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SOV CONDOR ROOF 24090806BR-Condo Project-R-R.K. Miles-Hatfield Quote-093024 SELL roofOVERHANG INFO HEEL HEIGHT GABLE STUDS 00-00-00 24 IN. OC END CUT RETURN PLUMB REQ. ENGINEERING JOBSITE REQ. LAYOUTS JOBSITE 1 1 QUOTE LAYOUT CUTTING GG1 GG1 DATEBY SHIP TO 24 West St Hatfield, MA 01038 R.K. Miles-HatfieldSOLD TO (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / 09/26/24 ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 24090806BR Tyler Pohl Massachusetts / / / Ryan Thompson (413) 247-8300 PAGE 1 SPECIAL INSTRUCTIONS: DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG:Roof Trusses Condo Project-R BUILDING DEPARTMENT Roof Trusses JOB CATEGORY:Single Family Custom LOT # SUBDIV: DATE09/30/24 152-154 South Main Street Northhampton, MA 01062 Ryan Thompson 09/30/24 09/30/24 / / DESIGNER Gerson Garcia QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOT ID TOTALPRICEPRICEUNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,10.0,0.0,10.0 STRESS INCR. 1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,10.0,0.0,10.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN G01 2 8.00 0.00 24-04-00 04-04-002 X 4 2 X 10 COMMON 2 Ply 24-04-00 G02 2 5.00 0.00 50-00-00 01-00-002 X 6 2 X 6 COMMON 2 Ply 50-00-00 G03 2 5.00 0.00 50-00-00 01-00-002 X 6 2 X 6 COMMON 2 Ply 50-00-00 G04 4 5.00 0.00 50-00-00 01-00-00 01-00-002 X 6 2 X 6 COMMON 2 Ply 50-00-00 J01 5.00 0.00 04-10-09 01-00-002 X 4 2 X 4 JACK-CLOSED 4 04-10-09 T01 5.00 0.00 50-00-00 01-00-002 X 6 2 X 6 COMMON 16 50-00-00 T010 8.00 0.00 24-04-00 04-04-0001-00-00 01-00-002 X 4 2 X 4 COMMON 2 24-04-00 T01G 5.00 0.00 50-00-00 01-00-002 X 6 2 X 6 COMMON 2 50-00-00 T02 5.00 0.00 50-00-00 01-00-002 X 6 2 X 6 COMMON 2 50-00-00 T02G 8.00 0.00 20-00-00 01-00-00 01-00-002 X 4 2 X 4 COMMON 2 20-00-00 T03 5.00 0.00 50-00-00 01-00-00 01-00-002 X 6 2 X 6 COMMON 8 50-00-00 T05 8.00 0.00 24-04-00 01-00-00 01-00-002 X 4 2 X 4 COMMON 2 24-04-00 T06 0.00 0.00 03-03-08 2 X 4 2 X 6 FLAT GIRDER 4 03-03-08 T07 4 0.00 0.00 03-03-08 2 X 6 2 X 6 FLAT GIRDER 2 Ply 03-03-08 T08 5.00 0.00 35-07-13 2 X 4 2 X 4 COMMON 2 14-04-0350-00-00 T09 5.00 0.00 35-07-13 01-00-002 X 4 2 X 4 COMMON 2 14-04-0350-00-00 V01 8.00 0.00 22-08-02 2 X 4 2 X 4 VALLEY 2 22-08-02 V02 8.00 0.00 20-02-02 2 X 4 2 X 4 VALLEY 2 20-02-02 V03 8.00 0.00 17-08-02 2 X 4 2 X 4 VALLEY 2 17-08-02 V04 8.00 0.00 15-02-02 2 X 4 2 X 4 VALLEY 2 15-02-02 OVERHANG INFO HEEL HEIGHT GABLE STUDS 00-00-00 24 IN. OC END CUT RETURN PLUMB REQ. ENGINEERING JOBSITE REQ. LAYOUTS JOBSITE 1 1 QUOTE LAYOUT CUTTING GG1 GG1 DATEBY SHIP TO 24 West St Hatfield, MA 01038 R.K. Miles-HatfieldSOLD TO (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / 09/26/24 ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 24090806BR Tyler Pohl Massachusetts / / / Ryan Thompson (413) 247-8300 PAGE 2 SPECIAL INSTRUCTIONS: DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG:Roof Trusses Condo Project-R BUILDING DEPARTMENT Roof Trusses JOB CATEGORY:Single Family Custom LOT # SUBDIV: DATE09/30/24 152-154 South Main Street Northhampton, MA 01062 Ryan Thompson 09/30/24 09/30/24 / / DESIGNER Gerson Garcia QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOT ID TOTALPRICEPRICEUNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,10.0,0.0,10.0 STRESS INCR. 1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,10.0,0.0,10.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN V05 8.00 0.00 12-08-02 2 X 4 2 X 4 VALLEY 2 12-08-02 V06 8.00 0.00 10-02-02 2 X 4 2 X 4 VALLEY 2 10-02-02 V07 8.00 0.00 07-08-02 2 X 4 2 X 4 VALLEY 2 07-08-02 V08 8.00 0.00 05-02-02 2 X 4 2 X 4 VALLEY 2 05-02-02 ROOF SUB-TOTAL: FT-IN-16 ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTALPRICE ITEMS HGUS210-2Hanger 4 HUS210Hanger 18 HUS26-2Hanger 8 LUS24Hanger 12 ITEMS SUB-TOTAL: ACCEPTED BY BUYER PURCHASER: BY:TITLE: JOB ADDRESS: PHONE:DATE: ACCEPTED BY SELLER BY: TITLE: DATE OF ACCEPTANCE: SUB-TOTAL GRAND TOTAL Quote is based on current design values at the time of quote (lumber, EWP, hardware, etc). Should any of these values change prior to completion of this project, reserves the right to adjust the sell price accordingly. QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW / ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms PURCHASE ORDER POLICY: Purchase orders are valid for a period of 30 days. Orders moved past a 30 day period are subject to price review to current market conditions. $23,480.00 Truss Connector Total ListManuf Product QtySimpson HGUS210-2 4Simpson HUS210 18Simpson HUS26-2 8Simpson LUS24 12 Confirm Skylight Dimensions Before Order. Party Wall All the Way to The Top, Per Plan. 24" Louver Space For Window At center of truss, Confirm Before Order. Do not flip truss backward.Notes1) 5/12 & 8/12 Roof Pitch.2) 12" Overhang Dimension.3) 18" & 19" Heel Height Dimension. Cantilever Trusses, Confirm Otherwise Before Order.BBO1BBO2 BBO3BBO4 G01 G01T01GT01T01T01T01T01T01T01T01G02G03T02T03G04G04G03G04T03T03T03T03G04T03T02G02 T01T01T01T01T01T01T01T01T01GT02G T05 T02G T05 T06 T06 T06 T06J01J01J01J01 T07 T07 T07 T07 T08T08T09T09T010 T010T03T03V01 V02 V03 V04 V05 V06 V07 V08 V01 V02 V03 V04 V05 V06 V07 V08HUS26-2LUS24HGUS210-2HUS26-2LUS24HGUS210-2LUS24HUS26-2LUS24HUS26-2HUS210HUS210HUS210HUS210HUS210HUS210HUS210HUS210LUS24HUS210LUS24HUS210HUS210HUS210HUS210HUS210HUS210HUS210HUS210HGUS210-2LUS24HUS26-2LUS24HGUS210-2HUS26-2LUS24HUS210LUS24LUS24LUS24HUS26-2HUS26-22' 4"4' 4"9' 4 1/8"9' 4 1/8"9' 4 1/8"9' 4 1/8"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0"1' 7 1/2"2' 0"1' 6 1/2"2' 0" 2' 0"1' 0" 2' 0"1' 6 1/2"2' 0" 2' 0" 2' 0"1' 10 1/2"1' 8"1' 10 1/2"1' 1 1/2"2' 0"1' 10 1/2"1' 8"1' 10 1/2"1' 9" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 20' 0" 3' 10" 17' 7 1/2" 3' 6 1/2" 5' 0" 3' 6 1/2" 10' 4" 3' 6 1/2" 5' 0" 3' 6 1/2" 17' 10 1/2" 5' 7" 5' 7" 5' 7" 5' 7" 3' 10" 20' 0"3' 9" 50' 3"54' 0" 1' 0"1' 0" 1' 0" 3' 9" 50' 3"1' 8"1' 0" 1' 1"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 8"1' 0" 1' 1"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 3' 3 1/2"1' 8"20' 0" 30' 0" 20' 0" 70' 0" 9"11 1/2"9" 9"6' 0" 3' 3 1/2" 3' 3 1/2" 3' 3 1/2"TrussTrax.ufpi.comLEFT END OF TRUSS IS NOTED AS (TYPICAL) Roof Truss @ 24" O.C. U.N.O. ROOF TRUSS NOTES:This drawing is property of UFP Site Built, LLC.Any unauthorized use of this document withoutwritten permission is prohibited. UFP relinquishesownership of delivered product upon delivery.Owner of product must obtain UFP's authorizationprior to any alteration or modification of product;UFP will not be held responsible for anyunauthorized modifications done or costs incurredwithout prior written authorization from UFP.152-154 South Main StreetNorthampton, MA, 01062Condo Project-RREVISIONSDATE DESCRIPTION DSN- - -- - -- - -- - -- - -- - -- - -- - - 24090806BR STRUC DATE JOB #: DESIGNER GJVG ARCH DATE LAYOUT DATE 09/26/2024 09/27/2024 SCALE:N.T.S.THIS IS A TRUSS/COMPONENT PLACEMENT DIAGRAM (TPD) ONLY; NOT AN ENGINEERED DOCUMENT. Trusses are designed as individual buildingcomponents tobe incorporated into the building design at the specification of thebuilding designer. See individual truss design drawings (TDD's) foreach truss designidentified on the TPD. The building designer is responsible for temporaryand permanent bracing of the roof and floor system and for the overall structure. The design of the support structure including but not limited to headers, beams, walls, and columns is also the responsibility of the building designer. For general guidanceregarding installation and bracing, consult "Building Component Safety Information" (BCSI) available from the SBC Association (www.sbcacomponents.com). It is the responsibility of the General Contractor to verify that the provided component layout matches the final intended construction plans, loading conditions, and use. Ifthey do not, it is the responsibility of the General Contractor to notify UFP and provide plans containing the latest specifications and designs. UFP will not be responsible for plan changes by others after final approval of shop drawings, or for errors or modifications made on-site during construction. DO NOT CUT, NOTCH,DRILL, OR OTHERWISE "REPAIR" MANUFACTURED TRUSSES IN ANY WAY WITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. The Framer is responsible to verify all dimensions, including adjusting member spacing within tolerances to allow for the drop and rise ofplumbing/HVAC, unless noted otherwise. Truss-to-wall connections, if shown, are for uplift only and do not consider lateral loads. All connectors on this project are to be installed per the connector manufacturer's specifications. All connectors shown that are not truss-to-truss are suggestions only and are to be verified by theBuilding Designer or Engineer of Record for suitability to this particular project. UFP accepts no responsibility for the specific application or suitability of any connector that is not truss-to-truss as they apply to this specific structure. ROOF TRUSS PLACEMENT PLAN (315) 253-2758(413) 213-3722(856) 767-0043(800) 488-2811(800) 333-2092(800) 828-2906(607) 563-1556(603) 824-9690UFP AuburnUFP ChicopeeUFP BerlinUFP GordonUFP HudsonUFP New WindsorUFP SidneyUFP Wilton Scale = 1:85.1 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x10 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 15-5,11-9,3-18,7-13:2x4 SPF 2100F 1.8E, 10-9:2x8 SP 2400F 2.0E, 21-1:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,19-20. WEBS 1 Row at midpt 6-15, 4-18 REACTIONS (size)10=5-08, (min. 1-15), 19=5-08, (min. 3-10) Max Horiz 19=267 (LC 7) Max Uplift 10=-1980 (LC 11), 19=-2494 (LC 10) Max Grav 10=13201 (LC 17), 19=13677 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-9096/1443, 6-7=-13054/2030, 7-8=-13229/2010, 8-9=-11137/1672, 2-3=-1092/17, 3-4=-5448/773, 4-5=-9028/1457, 9-10=-11991/1806 BOT CHORD 18-19=-180/883, 17-18=-930/6238, 16-17=-930/6238, 16-22=-930/6238, 15-22=-930/6238, 15-23=-1386/9919, 14-23=-1386/9919, 14-24=-1386/9919, 13-24=-1386/9919, 13-25=-1608/10991, 12-25=-1608/10991, 12-26=-1372/9168, 11-26=-1372/9168, 10-11=-180/1105 WEBS 5-15=-1505/9550, 4-15=-491/2549, 6-15=-5009/919, 3-19=-10787/1748, 7-12=-91/280, 4-17=-287/1988, 6-14=-447/3036, 2-20=-1837/114, 8-11=-3402/511, 2-19=-83/1383, 8-12=-393/2831, 9-11=-1457/9854, 3-18=-1396/8836, 7-13=-473/187, 4-18=-6676/1114, 6-13=-575/3292 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 4-00 oc, 2x8 - 2 rows staggered at 9-00 oc, 2x6 - 2 rows staggered at 9-00 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 4-00 oc. Web connected as follows: 2x4 - 1 row at 9-00 oc, Except member 5-15 2x4 - 1 row at 7-00 oc, member 4-17 2x4 - 2 rows staggered at 9-00 oc, member 8-11 2x4 - 2 rows staggered at 2-00 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)All plates are MT20 plates unless otherwise indicated. 7)The Fabrication Tolerance at joint 15 = 16% 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Bearing at joint(s) 19, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide metal plate or equivalent at bearing(s) 19 to support reaction shown. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2494 lb uplift at joint 19 and 1980 lb uplift at joint 10. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)Use Simpson Strong-Tie LUS24 (4-SD9112 Girder, 2- SD9212 Truss, Single Ply Girder) or equivalent at 1-1-4 from the left end to connect truss(es) to back face of bottom chord. 15)Use Simpson Strong-Tie HUS26-2 (4-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 3-0-8 from the left end to connect truss(es) to back face of bottom chord. 16)Use Simpson Strong-Tie HGUS210-2 (46-10d Girder, 16-10d Truss) or equivalent at 6-7-0 from the left end to connect truss(es) to back face of bottom chord. 17)Use Simpson Strong-Tie HUS210 (30-10d Girder, 10-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-3-4 from the left end to 22-3-4 to connect truss(es) to back face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 5-9=-90, 1-5=-90, 10-28=-20, 21-28=-20 Concentrated Loads (lb) Vert: 15=-2695 (B), 17=-2695 (B), 11=-2695 (B), 18=-3004 (B), 22=-2695 (B), 23=-2695 (B), 24=-2695 (B), 25=-2695 (B), 26=-2695 (B), 27=137 (B), 28=192 (B) Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton G01 Common Girder 2 224090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:44 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:uqZRaI38BRhiBjdvXxn7mLyZR0r-_BSTDXRzykQcbVN?cELXysxkZKXDZap3ElNJfGyZO7j This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x6 =3x8 =5x6 =3x6 =12x12 =8x8 =12x12 =M18AHS 3x12=6x10 =MT20HS 7x14 =8x8 =M18AHS 12x18 =3x8 =6x10 =10x12 =3x6 =10x12 =5x6 =12x12 =8x12 =6x8LUS24 HUS26-2 HGUS210-2 HUS210 HUS210 HUS210 HUS210 HUS210 HUS210 HUS210 HUS210 132127202819181716221523142425 1226 11 10 1 9 2 8 3 7 64 5 T1 T1 W13 W1 B3 B1 B2 W10 W9 W9 W5 W11 W8 W8 W3 W3 W4 W4 W2 W12 W6 W6 W7 W7 3-00-08 3-06-08 2-03-06 2-03-06 2-03-06 22-00-10 2-03-06 4-06-12 2-03-06 24-04-00 3-09-10 19-09-04 3-09-10 8-04-06 3-09-10 12-02-00 3-09-10 15-11-10 2-12 4-06-12 3-10 24-04-00 1-08-15 19-09-04 1-08-15 6-03-11 1-11-12 24-00-06 2-00-11 18-00-05 2-00-11 8-04-06 2-00-10 4-04-00 2-03-06 22-00-10 2-03-06 2-03-06 3-09-10 12-02-00 3-09-10 15-11-101-09-009-10-05Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL)-0.14 14-15 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.34 Vert(CT)-0.21 14-15 >999 240 MT20HS 187/143 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(CT)0.03 10 n/a n/a M18AHS 142/136 BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.07 14-15 >999 240 BCDL 10.0 Weight: 447 lb FT = 20% Scale = 1:85.6 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 21-24:2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 24-2,13-12:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)13= Mechanical, (min. 1-08), 24=5-08, (min. 2-06) Max Horiz 24=166 (LC 10) Max Uplift 13=-476 (LC 11), 24=-711 (LC 10) Max Grav 13=3024 (LC 1), 24=3771 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5772/1067, 3-4=-6276/1105, 4-5=-5379/904, 5-25=-5263/907, 6-25=-5161/921, 6-7=-4049/715, 7-8=-4049/714, 8-26=-4578/787, 9-26=-4679/773, 9-10=-4796/770, 10-11=-5205/838, 11-12=-4806/753, 2-24=-3570/698, 12-13=-2911/489 BOT CHORD 24-27=-311/690, 23-27=-311/690, 22-23=-1089/5212, 22-28=-1039/5740, 21-28=-1039/5740, 20-21=-1039/5740, 20-29=-756/4858, 19-29=-756/4858, 18-19=-484/4319, 17-18=-484/4319, 16-17=-643/4730, 15-16=-643/4730, 14-15=-657/4339, 13-14=-83/423 WEBS 3-23=-882/134, 6-20=-261/1363, 7-19=-385/2422, 4-22=-96/498, 6-19=-2201/539, 8-17=-68/496, 11-14=-811/191, 10-17=-526/236, 4-20=-1130/363, 8-19=-1369/356, 3-22=-19/661, 11-15=-65/509, 2-23=-795/4622, 12-14=-586/4003 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Web connected as follows: 2x4 - 1 row at 9-00 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7)All plates are 4x4 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10)Refer to girder(s) for truss to truss connections. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 13 and 711 lb uplift at joint 24. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent at 4-11-5 from the left end to connect truss(es) to front face of bottom chord. 14)Use Simpson Strong-Tie HUS26-2 (4-16d Girder, 4-16d Truss) or equivalent at 14-5-11 from the left end to connect truss(es) to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-90, 2-7=-90, 7-12=-90, 13-24=-20 Concentrated Loads (lb) Vert: 27=-282 (F), 28=-953 (F) Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton G02 Common Girder 2 224090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:45 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:J7gb_frUHxo1Ks1df2wB_ayZRYh-SN0rRtSbj2YTDfyBAxsmV3TyOkm_I1DDTP7tBiyZO7i This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =5x8 =5x6 =4x6 =5x6 =5x6 =4x8 =4x6 =4x6 =4x6 =5x6 =5x8 =3x4 LUS24 HUS26-2 24 2723 22 28 21 20 29 19 18 17 16 15 14 13 1 122 113 104 5 9 262586 7 T2 T1 T2 T3 W1 W1 B2 B3 B2 B1 W3 W7 W9 W5 W5 W8 W7 W3 W6 W6 W8 W4 W4 W2 W2 1-00-00 -1-00-00 5-06-00 44-06-00 5-06-00 10-11-15 5-06-00 50-00-00 5-06-00 5-06-00 7-00-00 18-00-00 7-00-00 39-00-01 7-00-00 25-00-00 7-00-00 32-00-00 5-06-00 44-06-00 5-06-00 10-11-15 5-06-00 50-00-00 5-06-00 5-06-00 7-00-00 32-00-00 7-00-00 18-00-00 7-00-00 25-00-00 7-00-00 39-00-011-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL)-0.23 20-22 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.82 Vert(CT)-0.37 20-22 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.98 Horz(CT)0.09 13 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.13 20-22 >999 240 BCDL 10.0 Weight: 619 lb FT = 20% Scale = 1:85.6 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 21-24:2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 24-2,13-12:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14. REACTIONS (size)13= Mechanical, (min. 1-08), 14=5-08, (min. 3-02), 24=5-08, (min. 2-02) Max Horiz 24=166 (LC 10) Max Uplift 13=-555 (LC 17), 14=-603 (LC 11), 24=-654 (LC 10) Max Grav 13=116 (LC 10), 14=3949 (LC 1), 24=3305 (LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4984/970, 3-4=-5302/987, 4-5=-4335/775, 5-25=-4186/778, 6-25=-4113/792, 6-7=-2926/558, 7-8=-2926/580, 8-26=-2648/492, 9-26=-2755/477, 9-10=-2866/475, 10-11=-1649/297, 11-12=-212/1349, 2-24=-3116/643, 12-13=-83/576 BOT CHORD 24-27=-302/614, 23-27=-302/614, 22-23=-1000/4490, 22-28=-929/4836, 21-28=-929/4836, 20-21=-929/4836, 20-29=-637/3905, 19-29=-637/3905, 18-19=-245/2543, 17-18=-245/2543, 16-17=-134/1432, 15-16=-134/1432, 14-15=-1134/235 WEBS 7-19=-283/1569, 3-23=-729/115, 6-20=-268/1428, 4-22=-108/579, 10-15=-1864/310, 6-19=-2259/548, 8-17=-743/202, 10-17=-215/1463, 4-20=-1226/374, 8-19=-262/438, 3-22=0/466, 11-14=-3539/605, 2-23=-713/3963, 12-14=-1186/219, 11-15=-403/3182 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Web connected as follows: 2x4 - 1 row at 9-00 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7)All plates are 4x4 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10)Refer to girder(s) for truss to truss connections. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 lb uplift at joint 13, 654 lb uplift at joint 24 and 603 lb uplift at joint 14. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent at 4-11-5 from the left end to connect truss(es) to front face of bottom chord. 14)Use Simpson Strong-Tie HUS26-2 (4-16d Girder, 4-16d Truss) or equivalent at 14-5-11 from the left end to connect truss(es) to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-90, 2-7=-90, 7-12=-90, 13-24=-20 Concentrated Loads (lb) Vert: 27=-282 (F), 28=-953 (F) Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton G03 Common Girder 2 224090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:45 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:7Cx9_T5btu_quKIi00pfTWyZRZf-SN0rRtSbj2YTDfyBAxsmV3TyZknJI1pDTP7tBiyZO7i This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =5x8 =5x6 =4x6 =5x6 =5x6 =4x8 =4x6 =4x6 =4x6 =4x6 =4x6 =5x8 =3x4 LUS24 HUS26-2 24 2723 22 28 21 20 29 19 18 17 16 15 14 13 1 122 3 11 104 5 9 262586 7 T2 T1 T2 T3 W1 W1 B2 B3 B2 B1 W9 W3 W7 W5 W5 W8 W7 W6 W6 W8 W4 W11 W2 W12 W10 1-00-00 -1-00-00 4-09-03 43-09-04 5-06-00 10-11-15 5-06-00 5-06-00 6-02-12 50-00-00 7-00-00 18-00-00 7-00-00 39-00-01 7-00-00 25-00-00 7-00-00 32-00-00 2-12 44-00-00 4-09-03 43-09-04 5-06-00 10-11-15 5-06-00 5-06-00 6-00-00 50-00-00 7-00-00 32-00-00 7-00-00 18-00-00 7-00-00 25-00-00 7-00-00 39-00-011-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL)-0.18 20-22 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.74 Vert(CT)-0.29 20-22 >999 240 TCDL 10.0 Rep Stress Incr NO WB 1.00 Horz(CT)0.05 13 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.11 20-22 >999 240 BCDL 10.0 Weight: 620 lb FT = 20% Scale = 1:86.6 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 22-25:2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 25-2,14-12:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)14=5-08, (min. 2-07), 25=5-08, (min. 2-06) Max Horiz 25=-157 (LC 11) Max Uplift 14=-508 (LC 11), 25=-712 (LC 10) Max Grav 14=3136 (LC 1), 25=3770 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5770/1067, 3-4=-6273/1105, 4-5=-5376/904, 5-26=-5260/907, 6-26=-5158/921, 6-7=-4046/714, 7-8=-4046/714, 8-27=-4571/786, 9-27=-4675/772, 9-10=-4790/770, 10-11=-5155/841, 11-12=-4933/772, 2-25=-3569/698, 12-14=-3021/527 BOT CHORD 25-28=-303/690, 24-28=-303/690, 23-24=-1080/5209, 23-29=-1030/5737, 22-29=-1030/5737, 21-22=-1030/5737, 21-30=-747/4855, 20-30=-747/4855, 19-20=-466/4315, 18-19=-466/4315, 17-18=-622/4715, 16-17=-622/4715, 15-16=-643/4429, 14-15=-123/598 WEBS 7-20=-385/2421, 3-24=-882/134, 6-21=-261/1363, 4-23=-96/495, 6-20=-2217/539, 8-18=-65/490, 10-18=-512/233, 4-21=-1130/363, 8-20=-1367/357, 3-23=-19/660, 11-15=-692/165, 11-16=-54/428, 2-24=-795/4620, 12-15=-529/3897 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Web connected as follows: 2x4 - 1 row at 9-00 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7)All plates are 4x4 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 14 and 712 lb uplift at joint 25. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent at 4-11-5 from the left end to connect truss(es) to front face of bottom chord. 13)Use Simpson Strong-Tie HUS26-2 (4-16d Girder, 4-16d Truss) or equivalent at 14-5-11 from the left end to connect truss(es) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-90, 2-7=-90, 7-12=-90, 12-13=-90, 14-25=-20 Concentrated Loads (lb) Vert: 28=-282 (F), 29=-953 (F) Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton G04 Common Girder 4 224090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:46 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:C4Dx2kgJB7uP1?DONkyJ4cyZRJQ-waaDeDTDUMgKrpXOjfN?1H07676D1ULMh3sQk8yZO7h This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =5x8 =5x6 =4x6 =5x6 =5x6 =4x8 =4x6 =4x6 =4x6 =5x6 =6x8 =3x4 LUS24 HUS26-2 25 2824 23 29 22 21 30 20 19 18 17 16 15 14 131122 3 11 104 95 272686 7 T2 T1 T2 T1 W1 W1 B2 B2 B1 B3 W9 W3 W7 W5 W5 W8 W7 W6 W6 W8 W4 W11 W10 W2 W12 1-00-00 51-00-00 1-00-00 -1-00-00 4-09-03 43-09-04 5-06-00 10-11-15 5-06-00 5-06-00 6-02-12 50-00-00 7-00-00 18-00-00 7-00-00 39-00-01 7-00-00 25-00-00 7-00-00 32-00-00 4-09-03 43-09-04 5-06-00 10-11-15 5-06-00 5-06-00 6-02-12 50-00-00 7-00-00 32-00-00 7-00-00 18-00-00 7-00-00 25-00-00 7-00-00 39-00-011-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL)-0.23 21-23 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.82 Vert(CT)-0.37 21-23 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.98 Horz(CT)0.09 14 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.13 21-23 >999 240 BCDL 10.0 Weight: 624 lb FT = 20% Scale = 1:31.9 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4= Mechanical, (min. 1-08), 5=5-08, (min. 1-08) Max Horiz 5=145 (LC 9) Max Uplift 4=-66 (LC 9), 5=-66 (LC 12) Max Grav 4=267 (LC 19), 5=379 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-333/177 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be User Defined crushing capacity of 425 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 5 and 66 lb uplift at joint 4. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton J01 Jack-Closed 4 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:46 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:Asx8PYuZSCEsD0R7uUCbG2yZoCX-waaDeDTDUMgKrpXOjfN?1H04_7Fg1jOMh3sQk8yZO7h This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =2x4 =3x4 =4x4 =2x4 5 4 1 2 6 3 W1 T1 W3 B1 W2 1-00-00 -1-00-00 4-10-09 4-10-09 4-10-093-06-061-06-003-06-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.03 4-5 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.22 Vert(CT)-0.05 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight: 22 lb FT = 20% Scale = 1:85.6 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 24-2,13-12:2x8 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-9 oc bracing: 22-23 9-2-1 oc bracing: 20-22. WEBS 1 Row at midpt 6-19, 10-17, 4-20, 8-19 REACTIONS (size)13= Mechanical, (min. 1-08), 24=5-08, (min. 4-07) Max Horiz 24=166 (LC 12) Max Uplift 13=-405 (LC 13), 24=-439 (LC 12) Max Grav 13=2715 (LC 1), 24=2836 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-4212/650, 3-25=-4084/668, 3-4=-4514/755, 4-5=-4086/735, 5-26=-3970/748, 6-26=-3868/751, 6-27=-3334/686, 7-27=-3205/711, 7-28=-3205/711, 8-28=-3334/686, 8-29=-3870/756, 9-29=-3973/741, 9-10=-4088/739, 10-11=-4543/771, 11-12=-4228/695, 2-24=-2730/535, 12-13=-2607/465 BOT CHORD 23-24=-252/494, 22-23=-682/3777, 21-22=-652/4112, 20-21=-652/4112, 20-30=-483/3664, 19-30=-483/3664, 18-19=-428/3667, 17-18=-428/3667, 16-17=-527/4118, 15-16=-527/4118, 14-15=-544/3808, 13-14=-77/399 WEBS 3-23=-698/160, 6-20=-61/499, 7-19=-303/1878, 6-19=-1361/348, 8-17=-61/504, 11-14=-729/174, 10-17=-578/216, 4-20=-574/216, 8-19=-1383/349, 3-22=-40/426, 11-15=-38/405, 2-23=-440/3362, 12-14=-495/3492 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-0-0, Interior (1) 4-0-0 to 20-0-0, Exterior (2) 20-0-0 to 30-0-0, Interior (1) 30-0-0 to 44-6-0, Exterior (2) 44-6-0 to 49-8-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 4x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 24 and 405 lb uplift at joint 13. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T01 Common 16 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:46 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:9mvKO51fuhoD61b_sw?MXByZSTr-waaDeDTDUMgKrpXOjfN?1H03577J1WKMh3sQk8yZO7h This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =3x8 =6x10 =8x8 =4x6 =5x6 =5x6 =5x8 =5x6 =4x6 =5x6 =8x8 =6x10 =3x8 24 23 22 21 20 30 19 18 17 16 15 14 13 1 122 25 113 104 95 292686 2827 7 T2 T1 T2 T3 W1 W1 B2 B3 B2 B1 W3 W7 W9 W5 W5 W8 W7 W3 W6 W6 W8 W4 W4 W2 W2 1-00-00 -1-00-00 5-06-00 44-06-00 5-06-00 10-11-15 5-06-00 50-00-00 5-06-00 5-06-00 7-00-00 18-00-00 7-00-00 39-00-01 7-00-00 25-00-00 7-00-00 32-00-00 5-06-00 44-06-00 5-06-00 10-11-15 5-06-00 50-00-00 5-06-00 5-06-00 7-00-00 32-00-00 7-00-00 18-00-00 7-00-00 25-00-00 7-00-00 39-00-011-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)-0.29 17-19 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.75 Vert(CT)-0.46 17-19 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(CT)0.16 13 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.15 19-20 >999 240 BCDL 10.0 Weight: 312 lb FT = 20% Scale = 1:85.6 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x8 SP 2400F 2.0E OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 16-46, 15-47, 14-48, 13-49, 17-44, 18-43, 19-42 REACTIONS All bearings 50-00-00. (lb) -Max Horiz 60=166 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 31, 33, 34, 35, 36, 37, 39, 40, 41, 42, 43, 44, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58 except 32=-294 (LC 13), 59=-369 (LC 12), 60=-105 (LC 17) Max Grav All reactions 250 (lb) or less at joint (s) 32, 33, 34, 35, 36, 37, 39, 40, 46, 52, 53, 54, 55, 56, 57, 58, 59 except 31=301 (LC 13), 41=272 (LC 20), 42=323 (LC 20), 43=329 (LC 20), 44=328 (LC 20), 47=325 (LC 19), 48=325 (LC 19), 49=320 (LC 19), 50=270 (LC 19), 60=412 (LC 24) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-60=-333/60, 2-3=-260/85, 11-12=-100/265, 12-13=-114/305, 13-62=-129/344, 14-62=-121/351, 14-15=-145/419, 15-16=-154/467, 16-17=-154/467, 17-18=-145/419, 18-63=-121/351, 19-63=-129/344, 19-20=-114/305, 20-21=-100/265 WEBS 15-47=-284/104, 14-48=-285/157, 13-49=-280/100, 17-44=-287/104, 18-43=-288/157, 19-42=-283/100 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) -1-0-0 to 4-0-0, Exterior (2) 4-0-0 to 20-0-0, Corner (3) 20-0-0 to 30-0-0, Exterior (2) 30-0-0 to 44-8-6, Corner (3) 44-8-6 to 49-8-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 31, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 37, 36, 35, 34, 33 except (jt=lb) 60=105, 59=369, 32=294. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T01G Common Supported Gable 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:47 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:X?6mwmhmY4bpcnZ08bmfwnyZSDV-Om8brZUrFfoBSz5aHMuEaUZLiXc7m6yVwjczGayZO7g This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =3x4 =3x4 =4x6 =4x6 =5x6 =4x6 =4x6 =4x6 =3x4 =3x4 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 1 302293 2846127564 266 257 248 23922102111 2012 191363621814 1715 16 W1 T2 T1 T2 T3 W1 B1 B3 B3 B2 ST13 ST12 ST11 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1 ST12 ST11 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1 1-00-00 -1-00-00 25-00-00 50-00-00 25-00-00 25-00-00 50-00-001-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT)0.01 31 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR BCDL 10.0 Weight: 360 lb FT = 20% Scale = 1:85.8 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 24-2,13-12:2x8 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 8-17, 4-20, 8-19 REACTIONS (size)13= Mechanical, (min. 1-08), 14=5-08, (min. 5-06), 24=5-08, (min. 3-13) Max Horiz 24=166 (LC 12) Max Uplift 13=-392 (LC 19), 14=-472 (LC 13), 24=-398 (LC 12) Max Grav 13=74 (LC 12), 14=3410 (LC 1), 24=2437 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3548/544, 3-25=-3420/562, 3-4=-3707/624, 4-5=-3200/591, 5-26=-3052/605, 6-26=-2977/608, 6-27=-2376/537, 7-27=-2245/561, 7-28=-2245/561, 8-28=-2377/537, 8-29=-2223/499, 9-29=-2330/484, 9-10=-2441/483, 10-11=-1513/296, 11-30=-117/1052, 12-30=-137/935, 2-24=-2340/472, 12-13=-42/420 BOT CHORD 23-24=-245/434, 22-23=-618/3170, 21-22=-573/3345, 20-21=-573/3345, 20-31=-398/2856, 19-31=-398/2856, 18-19=-194/2151, 17-18=-194/2151, 16-17=-112/1310, 15-16=-112/1310, 14-15=-863/171 WEBS 7-19=-190/1150, 3-23=-566/146, 6-20=-67/550, 10-15=-1548/278, 6-19=-1410/354, 8-17=-555/159, 10-17=-144/1123, 4-20=-658/225, 8-19=-446/255, 3-22=-16/257, 11-15=-317/2684, 2-23=-382/2807, 12-14=-937/242, 11-14=-3053/504 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-0-0, Interior (1) 4-0-0 to 20-0-0, Exterior (2) 20-0-0 to 30-0-0, Interior (1) 30-0-0 to 44-8-6, Exterior (2) 44-8-6 to 49-8-6 zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 4x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 13, 398 lb uplift at joint 24 and 472 lb uplift at joint 14. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T02 Common 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:47 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:vDHJS4FlXU2pMcZnyydJ7fyZRec-Om8brZUrFfoBSz5aHMuEaUZEWXUbm_NVwjczGayZO7g This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =4x8 =6x8 =6x6 =4x4 =4x4 =4x4 =4x6 =4x6 =4x4 =4x4 =5x6 =4x8 =4x6 =4x4 =4x4 =4x6 =4x6 =4x4 =6x6 =6x8 =4x6 =5x8 =4x10 24 23 22 21 20 31 19 18 17 16 15 14 13 1 122 25 30311 104 5 9 292686 2827 7 T2 T1 T2 T3 W1 W1 B2 B3 B2 B1 W9 W3 W7 W5 W5 W8 W7 W6 W6 W8 W4 W10 W2 W12 W11 1-00-00 -1-00-00 4-09-03 43-09-04 5-06-00 10-11-15 5-06-00 5-06-00 6-02-12 50-00-00 7-00-00 18-00-00 7-00-00 39-00-01 7-00-00 25-00-00 7-00-00 32-00-00 2-12 44-00-00 4-09-03 43-09-04 5-06-00 10-11-15 5-06-00 5-06-00 6-00-00 50-00-00 7-00-00 32-00-00 7-00-00 18-00-00 7-00-00 25-00-00 7-00-00 39-00-011-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL)-0.18 20-22 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.30 20-22 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.09 13 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.10 20-22 >999 240 BCDL 10.0 Weight: 312 lb FT = 20% Scale = 1:56.7 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 20-00-00. (lb) -Max Horiz 28=256 (LC 11) Max Uplift All uplift 100 (lb) or less at joint(s) 18, 19, 25, 26 except 16=-260 (LC 9), 17=-296 (LC 8), 21=-123 (LC 13), 24=-122 (LC 12), 27=-322 (LC 9), 28=-291 (LC 8) Max Grav All reactions 250 (lb) or less at joint (s) 18, 19, 25, 26 except 16=353 (LC 22), 17=339 (LC 11), 21=271 (LC 20), 22=301 (LC 20), 23=301 (LC 19), 24=271 (LC 19), 27=367 (LC 10), 28=378 (LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-289/172, 6-7=-200/284, 9-10=-200/284, 14-16=-289/153 WEBS 7-23=-257/13, 9-22=-257/13 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) -1-0-0 to 2-0-0, Exterior (2) 2-0-0 to 6-10-4, Corner (3) 6-10-4 to 13-1-12, Exterior (2) 13-1-12 to 18-0-0, Corner (3) 18-0-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 25, 26, 19, 18 except (jt=lb) 28=290, 16=259, 24=122, 27=321, 21=123, 17=296. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T02G Common Supported Gable 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:48 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:6RW2zxnv8JfTfxKJ?lkEkeyZS0T-Om8brZUrFfoBSz5aHMuEaUZJPXb8m7BVwjczGayZO7g This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =3x4 =3x6 =3x4 =3x4 =3x4 28 27 26 25 24 23 22 21 20 19 18 17 16 1 15 2 14 3 13 4 12 115 29 30106 97 8 W1 T1 T1 W1 B1 B2 ST5 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 2-00-00 1-00-00 -1-00-00 1-00-00 21-00-00 10-00-00 10-00-00 10-00-00 20-00-00 20-00-001-09-008-05-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.14 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(CT)0.00 16 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR BCDL 10.0 Weight: 107 lb FT = 20% Scale = 1:86.6 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 25-2,14-12:2x8 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. WEBS 1 Row at midpt 6-20, 10-18, 4-21, 8-20 REACTIONS (size)14=5-08, (min. 4-07), 25=5-08, (min. 4-07) Max Horiz 25=-156 (LC 13) Max Uplift 14=-439 (LC 13), 25=-439 (LC 12) Max Grav 14=2834 (LC 1), 25=2834 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-4210/646, 3-26=-4082/664, 3-4=-4510/750, 4-5=-4083/729, 5-27=-3966/730, 6-27=-3864/745, 6-28=-3330/680, 7-28=-3201/704, 7-29=-3201/704, 8-29=-3330/680, 8-30=-3864/745, 9-30=-3966/730, 9-10=-4083/729, 10-11=-4510/750, 11-31=-4082/664, 12-31=-4210/646, 2-25=-2728/532, 12-14=-2728/532 BOT CHORD 24-25=-243/495, 23-24=-672/3775, 22-23=-642/4109, 21-22=-642/4109, 21-32=-474/3661, 20-32=-474/3661, 19-20=-387/3661, 18-19=-387/3661, 17-18=-487/4109, 16-17=-487/4109, 15-16=-516/3775, 14-15=-94/494 WEBS 3-24=-698/160, 6-21=-61/499, 7-20=-298/1875, 6-20=-1378/348, 8-18=-62/503, 11-15=-698/159, 10-18=-574/216, 4-21=-574/216, 8-20=-1378/348, 3-23=-40/425, 11-16=-40/425, 2-24=-440/3360, 12-15=-432/3360 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-0-0, Interior (1) 4-0-0 to 20-0-0, Exterior (2) 20-0-0 to 30-0-0, Interior (1) 30-0-0 to 46-0-0, Exterior (2) 46-0-0 to 51-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 4x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 14 and 439 lb uplift at joint 25. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T03 Common 8 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:48 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:DDMxw1BcHkatRG7gp?twAnyZRUN-syi_3vUU0zw247gmr4QT7i5PYxooVRKf9NLXo1yZO7f This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =3x8 =5x10 =6x8 =4x6 =5x6 =5x6 =5x8 =5x6 =4x6 =5x6 =6x8 =5x10 =3x8 25 24 23 22 21 32 20 19 18 17 16 15 14 131122 3126113 104 95 302786 2928 7 T2 T1 T2 T1 W1 W1 B2 B3 B2 B1 W3 W7 W9 W5 W5 W8 W7 W3 W6 W6 W8 W4 W4 W2 W2 1-00-00 51-00-00 1-00-00 -1-00-00 5-06-00 44-06-00 5-06-00 10-11-15 5-06-00 50-00-00 5-06-00 5-06-00 7-00-00 18-00-00 7-00-00 39-00-01 7-00-00 25-00-00 7-00-00 32-00-00 5-06-00 44-06-00 5-06-00 10-11-15 5-06-00 50-00-00 5-06-00 5-06-00 7-00-00 32-00-00 7-00-00 18-00-00 7-00-00 25-00-00 7-00-00 39-00-011-06-0011-11-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL)-0.29 20-21 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.75 Vert(CT)-0.46 20-21 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT)0.16 14 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.15 20-21 >999 240 BCDL 10.0 Weight: 313 lb FT = 20% Scale = 1:70.1 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 23-22:2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 12-25 JOINTS 1 Brace at Jt(s): 16, 14, 10, 8 REACTIONS (size)22=5-08, (min. 1-12), 25=5-08, (min. 2-04) Max Horiz 25=295 (LC 11) Max Uplift 22=-174 (LC 13), 25=-254 (LC 12) Max Grav 22=1097 (LC 1), 25=1754 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 17-18=-608/181, 18-19=-831/168, 20-28=-286/139, 20-22=-401/200, 5-6=-58/993, 6-8=-237/764, 8-10=-181/823, 10-12=-118/924, 12-14=-899/271, 14-16=-766/228, 16-17=-713/242 BOT CHORD 25-26=-770/236, 24-25=-93/629, 23-24=-77/742, 22-23=-77/742 WEBS 3-26=-349/36, 6-25=-443/222, 17-24=-83/419, 12-25=-1859/304, 19-22=-869/87, 5-26=-129/772, 3-5=-177/259 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-2-0, Interior (1) 2-2-0 to 9-2-0, Exterior (2) 9-2-0 to 15-2-0, Interior (1) 15-2-0 to 22-4-0, Exterior (2) 22-4-0 to 25-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 22 and 254 lb uplift at joint 25. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T05 Common Structural Gable 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:48 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:McHycpiFVKtZXeFm4PKFJxyZR7m-syi_3vUU0zw247gmr4QT7i5PaxsDVS5f9NLXo1yZO7f This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =3x6 =3x4 =3x6 =5x12 =4x10 =3x4 =5x6 =4x4 =4x6 =3x8 =3x4 =3x4 =4x4 =3x8 =4x4 27 26 25 24 23 22 1 21 5 2026 8 283 104 1912147 16911 18 1713 15 T3 T1 T3 T1 W1 W1 T2 B1 B2 ST3 W6 W5 W5 W4 W7 W3 W2 ST5 ST4 ST4 ST4 ST2 ST1 1-00-00 25-04-00 1-00-00 -1-00-00 2-01-12 4-03-12 8-00 9-05-14 2-02-00 2-02-00 3-04-02 15-06-02 3-08-00 19-02-02 2-08-02 12-02-00 5-01-14 24-04-00 4-06-02 8-09-14 2-03 4-06-03 2-02-00 4-04-00 2-02-00 2-02-00 9-09-13 14-04-00 10-00-00 24-04-009-10-051-09-007-055-10-121-08-131-08-136-06-018-02-141-07-079-10-05Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)-0.20 22-24 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.40 22-24 >592 240 TCDL 10.0 Rep Stress Incr YES WB 0.71 Horz(CT)0.02 22 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.01 24-25 >999 240 BCDL 10.0 Weight: 146 lb FT = 20% Scale = 1:33.9 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)3= Mechanical, (min. 1-08), 4= Mechanical, (min. 1-08) Max Horiz 4=-124 (LC 6) Max Uplift 3=-140 (LC 7), 4=-132 (LC 6) Max Grav 3=302 (LC 1), 4=275 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 4 and 140 lb uplift at joint 3. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Use Simpson Strong-Tie LUS24 (4-10dx1 1/2 Girder, 2-10d Truss, Single Ply Girder) or equivalent at 1-9-12 from the left end to connect truss(es) to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 5=-247 (B) Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T06 Flat Girder 4 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:49 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:g3P3NAnbDJz4W?QjvJ?5G8yZRlh-K9GMGFV6nH2viHFzPnxifvefTLFgE41oN154KTyZO7e This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.=2x4 =3x4 =4x4 =2x4 LUS24 4 5 3 1 2 W1 T1 W1 B1 W2 3-03-08 3-03-083-06-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)-0.01 3-4 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.26 Vert(CT)-0.01 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.03 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP Wind(LL)0.00 3-4 >999 240 BCDL 10.0 Weight: 20 lb FT = 20% Scale = 1:29.1 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)3= Mechanical, (min. 1-08), 4= Mechanical, (min. 1-08) Max Horiz 4=-120 (LC 6) Max Uplift 3=-182 (LC 7), 4=-165 (LC 6) Max Grav 3=973 (LC 1), 4=811 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-781/180, 2-3=-943/135 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 9-00 oc, 2x6 - 2 rows staggered at 9-00 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 9-00 oc. Web connected as follows: 2x4 - 1 row at 9-00 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 4 and 182 lb uplift at joint 3. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1524 lb down and 158 lb up at 1-9-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 5=-1454 Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T07 Flat Girder 4 224090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:49 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:9t7?_O0CyyyTMqoWRRLExsyZRk4-K9GMGFV6nH2viHFzPnxifveXhLJRE4LoN154KTyZO7e This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.=2x4 =4x4 =4x6 =2x4 4 3 1 5 2 W1 T1 W1 B1 W2 3-03-08 3-03-083-06-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)0.00 3-4 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.01 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight: 44 lb FT = 20% Scale = 1:81 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3:2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 2-16, 4-13, 4-15 REACTIONS (size)9=6-05-08, (min. 3-11), 10=6-05-08, (min. 3-11), 19=3-00, (min. 1-08) Max Horiz 19=-245 (LC 13) Max Uplift 9=-56 (LC 13), 10=-337 (LC 13), 19=-190 (LC 13) Max Grav 9=114 (LC 19), 10=2241 (LC 1), 19=1544 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-660/227, 2-20=-552/237, 2-21=-1114/320, 21-22=-1102/334, 3-22=-985/347, 3-23=-985/349, 23-24=-1000/336, 4-24=-1119/325, 4-5=-1355/339, 5-6=-1466/322, 6-7=-1086/270, 7-25=0/443, 8-25=-10/334 BOT CHORD 16-26=-25/628, 15-26=-25/628, 14-15=-68/1251, 13-14=-68/1251, 13-27=-110/925, 12-27=-110/925, 11-12=-110/925, 10-11=-309/66 WEBS 2-16=-1205/214, 3-15=-80/285, 6-11=-897/162, 2-15=-56/571, 6-13=-2/423, 1-16=-213/1416, 4-15=-618/259, 7-11=-164/1586, 8-10=-448/86, 7-10=-2030/379, 1-19=-1548/293 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 14-9-7 to 18-4-4, Interior (1) 18-4-4 to 21-5-4, Exterior (2) 21-5-4 to 28-6-12, Interior (1) 28-6-12 to 46-3-8, Exterior (2) 46-3-8 to 49-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 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 56 lb uplift at joint 9, 337 lb uplift at joint 10 and 190 lb uplift at joint 19. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T08 Common 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:49 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:464DtxUIClO318X13drSiIyZS4j-K9GMGFV6nH2viHFzPnxifveUlLBBEytoN154KTyZO7e This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =3x6 =4x4 =4x10 =5x6 =3x4 =5x6 =3x8 =3x6 =3x4 =3x4 =3x8 =3x6 =3x4 =4x6 =5x6 =4x4 =5x6 =3x4 17 16 26 15 14 13 27 12 11 10 9 8 25 19 18 7 6 51 20 2 421 242322 3 T1 T2 T3 W1 W11 B3 B2 B1 W3 W5 W7 W4 W3 W6 W2 W4 W8 W10 W9 BL1 3-07-13 3-07-13 4-08-03 29-04-01 6-03-12 35-07-13 7-00-00 24-07-14 7-00-00 17-07-13 7-00-00 10-07-13 1-00-01 24-07-14 3-00-00 13-07-13 3-04-05 3-07-13 3-08 3-08 4-00-00 17-07-13 4-08-03 29-04-01 6-00-00 23-07-13 6-03-12 35-07-13 7-00-00 10-07-1311-11-003-11-061-06-008-04-103-06-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL)-0.10 13-15 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.55 Vert(CT)-0.16 13-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(CT)0.29 10 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.03 13-15 >999 240 BCDL 10.0 Weight: 197 lb FT = 20% Scale = 1:80.8 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3:2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 10-8:2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. WEBS 1 Row at midpt 2-17, 6-14, 4-16 REACTIONS (size)10=5-08, (min. 3-04), 20=3-00, (min. 1-08) Max Horiz 20=-262 (LC 13) Max Uplift 10=-366 (LC 13), 20=-246 (LC 13) Max Grav 10=2054 (LC 1), 20=1905 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-814/259, 2-21=-719/269, 2-22=-1491/373, 22-23=-1479/386, 3-23=-1363/400, 3-24=-1363/402, 24-25=-1377/388, 4-25=-1496/378, 4-5=-2086/463, 5-6=-2304/447, 6-7=-2848/537, 7-26=-2799/506, 8-26=-2914/485, 8-10=-1986/393 BOT CHORD 17-27=-28/751, 16-27=-28/751, 15-16=-171/2024, 14-15=-171/2024, 14-28=-343/2560, 13-28=-343/2560, 12-13=-343/2560, 11-12=-402/2584, 10-11=-81/256 WEBS 3-16=-126/521, 2-17=-1450/238, 2-16=-99/870, 4-14=-72/635, 6-14=-695/223, 1-17=-246/1673, 4-16=-1274/360, 7-11=-409/126, 8-11=-328/2381, 1-20=-1911/337 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 14-9-7 to 18-4-4, Interior (1) 18-4-4 to 21-5-4, Exterior (2) 21-5-4 to 28-6-12, Interior (1) 28-6-12 to 47-5-4, Exterior (2) 47-5-4 to 51-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 10 and 246 lb uplift at joint 20. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T09 Common 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:49 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:qyBeSWztOo7QdKxIddwEstyZRLd-K9GMGFV6nH2viHFzPnxifveUgL7aEv3oN154KTyZO7e This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 512 =3x6 =4x4 =4x10 =6x6 =4x4 =5x6 =4x8 =3x6 =3x4 =3x4 =3x8 =3x6 =3x4 =3x4 =3x4 =6x6 =6x8 =3x4 18 17 27 16 15 14 28 13 12 11 10 98 2620 19 7 6 51 21 4222 252423 3 T1 T2 T3 W1 W11 B3 B2 B1 W5 W3 W7 W4 W3 W6 W2 W4 W9 W10 W8 BL1 1-00-00 36-07-13 3-07-13 3-07-13 4-09-03 29-05-01 6-02-12 35-07-13 7-00-00 24-07-14 7-00-00 10-07-13 7-00-00 17-07-13 1-00-01 24-07-14 3-00-00 13-07-13 3-04-05 3-07-13 3-08 3-08 4-00-00 17-07-13 4-09-03 29-05-01 6-00-00 23-07-13 6-02-12 35-07-13 7-00-00 10-07-1311-11-003-11-061-06-008-04-103-06-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-0.17 14-16 >999 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-0.30 12-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.73 Horz(CT)0.29 10 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.08 12-14 >999 240 BCDL 10.0 Weight: 199 lb FT = 20% Scale = 1:65.3 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 12-14:2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-11, 7-10 REACTIONS (size)10=5-08, (min. 1-08), 13=5-08, (min. 2-12) Max Horiz 13=-295 (LC 10) Max Uplift 10=-175 (LC 13), 13=-253 (LC 12) Max Grav 10=1156 (LC 20), 13=1746 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-587/186, 6-15=-633/167, 7-15=-793/155, 7-16=-267/167, 8-16=-443/145, 2-17=-191/375, 3-17=-162/581, 3-18=-722/178, 4-18=-597/190, 4-5=-578/208, 8-10=-507/213 BOT CHORD 13-19=-187/276, 19-20=-187/276, 12-20=-187/276, 11-12=-187/276, 11-21=-72/812, 21-22=-72/812, 10-22=-72/812 WEBS 7-11=-437/280, 5-11=-72/302, 3-11=-42/563, 7-10=-874/93, 2-13=-475/357, 3-13=-1546/367 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 9-2-0, Exterior (2) 9-2-0 to 15-2-0, Interior (1) 15-2-0 to 22-4-0, Exterior (2) 22-4-0 to 25-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 10 and 253 lb uplift at joint 13. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton T010 Common 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:50 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:5sKZoF685zPYM_pzcdONkPyZR3M-pLpkUbWkYaAmJQq9yVSxC7Bh1lWHzKsychqdtvyZO7d This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =2x4 =6x6 =4x4 =3x4 =3x4 =4x8 =4x4 =3x8 =4x8 =4x4 =5x8 =3x8 14 13 19 2012 11 21 22 10 91 82 1617 73 1518 64 5 T2 T1 T2 T1 W1 W1 B2 B1 W4 W5 W4 W6 W2 W3 1-00-00 25-04-00 1-00-00 -1-00-00 5-11-04 12-02-00 5-11-04 18-01-04 6-02-12 6-02-12 6-02-12 24-04-00 2-12 4-06-12 4-04-00 4-04-00 7-07-04 12-02-00 12-02-00 24-04-001-09-009-10-05Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL)-0.41 10-11 >578 360 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.82 10-11 >288 240 TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.01 10 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)-0.02 11-13 >999 240 BCDL 10.0 Weight: 116 lb FT = 20% Scale = 1:53.5 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 22-08-02. (lb) -Max Horiz 1=-198 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 7, 18 except 8=-143 (LC 13), 10=-183 (LC 13), 12=-180 (LC 12), 13=-151 (LC 12) Max Grav All reactions 250 (lb) or less at joint (s) 1 except 8=452 (LC 1), 10=526 (LC 19), 11=779 (LC 21), 12=550 (LC 18), 13=414 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-151/407, 2-19=-141/420, 2-3=-90/406, 4-20=-28/394, 4-21=-27/391, 5-6=0/375, 6-22=-53/354, 7-22=-64/337 WEBS 4-11=-611/0, 3-12=-473/222, 2-13=-321/177, 5-10=-461/223, 6-8=-339/174 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-5-12 to 3-4-7, Interior (1) 3-4-7 to 8-4-7, Exterior (2) 8-4-7 to 14-4-7, Interior (1) 14-4-7 to 19-8-8, Exterior (2) 19-8-8 to 22-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 1 except (jt=lb) 12=179, 13=151, 10=183, 8=142. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V01 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:50 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:oSTJVKxC41T?JCjhb0OGuDyZSVF-pLpkUbWkYaAmJQq9yVSxC7BovldWzPuychqdtvyZO7d This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =4x4 =3x4 =3x4 71 13 12 11 10 9 8 19 2262 5323242120 4 T1 T1 B1 B2 ST3 ST2 ST1 ST2 ST1 5-03 22-08-02 10-10-14 22-02-15 11-04-01 11-04-01 22-08-027-06-150-047-03-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.56 Horiz(TL)-0.01 7 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 78 lb FT = 20% Scale = 1:49.9 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 20-02-02. (lb) -Max Horiz 1=-176 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 7, 18 except 8=-104 (LC 13), 9=-192 (LC 13), 12=-183 (LC 12), 13=-130 (LC 12) Max Grav All reactions 250 (lb) or less at joint (s) 1 except 8=404 (LC 1), 9=524 (LC 19), 11=619 (LC 24), 12=546 (LC 18), 13=359 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-168/265, 3-25=-98/261, 4-21=-114/258 WEBS 4-11=-414/6, 3-12=-463/223, 2-13=-301/171, 5-9=-452/227, 6-8=-316/158 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 7-1-7, Exterior (2) 7-1-7 to 13-1-7, Interior (1) 13-1-7 to 17-2-8, Exterior (2) 17-2-8 to 20-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 1 except (jt=lb) 12=183, 13=129, 9=192, 8=103. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V02 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:50 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:RlCr0Q4kFjzIl2e?IXb4NlyZSV3-pLpkUbWkYaAmJQq9yVSxC7BoZldYzT2ychqdtvyZO7d This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =4x4 =3x4 =3x4 71 13 12 11 10 9 8 62 19 242526 53 20 232122 4 T1 T1 B1 B2 ST3 ST2 ST1 ST2 ST1 5-03 20-02-02 9-07-14 19-08-15 10-01-01 10-01-01 20-02-026-08-150-046-05-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horiz(TL)0.00 7 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 66 lb FT = 20% Scale = 1:47.1 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 17-08-02. (lb) -Max Horiz 1=-153 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 5, 14 except 1=-125 (LC 19), 6=-208 (LC 13), 9=-210 (LC 12) Max Grav All reactions 250 (lb) or less at joint (s) 1, 5, 14 except 6=612 (LC 19), 8=824 (LC 21), 9=602 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-108/423, 15-22=-96/451, 2-22=-88/543, 2-16=0/374, 3-16=0/507, 3-17=0/522, 4-17=0/325, 4-21=-64/545, 18-21=-72/453, 5-18=-83/423 BOT CHORD 1-9=-352/126, 9-19=-352/126, 8-19=-352/126, 8-20=-352/126, 7-20=-352/126, 6-7=-352/126, 5-6=-352/126 WEBS 3-8=-768/28, 2-9=-474/232, 4-6=-480/233 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 5-10-7, Exterior (2) 5-10-7 to 11-10-7, Interior (1) 11-10-7 to 14-8-8, Exterior (2) 14-8-8 to 17-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 1, 209 lb uplift at joint 9 and 208 lb uplift at joint 6. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V03 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:51 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:GB5XrIM9rot10auQ8sWTpbyZSUi-HXN6hxXMJuIdxaPLWCzAkKjx88zEiuO5rLaBPMyZO7c This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =2x4 =2x4 =4x4 =2x4 =3x4 =2x4 =2x4 =3x4 51 9 19 8 20 7 6 15 182221 42 1716 3 T1 T1 B1 B2 ST2 ST1 ST1 5-03 17-08-02 8-04-14 17-02-15 8-10-01 8-10-01 17-08-025-10-150-045-07-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.19 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horiz(TL)-0.01 14 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 55 lb FT = 20% Scale = 1:40.9 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 15-02-02. (lb) -Max Horiz 1=-131 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1, 5 except 6=-176 (LC 13), 8=-178 (LC 12) Max Grav All reactions 250 (lb) or less at joint (s) 1, 5 except 6=522 (LC 19), 7=402 (LC 1), 8=498 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-330/19, 2-8=-407/204, 4-6=-417/203 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-5-12 to 3-7-7, Interior (1) 3-7-7 to 4-7-7, Exterior (2) 4-7-7 to 10-7-7, Interior (1) 10-7-7 to 12-2-8, Exterior (2) 12-2-8 to 15-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 1, 5 except (jt=lb) 8=177, 6=176. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V04 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:51 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:Vv7xkNTojZ?lby48AFAagVyZSUZ-HXN6hxXMJuIdxaPLWCzAkKj_38_Liyu5rLaBPMyZO7c This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =2x4 =2x4 =4x4 =2x4 =2x4 =2x4 =3x4 51 8 7 6 13 18 42 17141615 3 T1 T1 B1 ST2 ST1 ST1 5-03 15-02-02 7-01-14 14-08-15 7-07-01 7-07-01 15-02-025-00-150-044-09-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.00 5 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 46 lb FT = 20% Scale = 1:37.5 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-08-02. (lb) -Max Horiz 1=-109 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 1 except 6=-152 (LC 13), 8=-159 (LC 12) Max Grav All reactions 250 (lb) or less at joint (s) 1, 5 except 6=448 (LC 19), 7=365 (LC 1), 8=433 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-278/31, 2-8=-384/200, 4-6=-389/197 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-5-12 to 9-4-7, Interior (1) 9-4-7 to 9-8-8, Exterior (2) 9-8-8 to 12-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 1 except (jt=lb) 8=158, 6=152. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V05 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:51 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:Dqkjqob4MdGKoVr3lMMw4cyZSUP-HXN6hxXMJuIdxaPLWCzAkKj?e8_eizk5rLaBPMyZO7c This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =2x4 =2x4 =2x4 =4x4 =2x4 =2x4 =3x4 51 8 7 6 42 13 181714 1615 3 T1 T1 B1 ST2 ST1 ST1 5-03 12-08-02 5-10-14 12-02-15 6-04-01 6-04-01 12-08-024-02-150-043-11-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 5 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 37 lb FT = 20% Scale = 1:33.8 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=10-02-02, (min. 1-11), 3=10-02-02, (min. 1-11), 4=10-02-02, (min. 1-11) Max Horiz 1=-86 (LC 8) Max Uplift 1=-47 (LC 19), 3=-8 (LC 12), 4=-150 (LC 13) Max Grav 1=177 (LC 18), 3=123 (LC 1), 4=863 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-79/263, 2-9=-43/328, 2-10=-68/384, 3-10=-82/263 WEBS 2-4=-649/191 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 8 lb uplift at joint 3 and 150 lb uplift at joint 4. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V06 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:51 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:_NDlWXh5U5HCljScD1VoPIyZSUH-HXN6hxXMJuIdxaPLWCzAkKjzk8wkiz_5rLaBPMyZO7c This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =4x6 =2x4 =3x4 31 4 109 2 T1 T1 B1 ST1 5-03 10-02-02 4-07-14 9-08-15 5-01-01 5-01-01 10-02-023-04-150-043-01-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.35 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 28 lb FT = 20% Scale = 1:31.4 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 7-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=7-08-02, (min. 1-08), 3=7-08-02, (min. 1-08), 4=7-08-02, (min. 1-08) Max Horiz 1=-64 (LC 8) Max Uplift 1=-21 (LC 12), 3=-13 (LC 13), 4=-97 (LC 13) Max Grav 1=128 (LC 18), 3=111 (LC 1), 4=612 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-421/122 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 13 lb uplift at joint 3 and 97 lb uplift at joint 4. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V07 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:51 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:oXa0nams3x1LTewlaIcCeZyZSUB-HXN6hxXMJuIdxaPLWCzAkKj?48yci__5rLaBPMyZO7c This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x4 =4x4 =2x4 =3x4 31 4 109 2 T1 T1 B1 ST1 5-03 7-08-02 3-04-14 7-02-15 3-10-01 3-10-01 7-08-022-06-150-042-03-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.23 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight: 20 lb FT = 20% Scale = 1:29.9 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=5-02-02, (min. 1-08), 3=5-02-02, (min. 1-08), 4=5-02-02, (min. 1-08) Max Horiz 1=-42 (LC 8) Max Uplift 1=-15 (LC 12), 3=-17 (LC 13), 4=-49 (LC 13) Max Grav 1=85 (LC 18), 3=94 (LC 1), 4=366 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1, 17 lb uplift at joint 3 and 49 lb uplift at joint 4. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 152-154 South Main Street, Northampton V08 Valley 2 124090806BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.73 S Jul 24 2024 Print: 8.730 S Jul 24 2024 MiTek Industries, Inc. Fri Sep 27 16:39:52 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:5tVfFzrFQ4vMpjy6UGErQ1yZSU4-lkxUvGX_4CQTZk_Y4vUPHYGC5YKuRRkF4?JkxoyZO7b This design is based upon parameters shown, and is for an individual building component to 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 information on 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 information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 8 12 =2x4 =4x4 =2x4 =2x4 3 1 4 9 10 2 T1 T1 B1 ST1 5-03 5-02-02 2-01-14 4-08-15 2-07-01 2-07-01 5-02-021-08-150-041-05-04Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight: 13 lb FT = 20%