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95 Park Hill Truss packageOVERHANG INFO HEEL HEIGHT GABLE STUDS 01-02-00 0 IN. OC END CUT RETURN PLUMB NO REQ. ENGINEERING NONE REQ. LAYOUTS JOBSITE 2 QUOTE LAYOUT CUTTING BRT BRT DATEBY S H I P T O 24 West St Hatfield, MA 01038 R.K. Miles-Hatfield S O L D T O (413) 247-8300 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / 09/12/23 ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 23090147BR Brian Tetreault Massachusetts / / / (413) 247-8314 PAGE 1 SPECIAL INSTRUCTIONS: DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG:Roof Trusses Wally Marek /79 Park Hill Road BUILDING DEPARTMENT Roof Trusses JOB CATEGORY:Single Family Custom LOT # SUBDIV: DATE09/08/23 79 Park Hill Road Northampton, MA 01062 Wally Marek Rich Blais 09/08/23 09/08/23 / / DESIGNER Brian Tetreault QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOT ID TOTAL PRICEPRICE UNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,15.0,0.0,10.0 STRESS INCR. 1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,15.0,0.0,10.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN T01 6.00 0.00 24-00-00 02-00-00 02-00-002 X 4 2 X 4 COMMON 7 24-00-00 T01A 6.00 0.00 23-08-08 02-00-00 02-03-082 X 4 2 X 4 COMMON 5 00-03-0824-00-00 T01GE 6.00 0.00 24-00-00 02-00-00 02-00-002 X 4 2 X 4 COMMON 2 24-00-00 ROOF SUB-TOTAL: FT-IN-16 ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICE UNIT TOTAL PRICE ITEMS HUS26Hanger 5 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. Truss Connector Total ListManuf Product QtyMiTek HUS26 5BBO1T01GET01GEHUS26HUS26HUS26HUS26HUS26T01(3)T01(4)T01A(5)24' 0" 24' 0" 7' 2 1/2"10' 6" 6' 9"24' 5 1/2"24' 5 1/2"6' 9"5 1/2"1' 11 1/4"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0" 2' 0" 23' 8 1/2"3 1/2"ROOF AREA 828.28 ft²SHEATHING COUNT* 28 sheetsOVERHANGE LINES 52.92 ftRAKED LINES 62.61 ftRIDGE LINES 26.46 ftHIP LINES 0 ftVALLEY LINES 0 ftTrussTrax.ufpi.comThe following informationis an approximate andNOT guaranteed.(315) 253-2758(800) 488-7247(856) 767-0043(800) 488-2811(800) 333-2092(800) 828-2906(800) 842-6673(607) 563-1556UFP AuburnUFP BelchertownUFP BerlinUFP GordonUFP HudsonUFP New WindsorUFP ParkerUFP SidneyThis 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.79 Park Hill RoadNorthampton, MA 01062Additionrk MILES-Hatfield, MAWaly MarekREVISIONSDATE DESCRIPTION DSN- - -- - -- - -- - -- - -- - -- - -- - -23090147BRSTRUC DATEJOB #:DESIGNERBRTARCH DATELAYOUT DATENoneN/A09/08/23SCALE:N.T.S.THIS IS A TRUSS/COMPONENT PLACEMENT DIAGRAM (TPD) ONLY; NOTAN ENGINEERED DOCUMENT. Trusses are designed as individualbuildingcomponents 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 responsiblefor 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 planchanges 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 WAYWITHOUT 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 suggestionsonly 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 PLANLEFT END OF TRUSS IS NOTED AS(TYPICAL)ADD ADDITIONAL NOTES AS NEEDEDROOF TRUSS NOTES: Scale = 1:50.8 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 11-2,8-6:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 REACTIONS (size)8=5-08, (min. 2-09), 11=5-08, (min. 2-09) Max Horiz 11=-98 (LC 10) Max Uplift 8=-119 (LC 13), 11=-119 (LC 12) Max Grav 8=1635 (LC 1), 11=1635 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-294/209, 3-12=-205/279, 3-13=-1761/153, 13-14=-1628/164, 4-14=-1618/177, 4-15=-1625/179, 15-16=-1635/165, 5-16=-1768/155, 5-17=-202/280, 6-17=-293/210, 2-11=-589/148, 6-8=-589/148 BOT CHORD 10-11=-108/1600, 10-18=0/1193, 18-19=0/1193, 9-19=0/1193, 8-9=-39/1601 WEBS 4-9=-70/620, 5-9=-424/160, 4-10=-67/615, 3-10=-424/160, 3-11=-1776/142, 5-8=-1778/141 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to 9-0-0, Exterior (2) 9-0-0 to 15-0-0, Interior (1) 15-0-0 to 23-0-0, Exterior (2) 23-0-0 to 26-0-0 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 B; 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 119 lb uplift at joint 11 and 119 lb uplift at joint 8. 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 79 Park Hill Road Northampton, MA T01 Common 7 123090147BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Sep 07 16:23:40 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:dZdnO62P_ZqMyNhWWPh?45yg_pr-DWqkoVk1slQ5Hat?L9Cm7tOeDdsVvWwO6o2fFlyg_Ep 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. 612 =4x6 =3x8 =4x6 =3x4 =5x6 =6x6 =4x6 =3x8 =4x6 71 11 10 18 19 9 8 621712 53 13 16 14 15 4 T1 T1 W1 W1 B1 B2 W5 W6 W4 W3W2 W7 2-00-00 26-00-00 2-00-00 -2-00-00 5-10-04 12-00-00 5-10-04 17-10-04 6-01-12 6-01-12 6-01-12 24-00-00 7-10-13 16-00-00 8-00-00 24-00-00 8-01-03 8-01-037-03-151-02-007-02-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-0.18 9-10 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.27 9-10 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.06 8 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 108 lb FT = 20% Scale = 1:52.5 PRELI MI N A R Y LUMBER TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 11-2,8-6:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 REACTIONS (size)8= Mechanical, (min. 1-08), 11=5-08, (min. 2-09) Max Horiz 11=100 (LC 11) Max Uplift 8=-122 (LC 13), 11=-119 (LC 12) Max Grav 8=1650 (LC 1), 11=1615 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-292/210, 3-12=-204/280, 3-13=-1724/149, 13-14=-1591/160, 4-14=-1581/173, 4-15=-1548/171, 15-16=-1556/157, 5-16=-1689/147, 5-17=-172/349, 6-17=-178/275, 2-11=-588/148, 6-8=-555/151 BOT CHORD 10-11=-106/1569, 10-18=0/1158, 18-19=0/1158, 9-19=0/1158, 8-9=-33/1502 WEBS 4-9=-65/555, 5-9=-364/154, 4-10=-66/616, 3-10=-425/160, 3-11=-1749/138, 5-8=-1807/148 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-0-0 to 1-0-0, Interior (1) 1-0-0 to 9-0-0, Exterior (2) 9-0-0 to 15-0-0, Interior (1) 15-0-0 to 23-0-0, Exterior (2) 23-0-0 to 26-0-0 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 B; 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)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 11 and 122 lb uplift at joint 8. 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 79 Park Hill Road Northampton, MA T01A Common 5 123090147BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Sep 07 16:23:40 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:2a2l7SxGFVUEgLdVfAUaO_yg_nP-iiO60qkfd3YyvkSCvsj?g5xpR1BqezHYLSoCoByg_Eo 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. 612 =4x6 =3x8 =4x6 =3x4 =5x6 =5x6 =5x6 =4x10 =6x6 71 18 19 11 10 9 8 2 61712 53 13 16 14 15 4 T1 T2 W1 W6 B1 B2 W4 W3 W4 W3W2 W5 2-00-00 -2-00-00 2-03-08 26-00-00 5-10-04 12-00-00 5-10-04 17-10-04 5-10-04 23-08-08 6-01-12 6-01-12 7-09-11 15-10-13 7-09-11 23-08-08 8-01-03 8-01-037-03-151-02-001-03-127-02-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.17 9-10 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.26 9-10 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.05 8 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 108 lb FT = 20% Scale = 1:50.6 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 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 24-00-00. (lb) -Max Horiz 28=-96 (LC 10) Max Uplift All uplift 100 (lb) or less at joint(s) 16, 17, 18, 19, 20, 21, 23, 24, 25, 26, 27, 28 Max Grav All reactions 250 (lb) or less at joint (s) 17, 19, 25, 27 except 16=473 (LC 18), 18=267 (LC 20), 20=306 (LC 20), 21=339 (LC 20), 22=302 (LC 1), 23=339 (LC 19), 24=306 (LC 19), 26=267 (LC 19), 28=473 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-451/192, 14-16=-451/192 WEBS 8-22=-261/0, 7-23=-298/110, 6-24=-265/74, 9-21=-298/110, 10-20=-265/74 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) -2-0-0 to 1-0-0, Exterior (2) 1-0-0 to 9-0-0, Corner (3) 9-0-0 to 15-0-0, Exterior (2) 15-0-0 to 23-0-0, Corner (3) 23-0-0 to 26-0-0 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 B; 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) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. 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 79 Park Hill Road Northampton, MA T01GE Common Supported Gable 2 123090147BR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Sep 07 16:23:40 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:Uor_lhkTFYAHXTwLq3lc4ayg_Ih-AuyUDAlHNMgoXu1OTaEECIU0zRg_NTrha6XmKeyg_En 612 =4x6 =4x4 =5x6 =4x6 151 28 27 26 25 24 23 22 21 20 19 18 17 16 142 3429 133 4 12 5 11 30 33 6 10 31 32 7 9 8 W1 T1 T1 W1 B1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 2-00-00 26-00-00 2-00-00 -2-00-00 12-00-00 12-00-00 12-00-00 24-00-00 24-00-007-03-151-02-007-02-00Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.22 Horz(CT)-0.01 16 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR BCDL 10.0 Weight: 114 lb FT = 20%