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24070631BR-UFP-Contractor_Copy-10-10-24OVERHANG INFO HEEL HEIGHT GABLE STUDS 00-00-00 0 IN. OC END CUT RETURN PLUMB REQ. ENGINEERING NONE REQ. LAYOUTS NONE QUOTE LAYOUT CUTTING KW2 KW2 DATEBY SHIP TO 125 Sunderland Road North Amherst, MA 01059 Cowls Building SupplySOLD TO (413) 549-0001 SALES REP ORDER DATE REQ. QUOTE DATE DELIVERY DATE / / / / 07/25/24 ORDER # QUOTE # TERMS SALES AREA CUSTOMER PO # CUSTOMER ACCT # INVOICE # LMCW1481 ORDERED BY SUPERINTENDENT JOBSITE PHONE # DATE OF INVOICE 24070631BR Tyler Pohl Massachusetts / / / Peter Van Buren (413) 549-0001 PAGE 1 SPECIAL INSTRUCTIONS: DELIVERY INSTRUCTIONS: Tie downs are the responsibility of the EOR and GC. Overframing at dormer over existing to be conventional and supplied by other. JOB NAME: MODEL: TAG:Roof Trusses Parker / Gray Residence BUILDING DEPARTMENT Roof Trusses JOB CATEGORY:Single Family Custom LOT #SUBDIV: DATE 10/10/24 13 Lexington Ave Northampton, MA 01062 Peter Van Buren 10/10/24 10/10/24 / / DESIGNER Karen Walker QTY TYPE SPAN LUMBER TOP BOT OVERHANG LEFT RIGHT CANTILEVER LEFT RIGHT PITCH TOP BOTID TOTALPRICEPRICEUNITPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 40.0,10.0,0.0,10.0 STRESS INCR. 1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 40.0,10.0,0.0,10.0 STRESS INCR. INFORMATION PLY LEFT RIGHT STUBO/ABASE SPAN A01K9.00 7.41 24-05-00 00-10-08 00-10-082 X 4 2 X 4 SCISSOR 1 24-05-00 A029.00 7.41 24-05-00 00-10-08 00-10-082 X 6 2 X 6 SCISSOR 5 24-05-00 A039.00 7.41 24-05-00 00-10-08 00-10-082 X 6 2 X 6 SCISSOR 6 24-05-00 A04K9.00 7.41 24-05-00 00-10-08 00-10-082 X 6 2 X 6 SCISSOR 1 24-05-00 B01K9.00 9.00 20-00-08 00-10-04 00-10-042 X 6 2 X 6 ROOF 1 20-00-08 B029.00 9.00 20-00-08 00-10-04 00-10-042 X 6 2 X 6 ROOF 1 20-00-08 C01SK6.00 9.00 20-00-08 00-10-08 00-10-042 X 6 2 X 6 ROOF 1 00-01-0420-01-12 C026.00 5.50 20-00-08 00-10-08 00-10-042 X 6 2 X 6 ROOF 11 20-00-08 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. 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. NEW DORMER EXISTING STRUCTURE 4'-0 1/4" WALL HEIGHT FROM 2ND F.F. REVISION SENT 10-10-24 RIGHT SIDE SWITCH TO SCISSOR TRUSSES 9/12 OUTSIDE PITCH 6/12 OR HIGHER INSIDE PITCH. 16" HEELS. LEFT SIDE CHANGE FROM CONVENTIONAL TO SCISSOR TRUSSES, SHED DORMER AND FRONT LOWER SECTION TO BE SCISSORS WITH AN ACTUAL OUT TO OUT OF 20' 0 1/8". HEEL HEIGHT IN FRONT FOR 25'-8" A SHED ROOF IS WANTED 6/12 OR 9/12 TO HAVE THE HIGHEST INTERIOR PITCH AND HEEL CAN GO ABOVE THE 1'4" HEIGHT.REV 10/10/249/12 PITCH1'-4" HEEL7.41/12 CLG PITCHREV 10/10/249/12 PITCH1'-4" HEEL7.41/12 CLG PITCHREV-FIELD DIMENSION RECEIVED 10/10/24 EXISTING STRUCTURE 4'-0 1/4" FROM 2ND F.F. 6'-10 1/4" DORMER WALL HEIGHT RIDGE HEIGHT 22'-1 3/8" (20'-5 1/16" CEILING HEIGHT) FROM 1ST FINISHED FLOOR 6/12 PITCH5.5 CLGPITCHREV 10/10/249/12 PITCH1'-8" HEEL9/12 CLG PITCHREV 10/10/249/12 PITCH1'-8" HEEL9/12 CLG PITCHA01KA02A02A02A02A02A03A03A03A03A03A03A04KB01KB02C01SKC02C02C02C02C02C02C02C02C02C02C02TrussTrax.ufpi.comThis 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.13 Lexington AveNorthampton, MA 01062Custom AdditionCowls Building SupplyParker/Gray ResidenceREVISIONSDATE DESCRIPTION DSN10/10/24 -REVISISED PER CUSTOMER EMAIL. -KLW- - -- - -- - -- - -- - -- - -- - - 24070631BR STRUC DATE JOB #: DESIGNER KLW ARCH DATE LAYOUT DATE 06/22/24 06/22/24 07/22/24 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 = 1:64.4 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 24-05-00. (lb) -Max Horiz 34=231 (LC 13) Max Uplift All uplift 100 (lb) or less at joint(s) 20, 22, 23, 24, 25, 29, 30, 31, 32 except 21=-188 (LC 15), 27=-117 (LC 13), 33=-205 (LC 11), 34=-267 (LC 10) Max Grav All reactions 250 (lb) or less at joint (s) 20, 23, 27, 31 except 21=260 (LC 31), 22=254 (LC 37), 24=257 (LC 22), 25=320 (LC 22), 26=289 (LC 22), 28=289 (LC 21), 29=320 (LC 21), 30=257 (LC 21), 32=254 (LC 36), 33=285 (LC 30), 34=359 (LC 31) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-135/277, 8-9=-117/285, 11-12=-117/285, 12-13=-135/277 WEBS 9-28=-255/32, 11-26=-255/32, 7-29=-278/127, 13-25=-278/127 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-10-8 to 2-1-8, Exterior(2N) 2-1-8 to 9-2-8, Corner(3R) 9-2-8 to 15-2-8, Exterior(2N) 15-2-8 to 22-3-8, Corner(3E) 22-3-8 to 25-3-8 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 3) 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. 4)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 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) 20, 29, 30, 31, 32, 25, 24, 23, 22 except (jt=lb) 34=267, 27=116, 33=205, 21=187. 13)This truss is designed in accordance with the 2018 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 Parker/Gray Residence A01K Scissor 1 124070631BR 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. Thu Oct 10 14:16:55 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:nRFMa6TcggBrmFJYE8kdZNyvXrm-CHzu1YSehhT061hpQlZh1oyJNpPsv5?AfIRtqkyUovd 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. 912 7.4112=3x4 =3x4 =3x4 =3x4 =3x4 =3x4 2034 1 19 2133 2 18 2232 3 17 35 36 31 23 4 162430 5 15 29 25 6 14 28 2627 7 13 128 9 11 10 T2 T1 T2 T1 W1 W1 B1 B1 ST6 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 10-08 -10-08 10-08 25-03-08 12-02-08 24-05-00 12-02-08 12-02-08 5-08 5-08 5-08 24-05-00 11-09-00 23-11-08 11-09-00 12-02-081-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 33-34 >999 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 33-34 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 20 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 99 lb FT = 20% Scale = 1:71.8 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* 16-7:2x4 SPF 2100F 1.8E SLIDER Left 2x8 SP 2400F 2.0E -- 4-03-02, Right 2x8 SP 2400F 2.0E -- 4-03-02 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=5-08, (min. 1-15), 12=5-08, (min. 1-15) Max Horiz 2=194 (LC 13) Max Uplift 2=-78 (LC 14), 12=-78 (LC 15) Max Grav 2=1553 (LC 2), 12=1553 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/207, 3-4=-4482/319, 4-27=-4497/386, 5-27=-4424/388, 5-6=-4375/399, 6-7=-4149/109, 7-8=-4149/122, 8-9=-4375/166, 9-28=-4424/156, 10-28=-4497/154, 10-11=-4482/119, 11-12=-1572/103 BOT CHORD 2-18=-360/3008, 17-18=-367/3176, 16-17=-193/4191, 15-16=-24/4191, 14-15=-57/3176, 12-14=-59/3008 WEBS 7-16=-94/4567, 6-16=-434/214, 8-16=-434/261, 10-15=-307/87, 11-15=0/868, 3-17=0/868, 4-17=-307/100 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-8 to 1-10-11, Interior (1) 1-10-11 to 9-2-8, Exterior(2R) 9-2-8 to 15-1-6, Interior (1) 15-1-6 to 22-3-8, Exterior(2E) 22-3-8 to 25-3-8 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 3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 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. 8)Bearing at joint(s) 2, 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 78 lb uplift at joint 2 and 78 lb uplift at joint 12. 10)This truss is designed in accordance with the 2018 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 Parker/Gray Residence A02 Scissor 5 124070631BR 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. Thu Oct 10 14:16:56 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:nRFMa6TcggBrmFJYE8kdZNyvXrm-9f4eREUvDIkjLKrCX9b96D2dpdxRNvHT6cw_udyUovb 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. 912 7.4112 =8x12 =3x6 =2x4 =6x10 =2x4 =4x8 =4x6 =3x4 =8x12 =5x8 =3x4 =4x6 =4x8 =2x4 =6x10 =2x4 =3x6 =8x12 1 13 2 121418 3 11 1517 4 10 27 2816 5 968 7 T2 T1 T2 T1B1B1 W6 W5 W5 W4 W3 W2 W1 W2 W3 W4 W1HW1HW1 10-08 -10-08 10-08 25-03-08 2-11-04 21-01-04 2-11-04 6-03-00 3-00-10 18-02-00 3-00-10 9-03-10 2-10-14 15-01-06 2-10-14 12-02-08 3-03-12 3-03-12 3-03-12 24-05-00 5-08 5-08 5-08 24-05-00 2-11-04 21-01-04 2-11-04 6-03-00 2-10-04 23-11-08 2-10-04 3-03-12 5-11-08 12-02-08 5-11-08 18-02-001-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL)-0.35 16 >846 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.52 16 >563 180 TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.69 12 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 170 lb FT = 20% Scale = 1:71.8 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* 16-7:2x4 SPF 2100F 1.8E SLIDER Left 2x8 SP 2400F 2.0E -- 4-03-02, Right 2x8 SP 2400F 2.0E -- 4-03-02 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=5-08, (min. 1-15), 12=5-08, (min. 1-15) Max Horiz 2=194 (LC 13) Max Uplift 2=-78 (LC 14), 12=-78 (LC 15) Max Grav 2=1553 (LC 2), 12=1553 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1680/207, 3-4=-4480/319, 4-5=-4481/378, 5-6=-4420/390, 6-7=-4164/105, 7-8=-4164/121, 8-9=-4420/161, 9-10=-4481/150, 10-11=-4480/119, 11-12=-1571/103 BOT CHORD 2-18=-360/3010, 17-18=-367/3180, 16-17=-217/4217, 15-16=-30/4217, 14-15=-58/3180, 12-14=-59/3010 WEBS 7-16=-81/4537, 10-15=-278/77, 6-16=-469/229, 4-17=-278/89, 3-17=0/862, 11-15=0/862, 8-16=-469/281 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-8 to 1-10-11, Interior (1) 1-10-11 to 8-11-2, Exterior(2R) 8-11-2 to 15-5-14, Interior (1) 15-5-14 to 22-3-8, Exterior(2E) 22-3-8 to 25-3-8 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 3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 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. 8)Bearing at joint(s) 2, 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 78 lb uplift at joint 2 and 78 lb uplift at joint 12. 10)This truss is designed in accordance with the 2018 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 Parker/Gray Residence A03 Scissor 6 124070631BR 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. Thu Oct 10 14:16:56 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:B0wVC8VVybZQdj17vGHKB?yvXrj-9f4eREUvDIkjLKrCX9b96D2dmdxNNvKT6cw_udyUovb 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. 912 7.4112 =8x12 =3x6 =2x4 =6x10 =2x4 =4x8 =4x6 =3x6 =8x8 =5x8 =3x6 =4x6 =2x4 =4x8 =2x4 =6x10 =3x6 =8x12 1 13 2 121418 3 11 17 15 4 105916 6 8 7 T2 T1 T2 T1 B1 B1 W6 W3 W5 W3 W1 W1 W2 W2 W5 W4 W4 HW1 HW1 10-08 -10-08 10-08 25-03-08 2-11-04 21-01-04 2-11-04 6-03-00 3-00-10 9-03-10 3-00-10 18-02-00 2-10-14 15-01-06 2-10-14 12-02-08 3-03-12 3-03-12 3-03-12 24-05-00 5-08 5-08 5-08 24-05-00 2-11-04 21-01-04 2-11-04 6-03-00 2-10-04 23-11-08 2-10-04 3-03-12 5-11-08 12-02-08 5-11-08 18-02-001-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL)-0.35 16 >846 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.52 16 >563 180 TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.69 12 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 170 lb FT = 20% Scale = 1:72 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 4-03-02, Right 2x8 SP 2400F 2.0E -- 4-03-02 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, Except: 6-0-0 oc bracing: 17-18,12-13. REACTIONS All bearings 24-05-00. (lb) -Max Horiz 2=-194 (LC 12), 27=-194 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 10, 12, 18, 31 except 2=-129 (LC 15), 13=-173 (LC 15), 17=-193 (LC 14), 27=-129 (LC 15) Max Grav All reactions 250 (lb) or less at joint (s) 14, 16 except 2=335 (LC 31), 10=291 (LC 37), 12=316 (LC 2), 13=644 (LC 22), 15=617 (LC 2), 17=650 (LC 21), 18=302 (LC 2), 27=335 (LC 31), 31=291 (LC 37) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-35=-296/80, 8-38=-296/58 WEBS 6-15=-484/21, 8-13=-646/170, 4-17=-644/186 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-8 to 1-10-11, Interior (1) 1-10-11 to 9-2-8, Exterior(2R) 9-2-8 to 15-2-8, Interior (1) 15-2-8 to 22-3-8, Exterior(2E) 22-3-8 to 25-3-8 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 3) 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. 4)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 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 100 lb uplift at joint (s) 10, 18, 12, 10 except (jt=lb) 2=128, 13=173, 17=192, 2=128. 12)This truss is designed in accordance with the 2018 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 Parker/Gray Residence A04K Scissor 1 124070631BR 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. Thu Oct 10 14:16:57 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:8P2FdqXlUDp7s1BV1hJoGQyvXrh-dse0faVX_csazUQO5t6OfRamr1Sc6R4cLGfXR3yUova 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. 912 7.4112 =6x10 =3x6 =6x10 =3x6 =3x6 =4x6 =6x8 =5x6 =4x6 =3x6 =3x6 =6x10 =3x6 =6x10 1 11 2 101218 3 9 17 13 1416 4 8 35 3815 5 73637 6 T2 T1 T2 T1B1B1 W5 W4 W3 W4 W3 W1 W2 W1 W2 HW1 HW1 ST3 ST1 ST2 ST3 ST1 ST2 10-08 -10-08 10-08 25-03-08 2-11-04 6-03-00 2-11-04 21-01-04 3-03-12 24-05-00 3-03-12 3-03-12 5-11-08 18-02-00 5-11-08 12-02-08 5-08 5-08 5-08 24-05-00 2-11-04 6-03-00 2-11-04 21-01-04 2-10-04 23-11-08 2-10-04 3-03-12 5-11-08 12-02-08 5-11-08 18-02-001-04-0010-05-147-03-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL)0.00 29 >999 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.05 Vert(CT)0.00 15-16 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 174 lb FT = 20% Scale = 1:56.5 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x6 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 20-00-08. (lb) -Max Horiz 24=-203 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 14, 16, 17, 18, 19, 20, 21, 22 except 15=-119 (LC 15), 23=-135 (LC 11), 24=-206 (LC 10) Max Grav All reactions 250 (lb) or less at joint (s) 14, 16, 22 except 15=269 (LC 31), 17=293 (LC 22), 18=337 (LC 22), 19=316 (LC 33), 20=336 (LC 21), 21=293 (LC 21), 23=296 (LC 30), 24=338 (LC 31) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-20=-293/74, 5-21=-253/80, 8-18=-294/72, 9-17=-253/80 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-4 to 2-0-4, Interior (1) 2-0-4 to 7-0-4, Exterior(2R) 7-0-4 to 13-0-4, Interior (1) 13-0-4 to 17-10-12, Exterior(2E) 17-10-12 to 20-10-12 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 3) 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. 4)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 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) 14, 19, 20, 21, 22, 18, 17, 16 except (jt=lb) 24=206, 23=134, 15=118. 13)This truss is designed in accordance with the 2018 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 Parker/Gray Residence B01K Roof Special 1 124070631BR 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. Thu Oct 10 14:16:57 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:pOfMVg2CJANycc9WeI43aGyUpee-dse0faVX_csazUQO5t6OfRaqs1SW6SrcLGfXR3yUova 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. 912 9 12=3x4 =5x6 =5x6 =3x4 1424 131 23 15 122 3 11 22 16 4 10 21 17 25 28 5 9 20 18 26 27 6 8 19 7 W1 T1 T1 W1 B1 B1 ST2 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 10-04 20-10-12 10-04 -10-04 10-00-04 10-00-04 10-00-04 20-00-08 5-08 5-08 5-08 20-00-08 9-06-12 19-07-00 9-06-12 10-00-041-08-009-02-037-02-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL)0.00 23-24 >999 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.05 Vert(CT)0.00 23-24 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 14 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 110 lb FT = 20% Scale = 1:60.1 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 12-2,6-8:2x6 SPF No.2, 10-4:2x4 SPF 2100F 1.8E BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-8 REACTIONS (size)8=5-08, (min. 1-08), 12=5-08, (min. 1-08) Max Horiz 12=-203 (LC 12) Max Uplift 8=-67 (LC 15), 12=-67 (LC 14) Max Grav 8=1283 (LC 2), 12=1283 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-805/135, 2-3=-783/132, 3-13=-4841/0, 13-14=-4829/0, 4-14=-4722/0, 4-15=-4722/0, 15-16=-4829/0, 5-16=-4841/0, 5-6=-783/99, 6-8=-805/108 BOT CHORD 11-12=-229/3180, 10-11=-233/3234, 9-10=0/3234, 8-9=0/3180 WEBS 4-10=0/5075, 5-10=-181/1480, 3-10=0/1480, 3-12=-3092/106, 5-8=-3092/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-4 to 2-1-12, Interior (1) 2-1-12 to 7-0-4, Exterior(2R) 7-0-4 to 13-0-4, Interior (1) 13-0-4 to 17-10-12, Exterior(2E) 17-10-12 to 20-10-12 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 3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 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. 8)Bearing at joint(s) 12, 8 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 67 lb uplift at joint 12 and 67 lb uplift at joint 8. 10)This truss is designed in accordance with the 2018 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 Parker/Gray Residence B02 Roof Special 1 124070631BR 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. Thu Oct 10 14:16:57 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:HbCkj03q4UVpEmkiC0bI7TyUped-dse0faVX_csazUQO5t6OfRam51NL6JscLGfXR3yUova 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. 912 912=6x6 =4x10 =4x12 =2x4 =5x8 =8x8 =4x12 =2x4 =4x10 =6x6 12 8 71 62 11 9 531613 14 15 10 4 W1 T1 T1 W1 B1 B1 W5 W4W4 W3 W2 W3 W2 10-04 20-10-12 10-04 -10-04 5-00-07 10-00-04 5-00-07 15-00-11 4-11-13 20-00-08 4-11-13 4-11-13 5-08 5-08 5-08 20-00-08 5-00-07 15-00-11 5-00-07 10-00-04 4-06-05 19-07-00 4-06-05 4-11-131-08-009-02-037-02-01Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL)-0.38 10 >612 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.32 Vert(CT)-0.58 10 >407 180 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(CT)0.94 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 130 lb FT = 20% Scale = 1:69.3 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 14-3:2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-9,15-2:2x6 SPF No.2 OTHERS 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-9 REACTIONS (size)9=5-08, (min. 1-08), 17=5-08, (min. 1-08) Max Horiz 17=194 (LC 13) Max Uplift 9=-79 (LC 15), 17=-78 (LC 14) Max Grav 9=1283 (LC 2), 17=1276 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2604/129, 3-18=-2550/131, 3-19=-2797/155, 4-19=-2733/164, 4-20=-4401/0, 5-20=-4334/0, 5-21=-4864/0, 6-21=-4921/0, 6-22=-697/194, 22-23=-726/175, 7-23=-988/170, 7-9=-980/209 BOT CHORD 10-11=0/3741, 9-10=0/3672, 3-13=-357/48, 12-13=-33/3739, 11-12=-42/3805 WEBS 4-13=-1324/0, 5-11=0/4383, 6-11=-115/1166, 2-13=-61/2168, 6-9=-3348/0, 4-11=-75/763, 2-17=-1329/170 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-9-4 to 2-2-12, Interior (1) 2-2-12 to 7-1-9, Exterior(2R) 7-1-9 to 13-1-9, Interior (1) 13-1-9 to 18-0-0, Exterior(2E) 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 3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 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)Bearings are assumed to be: Joint 17 SPF No.2 crushing capacity of 425 psi. 10)Bearing at joint(s) 9, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 9 and 78 lb uplift at joint 17. 12)This truss is designed in accordance with the 2018 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 Parker/Gray Residence C01SK Roof Special 1 124070631BR 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. Thu Oct 10 14:16:58 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:lnm6wM3SrndgrwJumj6XfhyUpec-dse0faVX_csazUQO5t6OfRako1Fp6DzcLGfXR3yUova 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. 612 912 5.512 912 =4x6 =4x4 =7x16 =2x4 =3x4 =6x10 =MT20HS 3x10 =2x4 =6x8 =10x12 =4x12 =2x4 =MT20HS 10x14 915 8 71417 16 23 1 13 2 10 18 223 12 19 6 214 20 11 5 T1 T2 W11 W1 B1 B4B2 B3W4 W7 W8 W3 W2 W9 W10 W5 W6 BL1 2-09-073-00-02 10-08 -10-08 10-04 20-10-12 2-10-12 5-09-00 2-10-04 2-10-04 3-08-06 13-08-10 4-03-04 10-00-05 6-03-14 20-00-08 5-08 20-00-08 5-08 5-08 2-06-08 3-00-00 2-09-00 5-09-00 3-08-06 13-08-10 4-03-04 10-00-05 5-10-06 19-07-009-02-031-04-001-08-000-092-01-036-04-021-10-141-10-1411-032-10-011-02-004-00-013-02-017-02-010-097-02-11Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL)-0.41 10-11 >573 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.87 Vert(CT)-0.62 10-11 >381 180 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.86 9 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 136 lb FT = 20% Scale = 1:56.5 PRELI MI N A R Y LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 6-8,12-2:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-8 REACTIONS (size)8=5-08, (min. 1-08), 12=5-08, (min. 1-08) Max Horiz 12=183 (LC 13) Max Uplift 8=-82 (LC 15), 12=-77 (LC 14) Max Grav 8=1283 (LC 2), 12=1286 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1097/91, 13-14=-929/95, 3-14=-912/108, 3-15=-4378/0, 4-15=-4322/0, 4-16=-4850/0, 5-16=-4915/0, 5-17=-709/191, 17-18=-744/172, 6-18=-1000/167, 6-8=-980/207, 2-12=-931/130 BOT CHORD 11-12=-18/3583, 10-11=-33/3662, 9-10=0/3739, 8-9=0/3661 WEBS 4-10=0/4375, 3-10=0/872, 3-12=-2985/0, 5-10=-118/1158, 5-8=-3325/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=120mph (3-second gust) Vasd=95mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-8 to 2-1-8, Interior (1) 2-1-8 to 7-0-5, Exterior(2R) 7-0-5 to 13-0-5, Interior (1) 13-0-5 to 17-10-12, Exterior(2E) 17-10-12 to 20-10-12 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 3)TCLL: ASCE 7-16; Pr=40.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pg=40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 12.0 psf or 2.00 times flat roof load of 30.8 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 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)Bearing at joint(s) 8, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 8 and 77 lb uplift at joint 12. 11)This truss is designed in accordance with the 2018 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 Parker/Gray Residence C02 Roof Special 11 124070631BR 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. Thu Oct 10 14:16:58 Page: 1 This is a PRELIMINARY drawing; web configuration and lumber could change at the time of production. ID:hAutL25jNPtO5DTHt88?l6yUpea-52COswV9lw_Rae?afaddCe7vkQhJrfFmawP5zVyUovZ 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. 612 912 5.5 12 9 12=MT20HS 10x14 =4x12 =2x4 =10x12=5x8 =4x12 =2x4 =MT20HS 10x14 8 7 6 12 18 1 2 9 13 17 11 14 5 163 15 10 4 T1 T2 W9 W1 B1 B2 W5 W4 W2 W6 W8 W3 W7 0-1010-08 -10-08 10-04 20-10-12 3-08-06 13-08-10 4-03-04 10-00-05 5-09-00 5-09-00 6-03-14 20-00-08 5-08 20-00-08 5-08 5-08 3-08-06 13-08-10 4-03-04 10-00-05 5-03-08 5-09-00 5-10-06 19-07-009-02-021-04-001-08-000-096-04-022-10-002-10-004-04-007-02-000-097-02-10Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)40.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL)-0.42 10 >563 240 MT20 197/144 Snow (Pf/Pg)30.8/40.0 Lumber DOL 1.25 BC 0.40 Vert(CT)-0.63 10 >374 180 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.84 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 122 lb FT = 20%