37-041 Fortier_Old Wilson-rk-081614-DwgsOVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-03
24 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
MAIL JOBSITE 2 1 2
QUOTE
LAYOUT
CUTTING
BT1
BT1
DATEBY
SHIP
TO
24 West St
Hatfield, MA 01038
R.K. Miles-HatfieldSOLD
TO (413) 247-8314
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
14081994B
Brian Tetreault
Massachusetts /
/ /
Andy Clogston
( ) -
PAGE 1
SPECIAL INSTRUCTIONS:
*10" heel height. *Flat ceilings (tray's framed down). *Verify pitch prior to order.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Fortier /Jane & Roger Addition
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE08/16/14
Old Wilson Rd.
Northampton, MA 01062
Fortier /Jane & Roger
Andy Clogston
08/16/14
08/16/14
/ /
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
CJ01 4.24 0.00 11-04-15 02-11-142 X 6 2 X 6
DIAGONAL HIP
2 11-04-15
G01
1
6.00 0.00 24-03-12 02-01-06 02-01-062 X 6 2 X 6
HIP GIRDER
2 Ply 24-03-12
H02 6.00 0.00 24-03-12 02-01-06 02-01-062 X 6 2 X 4
HIP
1 24-03-12
J01 6.00 0.00 08-01-14 02-01-062 X 6 2 X 6
JACK-CLOSED
5 08-01-14
J02 6.00 0.00 06-00-13 02-01-062 X 6 2 X 6
JACK-CLOSED
4 06-00-13
J03 6.00 0.00 04-00-13 02-01-062 X 6 2 X 6
JACK-CLOSED
4 04-00-13
J04 6.00 0.00 02-00-13 02-01-062 X 6 2 X 6
JACK-OPEN
4 02-00-13
T03 6.00 0.00 24-03-12 02-01-06 02-01-062 X 6 2 X 4
COMMON
4 24-03-12
ROOF SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTALPRICE
ITEMS
HJC26Hanger 2
JL26Hanger 3
SNP3Hanger 8
ITEMS SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
ExistingHouseG01H02CJ01CJ01J02J03J04J02J03J04J02J03J04J02J03J04SNP3SNP3JL26SNP3SNP3SNP3HJC26JL26SNP3SNP3JL26HJC26SNP3No Soln.NAILEDNo Soln.NAILEDNo Soln.NAILEDNo Soln.NAILEDT03(4)J01(5)24' 3 3/4"18' 0"18' 5 1/2"2' 1 7/8"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0"8' 1 7/8"Roof Area 22.54Overhang Lines 71.69Raked Lines 31.91Ridge Lines 5.84Hip Lines 42.81Valley 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 UFPFortier /Jane & Roger AdditionOld Wilson Rd. Northampton, MA8/16/14For Approval14081994BThe following information is anapproximate and NOT guaranteed
Job
14081994B
Truss
J01
Truss Type
JACK-CLOSED
Qty
5
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:46:02 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-XB3_lV6vilYhZZWTWDIosFmDjkFBodf5VO7hd3ynLu3
Scale = 1:25.2
T1
W1
B1
1
2
3
4
5
2x4
2x4 3x4
-2-1-6
2-1-6
8-1-14
8-1-14
0-10-04-10-155-7-126.00 12
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLL
BCDL
40.0
10.00.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.800.290.00
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in
-0.06-0.140.000.00
(loc)
2-42-4
2
l/defl
>999>659n/a****
L/d
240180n/a360
PLATES
MT20
Weight: 40 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x6 SPF No.2WEBS2x4 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 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)4=432/Mechanical, 2=737/0-5-8 (min. 0-1-8)
Max Horz2=145(LC 8)
Max Uplift4=-45(LC 8), 2=-80(LC 8)Max Grav4=531(LC 2), 2=773(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 3-4=-453/205
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) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.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 bottomchord and any other members.8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 4 and 80 lb uplift at joint 2.10) 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 1.11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
14081994B
Truss
J02
Truss Type
JACK-CLOSED
Qty
4
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:46:25 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-McygaNOKHqRQq5muMYDBI5DEh05zg0MUoTBPwDynLti
Scale = 1:20.7
T1
W1
B1
1
2
3
4
5
2x4
2x4 2x4
-2-1-6
2-1-6
6-0-13
6-0-13
0-10-03-10-74-7-46.00 12
Plate Offsets (X,Y)-- [2:0-4-0,0-0-1]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.430.270.00
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.02-0.040.000.00
(loc)2-42-4
2
l/defl>999>999n/a****
L/d240180n/a360
PLATES
MT20
Weight: 31 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x6 SPF No.2
WEBS 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 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)4=293/Mechanical, 2=624/0-5-8 (min. 0-1-8)
Max Horz2=117(LC 8)Max Uplift4=-27(LC 8), 2=-85(LC 8)Max Grav4=358(LC 2), 2=652(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 3-4=-301/154
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) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.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 bottomchord and any other members.8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 4 and 85 lb uplift at joint 2.10) 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.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
14081994B
Truss
J03
Truss Type
JACK-CLOSED
Qty
4
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:47:29 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-Uwpt0F9TDUVLVwfB6_MBubtAYpxggzCvWQhoAWynLsi
Scale = 1:16.4
T1
W1
B1
1
2
3
4
5
2x4
2x4 2x4
-2-1-6
2-1-6
4-0-13
4-0-13
0-10-02-10-73-7-46.00 12
Plate Offsets (X,Y)-- [2:0-4-0,0-0-1]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.430.290.00
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.00-0.010.000.00
(loc)2-42-4
2
l/defl>999>999n/a****
L/d240180n/a360
PLATES
MT20
Weight: 22 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins, except end verticals.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 Stabilizer Installation guide.
REACTIONS.(lb/size)4=147/Mechanical, 2=530/0-5-8 (min. 0-1-8)
Max Horz2=91(LC 8)Max Uplift4=-60(LC 12), 2=-94(LC 8)Max Grav4=182(LC 2), 2=630(LC 12)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
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) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.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 bottomchord and any other members.8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 4 and 94 lb uplift at joint 2.10) 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 1.11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
14081994B
Truss
J04
Truss Type
JACK-OPEN
Qty
4
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:47:21 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-jOKrKW3S51VTYi2feJDJZvXqgaF9oLDjgAlNu_ynLsq
Scale: 1"=1'
T1
B1
1
2
3
4
4x4
-2-1-6
2-1-6
2-0-13
2-0-13
0-10-01-10-62-7-41-3-81-10-76.00 12
Plate Offsets (X,Y)-- [2:0-1-8,0-2-8]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.360.140.00
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in0.000.00-0.00-0.00
(loc)4-74-737
l/defl>999>999n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 12 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x6 SPF No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-0-13 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 Stabilizer Installation guide.
REACTIONS.(lb/size)3=29/Mechanical, 2=443/0-5-8 (min. 0-1-8), 4=-20/Mechanical
Max Horz2=71(LC 8)Max Uplift3=-86(LC 12), 2=-102(LC 8), 4=-75(LC 12)Max Grav3=39(LC 2), 2=621(LC 12), 4=27(LC 4)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-99/267
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) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.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 bottomchord and any other members.8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3, 102 lb uplift at joint 2 and 75 lb uplift at joint 4.10) 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.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
14081994B
Truss
CJ01
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:48:45 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-GYPczE48Jr4YccToZyk0zd030RniUEe5_F6pr6ynLrW
Scale = 1:23.4
T1
W3
B1
W1
W2
HW1
1
2
3
4
6 5
10
11
12 13
2x4
4x12
3x4
2x4
4x6
NAILED
NAILED SNP3 SNP3
NAILED
NAILED SNP3 SNP3
5-8-7
5-8-7
11-4-15
5-8-7
-2-11-14
2-11-14
5-8-7
5-8-7
11-4-15
5-8-7
0-10-04-10-75-6-154.24 12
Plate Offsets (X,Y)-- [2:0-5-8,Edge]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15NOIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.840.650.47
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.10-0.160.010.03
(loc)5-65-655-6
l/defl>999>840n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 62 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
WEDGE
Left: 2x4 SPF Stud or No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-5
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)2=1128/0-7-6 (min. 0-1-14), 5=1230/MechanicalMax Horz2=150(LC 5)Max Uplift2=-157(LC 5), 5=-129(LC 5)Max Grav2=1192(LC 2), 5=1391(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-10=-1678/509, 10-11=-1684/90, 3-11=-1605/93, 4-5=-352/50BOT CHORD 2-12=-566/1535, 6-12=-141/1535, 6-13=-141/1535, 5-13=-141/1535WEBS3-6=-44/753, 3-5=-1670/154
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; Lumber
DOL=1.60 plate grip DOL=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 liveloads.5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.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) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 2 and 129 lb uplift at joint 5.
10) 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.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 5-10-2 from the left end to8-8-1 to connect truss(es) J03 (1 ply 2x6 SPF), J02 (1 ply 2x6 SPF) to front face of bottom chord. 13) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 5-10-2 from the left end to connect truss(es) J03 (1 ply 2x6SPF) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 14) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) or equivalent at 8-8-1 from the left end to connect truss(es) J02 (1 ply 2x6SPF) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 15) WARNING: The following hangers are manually applied but fail due to geometric considerations: SNP3 on front face at 5-10-2 from the left end, SNP3 onfront face at 8-8-1 from the left end, SNP3 on back face at 5-10-2 from the left end, SNP3 on back face at 8-8-1 from the left end.
16) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail.
17) SNP3: A minimum of (6) 8d x 1-1/2" nails are required into each member. All nailing is required in face of supported chords. For sloped applications, flanges
may protrude above or below truss chords. Bending of extended flanges is permitted.
18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-4=-100, 5-7=-20
Continued on page 2
Job
14081994B
Truss
CJ01
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:48:46 2014 Page 2 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-kkz_Aa5n48CPEm2_7fFFVqZEmr7xDhuEDvrNNYynLrV
LOAD CASE(S)StandardConcentrated Loads (lb)Vert: 6=-307(F=-153, B=-153) 10=205(F=102, B=102) 12=54(F=27, B=27) 13=-660(F=-330, B=-330)
Job
14081994B
Truss
G01
Truss Type
HIP GIRDER
Qty
1
Ply
2
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:50:30 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-hlFI?8M0b5Jfjk?_DV6ejmszHmcHahJY841t0WynLpt
Scale = 1:46.9
T1
T2
T1
B1
W1
W2 W3 W3 W2
W1
HW1 HW1
B21
2
3
4 5 6
7
8
9
12 11 10
13
14 15
16
17 18
5x6 5x6
5x6
3x10 MT20H
5x12 MT18HS8x8
2x4
3x4
8x8
2x4
5x6
3x10 MT20HHJC26
JL26 JL26
JL26 HJC26
8-1-14
8-1-14
16-1-14
8-0-0
24-3-12
8-1-14
-2-1-6
2-1-6
4-2-11
4-2-11
8-1-14
3-11-3
12-1-14
4-0-0
16-1-14
4-0-0
20-1-1
3-11-3
24-3-12
4-2-11
26-5-2
2-1-6
0-10-04-9-24-10-155-7-120-10-04-9-26.00 12
Plate Offsets (X,Y)-- [2:Edge,0-1-7], [2:0-2-2,0-6-7], [8:0-2-2,0-6-7], [8:0-0-0,0-1-7], [10:0-4-0,0-4-12], [12:0-4-0,0-4-12]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15NOIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.980.720.62
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.26-0.410.070.08
(loc)10-1210-12810-12
l/defl>999>703n/a>999
L/d240180n/a360
PLATES
MT20MT20HMT18HSWeight: 265 lb FT = 4%
GRIP
197/144148/108197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
WEDGE
Left: 2x4 SPF Stud or No.2, Right: 2x4 SPF Stud or No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)2=4308/0-5-8 (min. 0-3-11), 8=4304/0-5-8 (min. 0-3-11)Max Horz2=64(LC 20)Max Uplift2=-382(LC 7), 8=-381(LC 8)Max Grav2=4712(LC 17), 8=4708(LC 17)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-7648/574, 3-4=-7541/611, 4-14=-6675/555, 5-14=-6680/555, 5-15=-6672/554, 6-15=-6667/555, 6-7=-7533/610, 7-8=-7640/574BOT CHORD 2-12=-480/6281, 12-17=-522/7071, 17-18=-522/7071, 11-18=-522/7071, 10-11=-522/7071, 8-10=-441/6274WEBS3-12=-99/934, 4-12=-221/2887, 5-12=-572/84, 5-10=-583/85, 6-10=-220/2883, 7-10=-100/932
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12-4 2x4 - 1 row at 0-7-0 oc, member 10-6 2x4 - 1 row at 0-7-0 oc.2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections havebeen provided to distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.334) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design.
6) 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.
7) Provide adequate drainage to prevent water ponding.
8) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the
fabricator to increase plate sizes to account for these factors.9) All plates are MT20 plates unless otherwise indicated. 10) The solid section of the plate is required to be placed over the splice line at joint(s) 11.11) Plate(s) at joint(s) 11 checked for a plus or minus 3 degree rotation about its center.12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.13) * 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 bottomchord and any other members.14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint 2 and 381 lb uplift at joint 8.15) 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.
16) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
17) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 7-11-4 oc max. starting at 8-2-4 from the left end to 16-1-8 to
connect truss(es) J01 (1 ply 2x6 SPF), CJ01 (1 ply 2x6 SPF), J01 (1 ply 2x6 SPF), CJ01 (1 ply 2x6 SPF) to back face of bottom chord.
18) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 1-11-4 oc max. starting at 10-2-10 from the left end to 14-1-2 toconnect truss(es) J01 (1 ply 2x6 SPF) to back face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S)Standard
Continued on page 2
Job
14081994B
Truss
G01
Truss Type
HIP GIRDER
Qty
1
Ply
2
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:50:30 2014 Page 2 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-hlFI?8M0b5Jfjk?_DV6ejmszHmcHahJY841t0WynLpt
LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-4=-100, 4-6=-100, 6-9=-100, 2-8=-20Concentrated Loads (lb)Vert: 11=-511(B) 12=-1874(B) 10=-1874(B) 17=-511(B) 18=-511(B)
Job
14081994B
Truss
H02
Truss Type
Hip
Qty
1
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:50:34 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-ZWVprWPWeKp5BMJlSLBatc1oDNyUWYa82i?49IynLpp
Scale = 1:46.9
T1
T2
T1
B1
W1 W2
W3 W4 W3
W2 W1
HW1 HW1
B21
2
3
4
5 6
7
8
9
10
15 14 13 12 11
24 25
6x6 4x6
4x10
4x6
3x10 MT20H
3x4
2x4 3x4 3x8
3x4
2x4 4x10
4x6
5-2-11
5-2-11
10-1-14
4-11-3
14-1-14
4-0-0
19-1-1
4-11-3
24-3-12
5-2-11
-2-1-6
2-1-6
5-2-11
5-2-11
10-1-14
4-11-3
14-1-14
4-0-0
19-1-1
4-11-3
24-3-12
5-2-11
26-5-2
2-1-6
0-10-05-9-25-10-156-7-120-10-05-9-26.00 12
Plate Offsets (X,Y)-- [2:0-3-14,Edge], [9:0-3-14,Edge]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.410.830.41
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.13-0.210.100.04
(loc)14-1514-15914-15
l/defl>999>999n/a>999
L/d240180n/a360
PLATES
MT20MT20H
Weight: 128 lb FT = 4%
GRIP
197/144148/108
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud or No.2 2-6-0, Right 2x4 SPF Stud or No.2 2-6-0
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-11-8 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 Stabilizer Installation guide.
REACTIONS.(lb/size)2=1670/0-5-8 (min. 0-3-10), 9=1670/0-5-8 (min. 0-3-10)
Max Horz2=-81(LC 9)Max Uplift2=-103(LC 8), 9=-103(LC 9)Max Grav2=2308(LC 18), 9=2308(LC 18)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1010/181, 3-4=-2905/390, 4-24=-2321/361, 5-24=-2152/373, 5-6=-1928/375, 6-25=-2155/373, 7-25=-2323/361, 7-8=-2904/390, 8-9=-1011/181BOT CHORD 2-15=-197/2468, 14-15=-197/2468, 13-14=-94/1924, 12-13=-197/2467, 11-12=-197/2467, 9-11=-197/2467WEBS4-14=-630/121, 5-14=-23/443, 5-13=-244/251, 6-13=-23/440, 7-13=-625/121
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=1.332) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) 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 liveloads.5) Provide adequate drainage to prevent water ponding.6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.7) All plates are MT20 plates unless otherwise indicated.
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 103 lb uplift at joint 2 and 103 lb uplift at joint 9.
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
14081994B
Truss
T03
Truss Type
COMMON
Qty
4
Ply
1
Old Wilson Rd. Northampton, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Sat Aug 16 07:49:26 2014 Page 1 Universal Forest Products ID:_UwN_9huVVgQPQUocRB74MynLvv-ZRO6ZGasfRFk1v6gT3zd7GD94zl4bq27Q7XUmEynLqt
Scale = 1:45.9
T2 T2
B1
W2
W1
W2
W1
HW1 HW1
T1 T1
B21
2
3
4
5
6
7
8
9
10
11
14 13 12
23 24
25 26
5x6
6x6
5x6
4x8
4x4
3x6 3x4
2x4
3x4
2x4
4x8
4x4
8-2-7
8-2-7
16-1-5
7-10-15
24-3-12
8-2-7
-2-1-6
2-1-6
6-2-11
6-2-11
12-1-14
5-11-3
18-1-1
5-11-3
24-3-12
6-2-11
26-5-2
2-1-6
0-10-06-10-157-7-120-10-06.00 12
Plate Offsets (X,Y)-- [2:0-3-2,0-0-9], [10:0-3-2,0-0-9]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.490.800.20
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.26-0.410.080.06
(loc)12-1412-141012-14
l/defl>999>711n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 117 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except*
W1: 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud or No.2 2-6-0, Right 2x4 SPF Stud or No.2 2-6-0
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-4-7 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 Stabilizer Installation guide.
REACTIONS.(lb/size)2=1731/0-5-8 (min. 0-2-11), 10=1731/0-5-8 (min. 0-2-11)Max Horz2=-92(LC 9)Max Uplift2=-111(LC 8), 10=-111(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-799/152, 3-4=-2344/421, 4-23=-2124/407, 5-23=-2016/416, 5-6=-1997/432, 6-7=-1997/432, 7-24=-2016/416, 8-24=-2124/407, 8-9=-2344/421, 9-10=-799/152BOT CHORD 2-14=-214/1997, 14-25=-56/1439, 25-26=-56/1439, 13-26=-56/1439, 12-13=-56/1439, 10-12=-214/1997WEBS6-12=-105/787, 8-12=-530/200, 6-14=-105/787, 4-14=-530/200
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=1.332) 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 liveloads.5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of thefabricator to increase plate sizes to account for these factors.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 111 lb uplift at joint 2 and 111 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 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