24C-198 TRUSS 15102964B-Ghazey_Bates-rk-102415-DwgsOVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-03
24 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
NONE
REQ. LAYOUTS
JOBSITE 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
/ /
/ /
/ /ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWRKMI
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
15102964B
Brian Tetreault
Massachusetts /
/ /
Andy Clogston
( ) -
PAGE 1
SPECIAL INSTRUCTIONS:
*10/18/15 plans. *12" heel height. *All flat ceilings.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Ghazey-Bates /Rosemund
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE10/24/15
Northampton, MA
Ghazey-Bates /Rosemund
Andy Clogston
10/24/15
10/24/15
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5257
UFP Belchertown, LLC
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.
1.15INFORMATION 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
T01 9.00 0.00 12-08-00 01-00-00 01-00-002 X 6 2 X 4
COMMON
3 12-08-00
T01GE 9.00 0.00 12-08-00 01-00-00 01-00-002 X 6 2 X 4
GABLE
1 12-08-00
T02 9.00 0.00 20-04-00 01-00-00 01-00-002 X 6 2 X 4
COMMON
1 20-04-00
T02SGE 9.00 0.00 20-04-00 01-00-00 01-00-002 X 6 2 X 4
GABLE
1 20-04-00
T03 9.00 0.00 30-00-00 01-00-00 01-00-002 X 6 2 X 4
COMMON
21 30-00-00
T03SGE 9.00 0.00 30-00-00 01-00-00 01-00-002 X 6 2 X 4
GABLE
2 30-00-00
T04 9.00 0.00 15-00-00 01-00-00 01-00-002 X 6 2 X 4
COMMON
6 15-00-00
T04GE 9.00 0.00 15-00-00 01-00-00 01-00-002 X 6 2 X 4
GABLE
1 15-00-00
ROOF SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
ConventionallyFramedConventionallyFramedTruss ListTruss Qty SpanT01 3 12' 8"T01GE 1 12' 8"T02 1 20' 4"T02SGE 1 20' 4"T03 21 30' 0"T03SGE 2 30' 0"T04 6 15' 0"T04GE 1 15' 0"Nailer trusses included.(Verify if wanted prior to order)BBO1BBO2BBO3BBO4T01GET02SGET03SGET03SGET04GET02T03(21)T04(6)T01(3)62' 0" 5' 0" 1' 0"44' 0" 12' 0" 62' 0" 12' 8" 7' 8" 9' 8"30' 0"15' 0"15' 0"30' 0"1' 11 1/4"2' 0" 11 1/4"1 1/2"10 1/2"1 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" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 11 1/4"1 1/2"1' 11 1/4"2' 0" 2' 0" 2' 0" Roof Area 2248.33Sheathing Count 77Overhang Lines 131Raked Lines 113.75Ridge Lines 67Hip Lines 0Valley Lines 0THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to beincorporated into the building design at the specificationof the building designer. See individual design sheets for eachtruss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracingof the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams,walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing ofwood trusses" available from the Truss Plate Institute, 583D'Onifrio Drive; Madison, WI 53179. It is the responsiblility of theGeneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,loading conditions, and use. If they do not, it is the responsiblility of the General Contractor/Superintendent to provideprints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible forprint/planchanges by others after final approval ofshop drawings, norwill they be responsible for errors or modifications made on-siteduring construction. DO NOT CUT, NOTCH, DRILL, OR OTHERWISE"REPAIR" MANUFACTURED TRUSSES IN ANY WAYWITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOTBE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS"DONE WITHOUT PRIOR WRITTENAUTHORIZATION FROM UFPGhazey-Bates/RosemundNorthampoton, MA10/24/15For Approval15102964BThe following information is anapproximate and NOT guaranteed
Job
15102964B
Truss
T01
Truss Type
COMMON
Qty
3
Ply
1
Northampton, MA
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Scale = 1:32.7
T1 T1
B1
W2
W1 W1
1
2
3
4
5
8 7 6
9 10
3x10 MT20HS 3x10 MT20HS1.5x3
6x6
6-4-0
6-4-0
12-8-0
6-4-0
-1-0-01-0-0 6-4-06-4-0 12-8-06-4-0 13-8-01-0-0
1-0-05-9-06-0-141-0-09.00 12
Plate Offsets (X,Y)-- [6:0-5-0,0-0-12], [8:0-5-0,0-0-12]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix-M)
0.310.290.11
DEFL.
Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.03-0.070.01
0.01
(loc)6-76-76
7-8
l/defl>999>999n/a
>999
L/d240180n/a
360
PLATES
MT20MT20HS
Weight: 56 lb FT = 4%
GRIP
197/144148/108
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x6 SPF No.2 *Except*
W2: 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x8 SP No.1 1-10-4, Right 2x8 SP No.1 1-10-4
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS.(lb/size)8=855/0-5-8 (min. 0-1-8), 6=855/0-5-8 (min. 0-1-8)
Max Horz8=-104(LC 6)
Max Uplift8=-54(LC 8), 6=-54(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-9=-764/103, 3-9=-553/123, 3-10=-553/123, 4-10=-764/103, 2-8=-799/198, 4-6=-799/198BOT CHORD 7-8=0/448, 6-7=0/448
WEBS 3-7=0/268
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.33
2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
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 40.0 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 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6.
9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T01GE
Truss Type
GABLE
Qty
1
Ply
1
Northampton, MA
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Scale = 1:32.7
T1 T1
B1
W1 W1
ST3
ST2
ST1
ST2
ST1
1
2
3
4
5
6
7
8
9
16 15 14 13 12 11 10
17 18
6x6
3x8
3x8
12-8-0
12-8-0
-1-0-01-0-0 6-4-06-4-0 12-8-06-4-0 13-8-01-0-0
1-0-05-9-06-0-141-0-09.00 12
Plate Offsets (X,Y)-- [10:Edge,0-5-8]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix)
0.130.030.10
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.01-0.010.00
(loc)9910
l/defln/rn/rn/a
L/d18080n/a
PLATES
MT20
Weight: 68 lb FT = 4%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x6 SPF No.2 *Except*
W2: 2x4 SPF No.2 or 2x4 SPF Stud
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
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.
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS.All bearings 12-8-0 except (jt=length) 16=-0-0-1 (input: 12-8-0), 10=-0-0-1 (input: 12-8-0), 13=-0-0-1 (input:
12-8-0), 14=-0-0-1 (input: 12-8-0), 15=-0-0-1 (input: 12-8-0), 12=-0-0-1 (input: 12-8-0), 11=-0-0-1 (input:
12-8-0).
(lb) - Max Horz16=-104(LC 6)Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11Max Grav All reactions 250 lb or less at joint(s) 13, 15, 11 except 16=279(LC 2), 10=279(LC 3), 14=304(LC 2), 12=304(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-257/93, 8-10=-257/93
WEBS 4-14=-265/80, 6-12=-265/80
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) 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 40.0 psf on overhangs
non-concurrent with other live loads.
6) All plates are 1.5x3 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.12) WARNING: Required bearing size at joint(s) 16, 10, 13, 14, 15, 12, 11 greater than input bearing size.13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15,12, 11.
14) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
15) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T02
Truss Type
Common
Qty
1
Ply
1
Northampton, MA
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Scale: 1/4"=1'
T1 T1
B1
W2
W1W1
HW1
HW1B1
1
2
3
4
5
6
7
8 9
10
19 20
4x10
4x4
6x6
5x8
2x4 2x4
4x10
4x4
10-2-0
10-2-0
20-4-0
10-2-0
-1-0-01-0-0 5-2-125-2-12 10-2-04-11-4 15-1-44-11-4 20-4-05-2-12 21-4-01-0-0
1-0-08-7-88-11-61-0-09.00 12
Plate Offsets (X,Y)-- [2:0-3-8,Edge], [8:0-5-2,Edge], [10:0-4-0,0-3-0]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix-M)
0.280.660.40
DEFL.
Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.12-0.300.04
0.01
(loc)10-1310-138
10-13
l/defl>999>803n/a
>999
L/d240180n/a
360
PLATES
MT20
Weight: 105 lb FT = 4%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud *Except*
W2: 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 1-11-12, Right 2x6 SPF No.2 1-11-12
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS.(lb/size)2=1320/0-5-8 (req. -0-0-1), 8=1320/0-5-8 (req. -0-0-1)Max Horz2=174(LC 7)Max Uplift2=-58(LC 8), 8=-58(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-787/0, 3-4=-1448/245, 4-19=-1136/214, 5-19=-984/236, 5-20=-984/236, 6-20=-1136/214, 6-7=-1448/245,
7-8=-787/0BOT CHORD 2-10=-161/1067, 8-10=-121/1067WEBS5-10=-137/665, 6-10=-440/181, 4-10=-440/181
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.332) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.13) 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 40.0 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 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.7) WARNING: Required bearing size at joint(s) 2, 8 greater than input bearing size.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8.
9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T02SGE
Truss Type
GABLE
Qty
1
Ply
1
Northampton, MA
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Scale: 1/4"=1'
T1 T1
B1
W2
W1W1
HW1
HW1B1
ST2
ST1
ST2
ST3
ST1
ST4 ST5
ST6
1
2
3
4
5
6
7
8 9
10
33 34
4x10
4x4
6x6
5x8
2x4 2x4
4x10
4x4
2x4
2x4
3x6
3x6
10-2-0
10-2-0
20-4-0
10-2-0
-1-0-01-0-0 5-2-125-2-12 10-2-04-11-4 15-1-44-11-4 20-4-05-2-12 21-4-01-0-0
1-0-08-7-88-11-61-0-09.00 12
Plate Offsets (X,Y)-- [2:0-3-8,Edge], [8:0-5-2,Edge], [10:0-4-0,0-3-0]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix-M)
0.280.660.40
DEFL.
Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.12-0.300.04
0.01
(loc)10-2710-278
10-27
l/defl>999>803n/a
>999
L/d240180n/a
360
PLATES
MT20
Weight: 130 lb FT = 4%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud *Except*
W2: 2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 1-11-12, Right 2x6 SPF No.2 1-11-12
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS.(lb/size)2=1320/0-5-8 (min. 0-2-1), 8=1320/0-5-8 (min. 0-2-1)Max Horz2=-174(LC 6)
Max Uplift2=-58(LC 8), 8=-58(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-787/0, 3-4=-1448/245, 4-33=-1136/214, 5-33=-984/236, 5-34=-984/236, 6-34=-1136/214, 6-7=-1448/245, 7-8=-787/0BOT CHORD 2-10=-161/1067, 8-10=-121/1067WEBS5-10=-137/665, 6-10=-440/181, 4-10=-440/181
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.332) 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 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
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 40.0 psf on overhangsnon-concurrent with other live loads.6) All plates are 1.5x3 MT20 unless otherwise indicated.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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, 8.11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T03
Truss Type
COMMON
Qty
21
Ply
1
Northampton, MA
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Scale = 1:69.2
T2 T2
B1
W2
W1
W2
W1
HW1
HW1
T1 T1
B2
1 2
3
4
5
6
7
8
9
10 11
14 13 1223242526 27 28
5x6
6x6
5x6
4x10
4x4
3x10 MT20HS 4x4
2x4
4x4
2x4
4x10
4x4
10-1-3
10-1-3
19-10-13
9-9-11
30-0-0
10-1-3
-1-0-01-0-0 7-7-127-7-12 15-0-07-4-4 22-4-47-4-4 30-0-07-7-12 31-0-01-0-0
1-0-012-3-012-6-141-0-09.00 12
Plate Offsets (X,Y)-- [2:0-5-2,Edge], [10:0-5-2,Edge]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix-M)
0.800.650.64
DEFL.
Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.34-0.530.07
0.03
(loc)12-1412-1410
14-17
l/defl>999>679n/a
>999
L/d240180n/a
360
PLATES
MT20MT20HS
Weight: 157 lb FT = 4%
GRIP
197/144148/108
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2 *Except*
W1: 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 1-11-12, Right 2x6 SPF No.2 1-11-12
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS.(lb/size)2=2203/0-5-8 (min. 0-3-7), 10=2203/0-5-8 (min. 0-3-7)Max Horz2=257(LC 7)Max Uplift2=-71(LC 8), 10=-71(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1356/9, 3-4=-2699/351, 4-5=-2465/432, 5-6=-2235/472, 6-7=-2235/472, 7-8=-2465/432, 8-9=-2699/351,
9-10=-1356/9BOT CHORD 2-23=-213/2009, 23-24=-120/2009, 14-24=-120/2009, 14-25=0/1381, 13-25=0/1381, 13-26=0/1381, 12-26=0/1381, 12-27=-120/2009, 27-28=-120/2009, 10-28=-165/2009WEBS6-12=-198/1168, 8-12=-694/301, 6-14=-198/1168, 4-14=-694/301
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.332) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
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 40.0 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 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2 and 71 lb uplift at
joint 10.
9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T03SGE
Truss Type
GABLE
Qty
2
Ply
1
Northampton, MA
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Scale = 1:70.3
T2
T2
B1
W2
W1
W2
W1
HW1
HW1
T1 T1
B2
ST6
ST4
ST5
ST2
ST3
ST1
ST4
ST5
ST2
ST3
ST1
ST7
ST8
ST9
ST10
12
3
4
5
6
7
8
9
10
11
14 13 1247484950 51 52
5x6
10x12
5x6
4x10
4x4
3x10 MT20HS 4x4
2x4
4x4
2x4
4x10
4x4
4x10
4x10 3x4
4x10
4x10 4x10
10-1-3
10-1-3
19-10-13
9-9-11
30-0-0
10-1-3
-1-0-01-0-0 7-7-127-7-12 15-0-07-4-4 22-4-47-4-4 30-0-07-7-12 31-0-01-0-0
1-0-012-3-012-6-141-0-09.00 12
Plate Offsets (X,Y)-- [2:0-5-2,Edge], [6:0-7-8,0-4-0], [10:0-5-2,Edge]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix-M)
0.800.640.64
DEFL.
Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.34-0.540.08
0.03
(loc)12-1412-1410
14-41
l/defl>999>667n/a
>999
L/d240180n/a
360
PLATES
MT20MT20HS
Weight: 238 lb FT = 4%
GRIP
197/144148/108
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2 *Except*
W1: 2x4 SPF No.2 or 2x4 SPF Stud
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud *Except*
ST6: 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 1-11-12, Right 2x6 SPF No.2 1-11-12
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS.(lb/size)2=2189/0-5-8 (min. 0-3-7), 10=2189/0-5-8 (min. 0-3-7)
Max Horz2=257(LC 7)
Max Uplift2=-71(LC 8), 10=-71(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1320/9, 3-4=-2686/351, 4-5=-2452/432, 5-6=-2222/472, 6-7=-2222/472, 7-8=-2452/432, 8-9=-2686/351, 9-10=-1320/9BOT CHORD 2-47=-213/1997, 47-48=-120/1997, 14-48=-120/1997, 14-49=0/1374, 13-49=0/1374,
13-50=0/1374, 12-50=0/1374, 12-51=-120/1997, 51-52=-120/1997, 10-52=-165/1997
WEBS 6-12=-198/1159, 8-12=-692/301, 6-14=-198/1159, 4-14=-692/301
NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.33
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 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) 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 40.0 psf on overhangs
non-concurrent with other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) All plates are 1.5x3 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2 and 71 lb uplift at
joint 10.
12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T04
Truss Type
COMMON
Qty
6
Ply
1
Northampton, MA
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Scale = 1:37.6
T1 T1
B1
W2
W1 W11
2
3
4
5
8 7 6
9 10
11 12
4x10 4x10 1.5x3
6x6
7-6-0
7-6-0
15-0-0
7-6-0
-1-0-01-0-0 7-6-07-6-0 15-0-07-6-0 16-0-01-0-0
1-0-06-7-86-11-61-0-09.00 12
Plate Offsets (X,Y)-- [6:0-5-0,0-1-12], [8:0-5-0,0-1-12]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix-M)
0.460.520.16
DEFL.
Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.06-0.150.02
0.02
(loc)6-76-76
7-8
l/defl>999>999n/a
>999
L/d240180n/a
360
PLATES
MT20
Weight: 65 lb FT = 4%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x6 SPF No.2 *Except*
W2: 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 1-11-12, Right 2x6 SPF No.2 1-11-12
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS.(lb/size)8=1116/0-5-8 (min. 0-1-12), 6=1116/0-5-8 (min. 0-1-12)
Max Horz8=-124(LC 6)
Max Uplift8=-57(LC 8), 6=-57(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-9=-1093/118, 3-9=-835/141, 3-10=-835/141, 4-10=-1093/118, 2-8=-1036/217, 4-6=-1036/217BOT CHORD 8-11=0/681, 7-11=0/681, 7-12=0/681, 6-12=0/681
WEBS 3-7=0/373
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.33
2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
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 40.0 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 3-6-0 tall by 2-0-0 widewill 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 57 lb uplift at joint 8 and 57 lb uplift at
joint 6.
8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15102964B
Truss
T04GE
Truss Type
GABLE
Qty
1
Ply
1
Northampton, MA
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Scale = 1:37.6
T1
T1
B1
W1 W1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
1
2
3
4
5
6
7
8
9
10
11
20 19 18 17 16 15 14 13 12
21 22
6x6
3x8 3x8
15-0-0
15-0-0
-1-0-01-0-0 7-6-07-6-0 15-0-07-6-0 16-0-01-0-0
1-0-06-7-86-11-61-0-09.00 12
Plate Offsets (X,Y)-- [12:Edge,0-5-8]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.
TCBCWB
(Matrix)
0.130.030.13
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.01-0.010.00
(loc)111112
l/defln/rn/rn/a
L/d18080n/a
PLATES
MT20
Weight: 84 lb FT = 4%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x6 SPF No.2 *Except*
W2: 2x4 SPF No.2 or 2x4 SPF Stud
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
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.
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS.All bearings 15-0-0 except (jt=length) 20=-0-0-1 (input: 15-0-0), 12=-0-0-1 (input: 15-0-0), 16=-0-0-1 (input:
15-0-0), 17=-0-0-1 (input: 15-0-0), 18=-0-0-1 (input: 15-0-0), 19=-0-0-1 (input: 15-0-0), 15=-0-0-1 (input:
15-0-0), 14=-0-0-1 (input: 15-0-0), 13=-0-0-1 (input: 15-0-0).
(lb) - Max Horz20=-124(LC 6)Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13Max Grav All reactions 250 lb or less at joint(s) 16, 19, 13 except 20=304(LC 12), 12=304(LC 12), 17=311(LC 2),18=262(LC 2), 15=311(LC 3), 14=262(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-286/84, 10-12=-286/55
WEBS 5-17=-272/73, 7-15=-272/73
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) 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 40.0 psf on overhangs
non-concurrent with other live loads.
6) All plates are 1.5x3 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.12) WARNING: Required bearing size at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 greater than input bearing size.13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18,19, 15, 14, 13.
14) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
15) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard