02 -002 15051733B-Kennedy_Truss-DwgsOVERHANG INFO HEEL HEIGHT
GABLE STUDS
01-00-00
0 IN. OC
END CUT RETURN
PLUMB
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 2 1
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
15051733B
Brian Tetreault
Massachusetts /
/ /
Rich Blaise
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Kennedy Residence /Construct
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE05/14/15
705 North Farms Road
Florence, MA 01062
Kennedy Residence
Rich Blaise
05/14/15
05/14/15
/ /
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
S01 5.00 3.00 24-00-00 01-00-00 01-00-002 X 6 2 X 6
SCISSORS
5 24-00-00
S01GE 5.00 3.00 24-00-00 01-00-00 01-00-002 X 6 2 X 6
GABLE
1 24-00-00
T01 5.00 0.00 24-00-00 01-00-00 01-00-002 X 6 2 X 4
COMMON
12 24-00-00
T01GE 5.00 0.00 24-00-00 01-00-00 01-00-002 X 6 2 X 4
GABLE
1 24-00-00
ROOF SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
Truss ListTruss Qty SpanS01 5 24' 0"S01GE 1 24' 0"T01 12 24' 0"T01GE 1 24' 0"S01GET01GES01(5)T01(12)24' 0" 24' 0" 36' 0"11' 6"24' 6"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"Roof Area 1062.12Sheathing Count 37Overhang Lines 75.42Raked Lines 56.33Ridge Lines 37.71Hip 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 UFPKennedy Addition705 North Farms Rd. Florence, MA5/14/15For Approval15051733BThe following information is anapproximate and NOT guaranteed
Job
15051733B
Truss
S01
Truss Type
SCISSORS
Qty
5
Ply
1
Florence, MA
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Scale = 1:42.2
T1 T1
B1 B1
W2
W1W1
HW1 HW11
2
3
4
5
6
7
8
9
10
19 20
6x8
4x8
6x8
4x8
6x6
8x8
2x4 2x4
12-0-012-0-0 24-0-012-0-0
-1-0-0
1-0-0
8-1-14
8-1-14
12-0-0
3-10-2
15-10-2
3-10-2
24-0-0
8-1-14
25-0-0
1-0-0
1-0-06-0-01-0-02-10-105.00 12
3.00 12
Plate Offsets (X,Y)-- [2:0-1-0,0-2-4], [8:0-0-9,0-3-15], [10:0-4-0,0-4-4]
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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.460.430.92
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.31-0.500.320.10
(loc)1010810
l/defl>941>577n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 113 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF 2100F 1.8EBOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud or No.2 2-5-12, Right 2x4 SPF Stud or No.2 2-5-12
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-0-9 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=1540/0-5-8 (min. 0-2-7), 8=1540/0-5-8 (min. 0-2-7)
Max Horz2=-61(LC 9)Max Uplift2=-75(LC 8), 8=-75(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1470/87, 3-19=-4174/748, 4-19=-3999/768, 4-5=-3604/573, 5-6=-3604/573, 6-20=-3999/768, 7-20=-4174/748, 7-8=-1470/87BOT CHORD 2-10=-608/3815, 8-10=-608/3815WEBS5-10=-283/2135, 6-10=-656/260, 4-10=-656/260
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 liveloads.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 wide will fit between the bottomchord and any other members.7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.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
15051733B
Truss
S01GE
Truss Type
GABLE
Qty
1
Ply
1
Florence, MA
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Scale = 1:42.2
T1 T1
B1 B1
HW1 HW1
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1524
23
22
21
20
19
18
17
16
25 26
6x6
4x6
4x4 5x6
4x6
4x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
12-0-012-0-0 24-0-012-0-0
-1-0-0
1-0-0
12-0-0
12-0-0
24-0-0
12-0-0
25-0-0
1-0-0
1-0-06-0-01-0-02-10-105.00 12
3.00 12
Plate Offsets (X,Y)-- [2:0-2-6,0-4-2], [14:0-2-6,0-4-2], [20:0-3-0,0-3-8]
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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.050.020.07
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.00-0.000.00
(loc)151514
l/defln/rn/rn/a
L/d18080n/a
PLATES
MT20
Weight: 116 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF 2100F 1.8EBOT CHORD 2x6 SPF 2100F 1.8E
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud or No.2 2-1-12, Right 2x4 SPF Stud or No.2 2-1-12
BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.All bearings 24-0-0.
(lb) - Max Horz2=-49(LC 9)Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 21, 22, 23, 24, 19, 18, 17, 16Max Grav All reactions 250 lb or less at joint(s) 20, 23, 17 except 2=356(LC 1), 14=356(LC 1), 21=325(LC 2), 22=324(LC 2), 24=408(LC 2), 19=325(LC 3), 18=324(LC 3), 16=408(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 7-21=-284/71, 6-22=-280/86, 4-24=-321/134, 9-19=-284/71, 10-18=-280/86, 12-16=-321/134
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 liveloads.6) All plates are 1.5x3 MT20 unless otherwise indicated.7) Gable requires continuous bottom chord bearing. 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.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 21, 22, 23, 24, 19, 18, 17, 16.
12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 21, 22, 23, 24, 19, 18, 17, 16.
13) 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 1.14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15051733B
Truss
T01
Truss Type
COMMON
Qty
12
Ply
1
Florence, MA
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Scale = 1:41.8
T1 T1
B1
W2
W1
W2
W1
HW1 HW1
B2
1
2
3
4
5
6
7
8
9
11 10
20 21
22 23
6x6
4x8
4x6
5x6
2x4
3x4
2x4
4x8
4x6
8-0-0
8-0-0
16-0-0
8-0-0
24-0-0
8-0-0
-1-0-0
1-0-0
6-1-12
6-1-12
12-0-0
5-10-4
17-10-4
5-10-4
24-0-0
6-1-12
25-0-0
1-0-0
1-0-06-0-01-0-05.00 12
Plate Offsets (X,Y)-- [2:0-4-13,0-1-6], [8:0-4-13,0-1-6], [10:0-3-0,0-3-0]
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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.500.810.31
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.26-0.440.090.05
(loc)10-1110-11810-11
l/defl>999>647n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 110 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 2-5-12, Right 2x6 SPF No.2 2-5-12
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-10-14 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=1585/0-5-8 (min. 0-2-8), 8=1585/0-5-8 (min. 0-2-8)
Max Horz2=-61(LC 9)Max Uplift2=-75(LC 8), 8=-75(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-536/33, 3-4=-2471/473, 4-20=-2236/441, 5-20=-2230/464, 5-21=-2230/464, 6-21=-2236/441, 6-7=-2471/473, 7-8=-536/33BOT CHORD 2-11=-333/2173, 11-22=-177/1636, 22-23=-177/1636, 10-23=-177/1636, 8-10=-333/2173WEBS5-10=-95/728, 6-10=-469/187, 5-11=-95/728, 4-11=-469/187
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 liveloads.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 wide will fit between the bottomchord and any other members, with BCDL = 10.0psf.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8.8) 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 1.9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15051733B
Truss
T01GE
Truss Type
GABLE
Qty
1
Ply
1
Florence, MA
Job Reference (optional)7.610 s Jan 29 2015 MiTek Industries, Inc. Thu May 14 12:08:27 2015 Page 1 Universal Forest Products ID:cOX4s?qSwjx0ymuRsuNiPQzGcMZ-Qsac1GMwH7kD2Z7bmoJfhHsGZzRN75erMeXQr5zGby2
Scale = 1:41.8
T1 T1
B1
HW1 HW1
B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST112
3
4
5
6
7
8
9
10
11
12
13
14
15
16 17
28 27 26 25 24 23 22 21 20 19 18
29 30
6x6
3x8
4x4
3x8
3x4
5x6
24-0-0
24-0-0
-1-0-0
1-0-0
12-0-0
12-0-0
24-0-0
12-0-0
25-0-0
1-0-0
1-0-06-0-01-0-05.00 12
Plate Offsets (X,Y)-- [2:0-5-1,0-2-10], [16:0-5-1,0-2-10], [21:0-3-0,0-3-0]
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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.070.030.14
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.00-0.000.00
(loc)171716
l/defln/rn/rn/a
L/d18080n/a
PLATES
MT20
Weight: 122 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 1-7-10, Right 2x6 SPF No.2 1-7-10
BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.All bearings 24-0-0 except (jt=length) 2=-0-0-1 (input: 24-0-0), 16=-0-0-1 (input: 24-0-0), 23=-0-0-1 (input: 24-0-0), 24=-0-0-1 (input: 24-0-0), 25=-0-0-1 (input: 24-0-0), 26=-0-0-1 (input: 24-0-0), 27=-0-0-1 (input: 24-0-0), 28=-0-0-1 (input: 24-0-0), 22=-0-0-1 (input: 24-0-0), 21=-0-0-1 (input: 24-0-0), 20=-0-0-1 (input: 24-0-0), 19=-0-0-1 (input: 24-0-0), 18=-0-0-1 (input: 24-0-0).(lb) - Max Horz2=-49(LC 9)Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 24, 25, 26, 27, 28, 22, 21, 20, 19, 18Max Grav All reactions 250 lb or less at joint(s) 23, 27, 28, 19, 18 except 2=263(LC 12), 16=263(LC 12), 24=324(LC 2), 25=313(LC 2), 26=261(LC 2), 22=324(LC 3), 21=313(LC 3), 20=261(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 8-24=-284/68, 7-25=-273/84, 10-22=-284/68, 11-21=-273/84
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 andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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 asapplicable, 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 liveloads.
6) All plates are 1.5x3 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
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 bottomchord and any other members.11) WARNING: Required bearing size at joint(s) 2, 16, 23, 24, 25, 26, 27, 28, 22, 21, 20, 19, 18 greater than input bearing size.12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 24, 25, 26, 27, 28, 22, 21, 20, 19, 18.13) 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 1.14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard