer to Building Competent Safety Information(BCSI)for general guidance regarding storage,delivery,errs do t and bracing available from SBCA and Truss Plate Institute. Job rnss Truss Type err IPly Upper Ridge Flats West Northampton MA 14011959JR G01AGE GABLE I2 2 0001 Job Reference(optional) _ 7�_�r_f�IS� p Fn �r_0�q� Q� p� Universal Forest Products __. _._- _ -___ �__._ _. __._.- 5 0 s y 8 4 Mi V k UCi D5 c W1 KMZ I I"IF7 4 L ID:U84DQDm6onp]SHXgmlWcc4z95TC4bg(Y14nX2ZZ n y qe y qAd -2-108 9-0-0 18-0-0 27-0-0 36-0-0 2-10 8 9-0-0 9-" 9-0-0 9-0-0 4x6= Scale=1:75.q 6.00 12 5 I 4x4 58 0 59 4x4 &X4 6 4x4 6 7 S 2 S 2 S 0 8 56 5 ST2 5x6 ST1 5x8 S 3 4 4 3 S 3 9 3 11 S 1 �q I R a 15 61 62 63 64 14 65 13 66 67 68 69 12 70 71 72 11 73 74 10 75 76 77 78 9 4x6= 4x6= 8x8= 4x8= 8x8= 4x6= 4x4 II 9-0-0 18-0-0 27-0-0 36-" 9-0-0 [ 9-0-0 9-0-0 Oftsets.(X 6]18.0 1 120-2 8],.[11:0-4-0,0-4-8),(13:0-4-0,0-4-8],[33:04-9,0-1-0],[55:0-1-�),0-1-0] LOADING(lost) SPACING- 2-0-0 CSI. DEFT_ in (loc) Udefl L!d PLATES GRIP !. TCLL 42.3 Plates Increase 1.15 TC 0.37 Vert(LL) -0.14 12-14 >999 360 MT20 197/144 (Ground Snow-55.0) TCDL 17.0 Lumber increase 1.15 1 8C 0.66 VeR(TL) -0.2512-14 >999 240 Rep Stress Ina NO WE 0.59 HOrz(TL) 0.05 9 me We I l BCDL 10.0 _-._. _ Code IBC2009/TPI2007 l.____ (Matrix) _ _ Weight:549 to FT=4% LUMBER- BRACING- TOP CHORD 24 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,except end verticals. 130T CHORD 2x6 SPF No.2 BOT CHORD Rigid ce r iling directly applied o 10-0-0 oc bracing, Exoepl: I, WEBS 2x4 SPF No.2`Except* 6-0-0 oc bracing:14-15. W1:2x8 SP No.1 OTHERS 2x4 SPF Not or 2x4 SPF Stud`Except* ST12:2x4 SPF No.2 REACTIONS. (lb/size) 15=3830/0-5-8(min.0-3-3),9=3202/0-58(min.0-2-11) Max Horz 15=153(LC 7) Max Upliftl5=-496(1-C 7),9=428(LC 8) Max Grav 15=4073(LC 12),9=3429(LC 17) FORCES. fib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/289,2-56=4571 1456,3-56=4157/491,3-4=-05211430,4-57=33801437,57-58=-32821446,5-58=3253/466,5-59=-32531462,6-59=3287/441,6-7=-35261425, 780=-41241543,8-60=-4354/521,2-15=-3776/456,8-9=32031380 BOT CHORD 1581-2341462,61-62=-234/462,6283=234/462,6384=234/462,1484=234/462,14-65=450t3875,1385=-450/3875,138650/3875,6687=-45013875, 6788=-450/3875,6889=450/3875,1289=450/3875,12-70=-415/3707,7671=-415/3707,71-72; 15/3707,72-73=41513707,11-73=-415/'5707,11-74=415/3707, 10-74=-415/3707,10-75=-70/440,75-76=70/440,76-77=70/440,77-78=701440,9-78=701440 WEBS 5-12=295/1914,7-12=-1136/263,7-10=417/123,3-12=1327/204,3-14=421248,2-14=306/3693,8-10=358/3464 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3')nails as follows: j Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 1. 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.Pty to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp 8;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Truss designed forwind loads in the plane ofthe truss only. For studs exposed to wind(normal to the face),sere Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVI-PI 1. 5)TCLL;ASCE 7-05;Pg=55.0 psf(ground snow);Pf--42.3 last(flat mot snow);Category 11;Exp B;Partially Exp.;Ct--1 A 6)Unbalanced snow bads have been considered for this design. !, 7)This truss has been designed for greater of rrYn roof live load of 18.0 lost or 2.00 times flat roof load of 42.3 psf on overhangs non-concument with other live loads. 8)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. h is the responsibility of the fabricator to increase plate sizes to account for these factors. 9)All plates are 2x4 MT20 unless otherwise indicated. 10)Gable studs spaced at 2-0-0 oc. 11)This Wss has been designed for a 10.0 last bottom chord live load nonconcunent with any other live loads. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 496 lb uplift at joint 15 and 428 lb uplift at joint 9. 13)This truss is designed in accordance with the 2009 International Building Code section 2306-1 and referenced standard ANSI(TPI 1. 14)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, con current with live and dead loads. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this buss. 16)Use USP HJC26(With 16d nails into Girder 8 1 Od nails into Truss)or equivalent spaced at 29-11-4 oc max,starting at 3-08 from the left end to 32-11-10 to connect truss(es)J02A If pry 2x4 SPF),CJ01(1 ply 2x8 SP),J02B(1 ply 2x4 SPF),CJ01 A If ply 2x8 SP)to back face of bottom chord. 17)Use USP JL26(With I Od nails into Girder 8 NA90 nails into Truss)or equivalent spaced at 2-0-0 oc max starting at 5-0-12 from the left end to 30-11-4 to connect truss(es)J02A(1 ply 2x4 SPF),J02B If ply 2x4 SPF)to back face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. ,. 19)Studding applied to ply:l(Fmnt) li LOAD CASE(S)Standard �N OF 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo y Vert:1-2=119,2-5=119,58=-119,9-15=20 Concentrated Loads Qb) HN U) Vert:10=-76(8)14=165(8)61=173(8)63=165(8)64=165(8)65=165(6)66=76(B)68=76(B)69=76(B)70=76(B)71=76(B)73=76(B)74=76(B)75=76(B)76=76(B) P 78=-155(8) C IL No 43029 7 q�ok-1 IS TER�� S N J This Vuss is m be fabricated per ANSVTPI quality requirements.Plates shall be of size and type shown and centered at joints onlesa u h—is,noted.This design is twed upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design par- eters and proper incorporation of cumrymenu is respoc iMlity of the Building Designer.Building Designer shall verify all design information on this sheet for conformance wish cmditims and requirements of the specilic bmiding and goveming codes and ordinances.Building Designer accepts responsibility for the coroctness or accuracy of the design infismatioo as it may relate to a specific building.Certification is valid only when wss is fabricated by a UFP company.Bracing ehenvn is for Wteml suppext of truss members only and drys not replace erection and permanent bracing.Refer to Building Complement Safety Information(BCSI)for general guidance regarding storage,delivery,erection and bracing available from SBCA and Trues Plate Institute. Solarmount STANDARD mounting rail Standard asphalt shingle roof Start point at roof center Start point at roof center RNOF R��E Array 83" min 9" 101, - 1 41 1/2" - - - Enginnered Trusses 24"on center 20 1/2"I— — 41 1/2" (V 20 1/2" - - -- w I I Q I 41 1/2"!, 20 1/2"— — - 48" 48" 41 1/2" Future Array Future Array ?4' 48' z .24i 10 T`; Rail 99" 24 ROOF ORW LINE - I Suapowe, 61.39"x41.18"x1.81" l-foot rnounled on Quick foot bases attached to roof structure staggered riot more than 48"apart Note:Rail length and supports quantity may differ depending on actual trusses location Array supports to be Array to be installed on Sun power The centerline of the clips _ Y PP Y P t w wew sm m�ro,n^/^ installed in a staggered the south facing roof of the 61.39" x 41.18"x 1.81 should be 6"to15"from the h 6` ' , ;°„� HAXBY-11124 - LjL) pattern to evenly distribute building centered in end of the side frame. 74 Village Hill Road, the array dead load. provided deeded area. Roof trusses are 24"O.C. 15"max rail cantilever - „ Northampton,MA 01060 ate (PV), HAXBY - Northampton `',°nF:—Va°ey11h°` °,a.`s New construction City of Northampton Roof mounted tuilding Department PV 2.76 kw Plan Review (8) SPR-E21-345's 212 Main Street � Northampton, MA 0106 Bob and Beth Haxby Y- 74 Village Hill Road, UNIT 3S Northampton, MA 01060 Bob Cell:413-320-3439 _ ~ Beth cell:413-348-6273 e-mail: bobhaxby @gmail.com; beth.grams.haxby @gmail.com - Array: (8)SPR-345s in portrait as 4 rows of 2 , mods on designated deeded roof area. s� Mounting: Solarmount on L-feet on quick foot bases Roof Structure: Building designed with PV arrays in mind. See engineer trusses stamped drawings. Roofing Material: New asphalt 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 PhotoVottaics 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. 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 t/hisQAgreement w'th n 21 days of the Proposal date. cab(44 ? 3 Printed Name Date Signature ( IT Title 1� Proposal and Agreement Page 7 of 8 Bob and Beth Haxby,July 29,2015 The Commonwealth of Alassr►cht►setts Print Fora Department of Industrial Accidents -A10 Office oj'Investigations s! I Congress Street, Suite 100 w Boston, MA 02114-2017 www.mass.gov/flirt Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Businessiorganization,/Individual):PIONEER VALLEY PHOTOVOLTAICS COOPERATIVE Address:311 Wells Street, Suite B City/State/Z1 p: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.Z I am a employer with 27 _ 4. ❑ 1 am a general contractor and 1 employees(full and/or part-time).* have hired the sub-contractors 6. ❑ New construction '.❑ I am a sole proprietor or partner- listed on the attached sheet. I 7. [] Rernodeluig ship and have no employees These sub-contractors have I 8. ❑ Demolition working for me in any capacity. employees and have workers' } p } 9. ❑ Buildings addition [No workers' comp. insurance comp. insurance... required.] • ❑ We are a corporation and its 10.7 F,lectricai repairs or additions 3.❑ l am a homeowner doing al I work officers have exercised their 11.❑ Plumbing repairs or additions myself. [No workers' comp. right ofexemption per MGL 12.❑ Roof repairs insurance required.] ` c. 1 52, 51(4),and we have no 13.7 OtherPV System employees. ENo workers' — ---- comp. insurance required.] 'Any applicant that checks box#1 must also fill out the section below showing their,,workers' compensation policy information. ' 1 tomeox%mers who submit this affidavit indicating they are doing all wort:and then hire outside contractors must submit a new affidavit indicating such. :Contractors that check this hox must attached an additional sheet sho\+ing 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. Lie. #: WC 8376525 Expiration Date:01/01/2016 .f 74 Village Hill Road, Unit 3S Northampton, MA 01060 Job Site Address: ,' . _ CityState%Lip: p 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. 1-52 can lead to the imposition of criminal penalties of a tine up to S1,>00.00 and/or one-year imprisonment, as well as civil penalties in the form of a S`I OP WORK ORDER and a tine of up to S250.00 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 ains and jeLalties,u er'ury that the information provided above is true and correct. 5ie7nature: Date: 9/24/2015 Phone#: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 a. 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: Maya FUlford CS-106329 License Number 159 Clark Drive, Giulford VT, 05301 03/14/2016 Address Expiration Date 413-772-8788 Signature Telephone 9.Registered Home Improvement Contractor: Not Applicable ❑ Pioneer Vallev Photovoltaics Cooperative, LLC 140077 Company Name Registration Number 311 Wells Street Suite B Greenfield MA 01301 09/16/2017 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 Exemution 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 SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) ID New House ❑ Addition ❑ Replacement Windows Alterations) ❑ Roofing E]Or Doors Accessory Bldg. ❑ Demolition ❑ New Signs [ED] Decks [Q Siding 1 Other[[2� Brief Description of Proposed Work: Installation or mounting system for solar panels on south side of 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 Robert & Elizabeth Haxby 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) ignature 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 r 06/15/2015 Signature of ne it 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- KNOW YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO Q DON'T KNOW 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 Q YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 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 Q 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 Q NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. n Department use only ity of Northampton Status of Permit V� u uilding Department Curb Cut/Driveway Permit 212 Main Street Sewer/Septic Availability. CO 2 Room 100 Water/Well Availability o ampton, MA 01060 Two Sets of Structural Plans & - 7-1240 Fax 413-587-1272 Plot/Site Plans �c plumb�n on,M�A-01 Northam 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 Map J D / Lot Unit 74 Village Hill Road UNIT 3S, Northampton, MA Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Haxby Robert&Elizabeth 74 Village Hill Rd.Unit 3S,Northampton, MA 01060 Name(Print) Current Mailing Address: 413.348. 6273 See attachment (A) _ Telephone Signature 2.2 Authorized Agent: Pioneer Valley PhotoVoltaics Cooperative,LLC 311 Wells Street, Suite B,Greenfield,MA,01301 Name(Print) Current Mailing Address: 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 $16,240 (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 =0 +2+3+4+5) $16,240 Check Number If 06 This Section For Official Use Only Building Permit Number: Date Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2016-0419 APPLICANT/CONTACT PERSON PIONEER VALLEY PHOTOVOLTAICS ADDRESS/PHONE 311 WELLS ST-SUITE B GREENFIELD01301 (413)772-8788 PROPERTY LOCATION 74 VILLAGE HILL RD UNIT-3S MAP 38A PARCEL 104 001 ZONE PV(100)/SG b(1 00Z 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 ARRAY 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 INFORMATION PRESENTED: proved 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 D i Del Sig re of Buildin Off pal 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. 74 VILLAGE HILL RD UNIT-3S BP-2016-0419 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 38A- 104 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-2016-0419 Project# JS-2016-000474 Est. Cost: $16240.00 Fee: $75.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: PIONEER VALLEY PHOTOVOLTAICS 106329 Lot Size(sq. ft.): 24175.80 Owner: HAXBY ROBERT G&ELIZABETH L G Zoning: PV(100)/SG b(100) Applicant: PIONEER VALLEY PHOTOVOLTAICS AT: 74 VILLAGE HILL RD UNIT - 3S Applicant Address: Phone: Insurance: 311 WELLS ST - SUITE B (413) 772-8788 Workers Compensation GREENFIELDMA01301 ISSUED ON.912912015 0:00:00 TO PERFORM THE FOLLOWING WORK.-INSTALL ROOF MOUNTED SOLAR ARRAY POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 9/29/2015 0:00:00 $75.001 212 Main Street, Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner