21102185BR-Wein-rk-102521-ContPackOVERHANG INFO HEEL HEIGHT
GABLE STUDS
2x6
0 IN. OC
END CUT RETURN
SQUARE
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 2 1
QUOTE
LAYOUT
CUTTING
BRT
BRT
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
/ /
/ /
10/29/21 ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWRKMI
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
21102185BR
Brian Tetreault
Massachusetts /
/ /
Rich Blais
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
*9/30/21 plans. *Light storage attic trusses above garage with pulldown access. *Standard heel carried.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:RoofKeiter Builders
Wein / 301 Prospect Heights
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE10/25/21
301 Prospect Heights
Northampton, MA 01062
Wein / 301 Prospect Heights
Rich Blais
10/25/21
10/25/21
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5780
UFP Belchertown, LLC DESIGNER Brian Tetreault
QTY TYPE
SPAN LUMBER
TOP BOT
OVERHANG
LEFT RIGHT
CANTILEVER
LEFT RIGHT
PITCH
TOP BOTID
TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
35.0,15.0,0.0,10.0
STRESS INCR.
1.15INFORMATION 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
A01 8.25 0.00 26-00-00 01-04-00 01-04-002 X 6 2 X 6
ATTIC
3 26-00-00
A01A 8.25 0.00 26-00-00 01-04-002 X 6 2 X 6
ATTIC
9 26-00-00
T01GE 8.25 0.00 26-00-00 01-04-00 01-04-002 X 6 2 X 6
COMMON
2 26-00-00
ROOF 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.
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 BUT can be provided for an additional charge.
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.
Conventionally Framed(adjust bearing height or heel foralignment with truss fascia)ConventionallyFramedT01GET01GEA01(3)A01A(9)24' 6"10' 6" 8' 8" 5' 4"24' 6"26' 0"26' 0"8' 0" 10' 0" 8' 0"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" ROOF AREA 1120.39 ft²SHEATHING COUNT* 39 sheetsOVERHANGE LINES 58.47 ftRAKED LINES 90.64 ftRIDGE LINES 42.92 ftHIP LINES 0 ftVALLEY LINES 22.09 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.301 Prospect Heights Northampton, MA 01062Keiter Buildersr.k. Miles-Hatfield, MAWein / 301 Prospect Heights REVISIONSDATE DESCRIPTION DSN- - -- - -- - -- - -- - -- - -- - -- - -21102185BRSTRUC DATEJOB #:DESIGNERBRTARCH DATELAYOUT DATE09/30/21N/A10/25/21SCALE: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.FOR APPROVAL - ROOF PLACEMENT PLANROOF TRUSS CRITERIABUILDING CODEIRC2015SNOW LOAD35.000 lb/ft²TOP CHORD DEAD LOAD15.000 lb/ft²BOTTOM CHORD LIVE LOAD0.000 lb/ft²BOTTOM CHORD DEAD LOAD10.000 lb/ft²LIVE LOAD DEFLECTION240TOTAL LOAD DEFLECTION180LEFT END OF TRUSS IS NOTED AS(TYPICAL)ROOF TRUSS NOTES:
8.2512
=5x6
=8x8
=3x8 =5x6
=4x4
=2x4
=6x6
=4x4
=MT18HS 5x12 =5x6
=3x8
=8x8
=5x6
1 11141312
102
2522
93
84242315
5 7
6
T2
T1
T2
T1
B1 B2
W3
W4
W1 W1
W2W2
10-00-00
1-04-00
27-04-00
1-04-00
-1-04-00
2-06-09
10-04-13
2-06-09
18-01-12
2-07-03
15-07-03
2-07-03
13-00-00
3-04-10
21-06-06
3-04-10
7-10-04
4-05-10
4-05-10
4-05-10
26-00-00
7-10-04
7-10-04
7-10-04
26-00-00
10-03-08
18-01-1210-04-157-006-06-129-06-04Scale = 1:70.6
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.36 12-14 >858 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.57 12-14 >545 180 MT18HS 197/144
TCDL 15.0 Rep Stress Incr YES WB 0.27 Horz(CT)0.04 10 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS Attic -0.26 12-14 >473 360
BCDL 10.0 Weight: 139 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E *Except* 1-3,9-11:2x6SPF No.2
BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-1-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
JOINTS 1 Brace at Jt(s): 15
REACTIONS (size)2=5-08, (min. 2-09), 10=5-08, (min.
2-09)
Max Horiz 2=-199 (LC 9)
Max Grav 2=2017 (LC 22), 10=2017 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-22=-2996/0, 3-22=-2840/0, 3-4=-2697/0,
4-23=-1958/0, 5-23=-1842/0, 7-24=-1842/0,8-24=-1958/0, 8-9=-2696/0, 9-25=-2944/0,10-25=-2997/0
BOT CHORD 2-14=0/2539, 13-14=0/2048, 12-13=0/2048,
10-12=0/2402
WEBS 8-12=0/994, 4-14=0/993, 5-15=-2284/0,
7-15=-2284/0, 3-14=-680/152, 9-12=-680/153
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) -1-5-9 to 1-6-7, Interior (1) 1-6-7 to
10-0-0, Exterior (2) 10-0-0 to 15-11-2, Interior (1)15-11-2 to 24-5-9, Exterior (2) 24-5-9 to 27-5-9 zone;cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate gripDOL=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 liveload of 16.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)* This truss has been designed for a live load of 20.0psfon 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)Ceiling dead load (10.0 psf) on member(s). 4-5, 7-8,
5-15, 7-15; Wall dead load (5.0psf) on member(s).8-12,
4-14
8)Bottom chord live load (40.0 psf) and additional bottom
chord dead load (5.0 psf) applied only to room. 12-14
9)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
10)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
A01 Attic 3 121102185BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Aug 16 2021 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Mon Oct 25 13:12:38 Page: 1
ID:Chwt??HuAwGqED7UtSdqlcyPteZ-Rv_rQf6ExPZce?CXR_BEgrfQJv9dRJqTjVQhb6yPtRt
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.
8.2512
=5x6
=8x8
=3x8 =5x6 =4x4
=2x4
=6x6
=4x4
=MT18HS 5x12 =5x6
=3x8
=8x8
=5x6
1 13 12 11
102
21
24
3 9
4 8232214
5 7
6
T2
T1
T2
T3
B1 B2
W3
W4
W1 W1
W2W2
10-00-00
1-04-00
-1-04-00
2-06-09
18-01-12
2-06-09
10-04-13
2-07-03
15-07-03
2-07-03
13-00-00
3-04-10
7-10-04
3-04-10
21-06-06
4-05-10
26-00-00
4-05-10
4-05-10
7-10-04
7-10-04
7-10-04
26-00-00
10-03-08
18-01-1210-04-157-006-06-129-06-04Scale = 1:66.1
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL)-0.36 11-13 >857 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.57 11-13 >545 180 MT18HS 197/144
TCDL 15.0 Rep Stress Incr YES WB 0.27 Horz(CT)0.04 10 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS Attic -0.26 11-13 >473 360
BCDL 10.0 Weight: 137 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E *Except* 1-3,9-10:2x6SPF No.2
BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or4-1-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
JOINTS 1 Brace at Jt(s): 14
REACTIONS (size)2=5-08, (min. 2-09), 10=5-08, (min.
2-06)
Max Horiz 2=192 (LC 8)
Max Grav 2=2020 (LC 22), 10=1885 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-21=-3002/0, 3-21=-2952/0, 3-4=-2705/0,4-22=-1966/0, 5-22=-1850/0, 7-23=-1846/0,8-23=-1962/0, 8-9=-2709/0, 9-24=-2863/0,10-24=-3020/0
BOT CHORD 2-13=0/2533, 12-13=0/2044, 11-12=0/2044,
10-11=0/2423
WEBS 8-11=0/1014, 4-13=0/993, 5-14=-2295/0,
7-14=-2295/0, 3-13=-672/151, 9-11=-709/160
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) -1-5-9 to 1-6-7, Interior (1) 1-6-7 to10-0-0, Exterior (2) 10-0-0 to 15-11-2, Interior (1)15-11-2 to 23-0-0, Exterior (2) 23-0-0 to 26-0-0 zone;cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate gripDOL=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)* 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)Ceiling dead load (10.0 psf) on member(s). 4-5, 7-8,
5-14, 7-14; Wall dead load (5.0psf) on member(s).8-11,
4-13
8)Bottom chord live load (40.0 psf) and additional bottom
chord dead load (5.0 psf) applied only to room. 11-13
9)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
A01A Attic 9 121102185BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Aug 16 2021 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Mon Oct 25 13:12:38 Page: 1
ID:DJ4RPtWt9G6LTuw4rtSku7yPtcz-Rv_rQf6ExPZce?CXR_BEgrfQ9v9eRJoTjVQhb6yPtRt
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.
8.2512
=4x4
=4x6
=5x6
=4x6
=4x6 =4x4
191
33 32 31 30 29 28 27 26 25 24 23 22 21 20
182
173
36 39 37
4 16343835
5 15
4847614
7 13128
119
10
T2
T1
T2
T1
B1 B2
ST6 ST6ST7
ST7
ST8
ST9
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST14-10-001-04-00
27-04-00
1-04-00
-1-04-00
13-00-00
13-00-00
13-00-00
26-00-00
26-00-0010-04-157-009-06-042-01-002-01-00Scale = 1:61.3
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.19 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.20 Horz(CT)-0.01 46 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 190 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 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 ocbracing.
JOINTS 1 Brace at Jt(s): 34,
35, 36, 37
REACTIONS All bearings 26-00-00.
(lb) -Max Horiz 2=199 (LC 10), 40=199 (LC 10)
Max Uplift All uplift 100 (lb) or less at joint(s)
2, 18, 20, 22, 23, 25, 29, 30, 31,
32, 33, 40, 46 except 21=-165 (LC
17)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 21, 25, 27, 29, 31, 32, 40except 20=659 (LC 1), 22=310 (LC1), 23=262 (LC 19), 26=428 (LC19), 28=390 (LC 1), 30=288 (LC18), 33=315 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 2-3=-152/459, 3-4=-115/444, 4-5=-86/440,
5-47=-57/424, 6-47=-46/435, 6-7=-48/449,
7-8=-21/457, 8-9=-66/447, 9-10=-82/322,
10-11=-82/322, 11-12=-66/447,
12-13=-21/457, 13-14=-48/449, 14-48=0/434,15-48=-4/424, 15-16=-26/449,16-17=-73/390, 17-18=-130/466
BOT CHORD 2-33=-349/184, 32-33=-349/184,31-32=-349/184, 30-31=-349/184,29-30=-349/184, 28-29=-349/184,27-28=-348/184, 26-27=-348/184,25-26=-349/184, 24-25=-349/184,23-24=-349/184, 22-23=-349/184,21-22=-349/184, 20-21=-349/184,
18-20=-349/184
WEBS 28-36=-377/1, 34-36=-387/1, 9-34=-323/4,
26-37=-417/0, 35-37=-427/0, 11-35=-363/0,
17-20=-381/76
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) -1-5-9 to 1-6-7, Exterior (2) 1-6-7 to
10-0-0, Corner (3) 10-0-0 to 16-0-0, Exterior (2) 16-0-0
to 24-5-9, Corner (3) 24-5-9 to 27-5-9 zone; cantilever
left and right exposed ; end vertical left and rightexposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2) Truss designed for wind loads in the plane of the trussonly. 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)Vertical gable studs spaced at 2-0-0 oc and horizontal
gable studs spaced at 2-4-8 oc.
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)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 18, 29, 30, 31, 32, 33, 25, 23, 22, 20, 2, 18
except (jt=lb) 21=165.
11)Beveled plate or shim required to provide full bearingsurface with truss chord at joint(s) 2, 40.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
T01GE Common Supported Gable 2 121102185BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Aug 16 2021 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Mon Oct 25 13:12:38 Page: 1
ID:jlzxR_?TtFxGZO5UMRepiMyPtZm-Rv_rQf6ExPZce?CXR_BEgrfWuvG9RKCTjVQhb6yPtRt