Loading...
23010871B-221 Chestnut Street Addition Contractor Pack 7-13-23OVERHANG INFO HEEL HEIGHT GABLE STUDS 01-03-00 24 IN. OC END CUT RETURN SQUARE NO REQ. ENGINEERING NONE REQ. LAYOUTS NONE QUOTE LAYOUT CUTTING DH1 DH1 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 / / 09/05/23 07/13/23 ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCWRKMI ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 23010871B Brian Tetreault Massachusetts / / / Rich Blais (413) 247-8314 PAGE 1 SPECIAL INSTRUCTIONS: *7-6-23 plan date *Overhang scaled-review. DELIVERY INSTRUCTIONS: JOB NAME: MODEL: TAG:Roof 221 Chestnut Street Addition BUILDING DEPARTMENT Roof Trusses JOB CATEGORY:Quick Quotes LOT #SUBDIV: DATE 07/13/23 221 Chestnut Street Florence, MA 01062 221 Chestnut Street Addition Rich Blais 07/13/23 07/13/23 / / 155 Bay Road, PO Box 945, Belchertown, MA. 01007 Phone: 413-323-7247 Fax: 413-323-5780 UFP Belchertown, LLC DESIGNER David Hawk QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOTID TOTALPRICEPRICEUNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,15.0,0.0,15.0 STRESS INCR. 1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 35.0,15.0,0.0,15.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN S016.00 4.00 27-00-00 02-00-00 02-00-002 X 6 2 X 4 SCISSORS 6 27-00-00 S01SGE6.00 4.00 27-00-00 02-00-00 02-00-002 X 6 2 X 4 SCISSORS 1 27-00-00 ROOF SUB-TOTAL: ACCEPTED BY BUYER PURCHASER: BY:TITLE: JOB ADDRESS: PHONE:DATE: AC CEPTED BY SELLER BY: TITLE: DATE OF ACCEPTANCE: SUB-TOTAL GRAND TOTAL Quote is based on current design values at the time of quote (lumber, EW P, hardware, etc). Should any of these values change prior to completion of this project, reserves the right to adjust the sell price accordingly. UFP Belchertown, LLC 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. Scale = 1:57.2 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 16-2,12-10:2x6 SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins (2-9-10 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 9-12 REACTIONS (size)12=5-08, (min. 2-08), 16=5-08, (min. 2-08) Max Horiz 16=116 (LC 10) Max Uplift 12=-142 (LC 12), 16=-142 (LC 11) Max Grav 12=2122 (LC 1), 16=2122 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-565/38, 3-17=-532/54, 3-4=-4657/221, 4-18=-4549/223, 5-18=-4488/235, 5-19=-4294/120, 6-19=-4183/137, 6-20=-4183/149, 7-20=-4294/132, 7-21=-4488/141, 8-21=-4549/128, 8-9=-4657/127, 9-22=-532/44, 10-22=-565/27, 2-16=-808/167, 10-12=-808/167 BOT CHORD 15-16=-285/3612, 14-15=-193/4540, 13-14=-30/4540, 12-13=-132/3612 WEBS 6-14=-70/3366, 3-15=0/738, 5-15=-322/60, 5-14=-789/199, 7-14=-789/215, 7-13=-322/76, 9-13=0/738, 3-16=-3834/243, 9-12=-3834/177 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 10-6-0, Exterior (2) 10-6-0 to 16-6-0, Interior (1) 16-6-0 to 26-1-4, Exterior (2) 26-1-4 to 29-1-4 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 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)All plates are MT20 plates unless otherwise indicated. 6)The Fabrication Tolerance at joint 14 = 8% 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. 8)Bearing at joint(s) 16, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 16 and 142 lb uplift at joint 12. 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. 11)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 Florence, MA S01 SCISSORS 6 123010871B 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 Jul 13 12:49:46 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:A8Ziu7qExYQlU1M2j?yWQlzvoj?-rGQ8HREw2yVouvWx0lwGhfVUP7zJKbeLoAkEu4yyUdK 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. 612 412 =4x6 =4x8 =4x10 =5x6 =3x4 =3x4 =M18AHS 12x18=5x6 =3x4 =3x4 =5x6 =4x10 =4x8 =4x6 1 11 16 12 2 101722 15 13 3 9 4 8 14 2118 75 2019 6 T2 T1 T2 T1 W1 W1 B1 B1 W6 W3 W4 W5 W5 W4 W3 W2 W2 17-06-11 13-08-15 2-00-00 -2-00-00 2-00-00 29-00-00 4-00-05 13-06-00 4-00-05 17-06-05 4-01-12 27-00-00 4-01-12 4-01-12 5-03-15 22-10-04 5-03-15 9-05-11 5-08 5-08 5-08 27-00-00 6-05-02 26-06-08 6-05-02 6-10-10 6-07-06 13-06-00 6-07-06 20-01-068-03-021-03-008-00-004-04-03Loading (psf)Spacing 2-02-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL)-0.29 14 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.58 14-15 >547 180 M18AHS 142/136 TCDL 15.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.51 12 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 15.0 Weight: 136 lb FT = 20% Scale = 1:57.2 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 16-2,12-10:2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins (2-9-10 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 9-12 REACTIONS (size)12=5-08, (min. 2-08), 16=5-08, (min. 2-08) Max Horiz 16=-116 (LC 9) Max Uplift 12=-142 (LC 12), 16=-142 (LC 11) Max Grav 12=2122 (LC 1), 16=2122 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-37=-565/38, 3-37=-532/54, 3-4=-4657/221, 4-38=-4549/223, 5-38=-4488/235, 5-39=-4294/120, 6-39=-4183/137, 6-40=-4183/149, 7-40=-4294/132, 7-41=-4488/141, 8-41=-4549/128, 8-9=-4657/127, 9-42=-532/44, 10-42=-565/27, 2-16=-808/167, 10-12=-808/167 BOT CHORD 15-16=-285/3612, 14-15=-193/4540, 13-14=-30/4540, 12-13=-132/3612 WEBS 6-14=-70/3366, 3-15=0/738, 5-15=-322/60, 5-14=-789/199, 7-14=-789/215, 7-13=-322/76, 9-13=0/738, 3-16=-3834/243, 9-12=-3834/177 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 10-6-0, Exterior (2) 10-6-0 to 16-6-0, Interior (1) 16-6-0 to 26-1-4, Exterior (2) 26-1-4 to 29-1-4 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) 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 MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)The Fabrication Tolerance at joint 14 = 8% 9)Gable studs spaced at 2-0-0 oc. 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)Bearing at joint(s) 16, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 16 and 142 lb uplift at joint 12. 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)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 Florence, MA S01SGE SCISSORS 1 123010871B 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 Jul 13 12:49:46 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:A8Ziu7qExYQlU1M2j?yWQlzvoj?-JS_WVnFZpFdfW348ZSRVEt2f9XJY32uV1qTnQWyyUdJ 612 4 12 =4x6 =4x8 =4x10 =5x6 =3x4 =3x4 =MT18HS 3x12 =M18AHS 12x18=5x6 =8x8 =3x4 =5x6 =4x10 =4x8 =4x6 1 11 16 12 2 103742 15 13 3 9 4 8 14 4138 75 4039 6 T2 T1 T2 T1 W1 W1 B1 B1 W6 W3 W4 W5 W5 W4 W3 W2 W2 ST5 ST6ST4 ST3 ST2 ST1 ST5 ST6 ST4 ST3 ST2 ST1 17-06-11 13-08-15 2-00-00 -2-00-00 2-00-00 29-00-00 4-00-05 13-06-00 4-00-05 17-06-05 4-01-12 27-00-00 4-01-12 4-01-12 5-03-15 22-10-04 5-03-15 9-05-11 5-08 5-08 5-08 27-00-00 6-05-02 26-06-08 6-05-02 6-10-10 6-07-06 13-06-00 6-07-06 20-01-068-03-021-03-008-00-004-04-03Loading (psf)Spacing 2-02-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL)-0.29 14 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.58 14-15 >547 180 M18AHS 142/136 TCDL 15.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.51 12 n/a n/a MT18HS 197/144 BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 15.0 Weight: 153 lb FT = 20%