22B-015 56 Meadow St truss profilesOVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-03
24 IN. OC
END CUT RETURN
PLUMB NO
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
14042587B
Brian Tetreault
Massachusetts /
/ /
Mike Greaney
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Meadow St.
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE04/17/14
56 Meadow St.
Florence, MA
Mike Greaney
04/17/14
04/17/14
/ /
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
65.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
65.0,10.0,0.0,10.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
PB0114.00 0.00 08-11-12 2 X 4 2 X 4
GABLE
18 08-11-12
PB01GE14.00 0.00 08-11-12 2 X 4 2 X 4
GABLE
2 08-11-12
S0114.00 14.00 26-00-00 01-06-00 01-06-002 X 4 2 X 4
PIGGYBACK
18 26-00-00
S01SGE14.00 14.00 26-00-00 01-06-00 01-06-002 X 4 2 X 4
GABLE
2 26-00-00
ROOF SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
S01SGES01SGEPB01GEPB01GES01(18)PB01(18)26' 0" 38' 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"Roof Area 62.8Overhang Lines 82Raked Lines 89.12Ridge Lines 41Hip 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 UFPMeadow St.56 Meadow St. Florence, MA4/17/14For Approval14042587BThe following information is anapproximate and NOT guaranteed
Job
14042587B
Truss
S01
Truss Type
PIGGYBACK BASE
Qty
18
Ply
1
Meadow St.
Job Reference (optional)7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Apr 17 12:17:48 2014 Page 1 Universal Forest Products ID:bwvT8WK5_kU0YHNGPdgP6FzPqmm-qRUHjgzbACjw?b_XSuqrLCesWvH4QBcLBgk9QazPqRH
Scale = 1:67.6
T1
T2
T1
B1
B2
B1
W3 W4
W5 W6 W6 W5
W4 W3
W1 W1
B3
1
2
3
4 5 6
7
8
9
16
15 14 13 12 11
10
17
18 19
4x6 4x6
8x8
3x4 8x8 5x10
3x8
3x8
3x4
3x8
3x8
5x10
3x8 3x8 0-3-04-6-016-11-7
0-8-0
0-8-0
4-6-5
3-10-5
8-0-0
3-5-11
18-0-0
10-0-0
21-5-11
3-5-11
25-4-0
3-10-5
26-0-0
0-8-0
-1-6-01-6-0
0-8-0
0-8-0 4-6-53-10-5 8-0-03-5-11 13-0-05-0-0 18-0-05-0-0 21-5-113-5-11 25-4-03-10-5 26-0-00-8-0
27-6-0
1-6-0
1-6-010-10-011-6-61-6-00-3-04-6-06-4-014.00 12
14.00 12
Plate Offsets (X,Y): [2:0-4-4,0-2-0], [3:0-2-4,0-1-8], [4:0-3-2,0-2-0], [6:0-3-0,0-1-12], [7:0-2-8,0-1-8], [8:0-4-4,0-2-4], [10:0-1-8,0-1-0], [15:0-4-8,Edge], [16:0-1-8,0-1-0]
LOADING (psf)TCLL
(Roof Snow=40.0)
TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACINGPlates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-01.15
1.15
YES
IRC2009/TPI2007
CSITC
BC
WB
(Matrix)
0.90
0.63
0.96
DEFLVert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in-0.45
-0.84
1.02
0.10
(loc)12-14
12-14
10
14-15
l/defl>680
>364
n/a
>999
L/d240
180
n/a
360
PLATESMT20
Weight: 146 lb FT = 4%
GRIP197/144
LUMBERTOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except*
B2,B3: 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud *Except* W2: 2x4 SPF No.2, W1: 2x8 SP No.1
BRACINGTOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-2-6 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing.
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)16=1770/0-3-8 (min. 0-2-14), 10=1770/0-3-8 (min. 0-2-14)
Max Horz 16=-270(LC 6)Max Uplift16=-59(LC 8), 10=-59(LC 9)Max Grav16=1830(LC 2), 10=1816(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=0/282, 2-17=-4909/635, 3-17=-4782/651, 3-4=-2613/227, 4-5=-1630/180,
5-6=-1551/137, 6-7=-2454/137, 7-8=-4713/10, 2-16=-1863/306, 8-10=-1837/215BOT CHORD 15-16=-407/472, 14-15=-527/2979, 14-18=-171/1801, 18-19=-171/1801, 13-19=-171/1801,12-13=-171/1801, 11-12=0/2790WEBS2-15=-365/3762, 3-15=-477/2222, 3-14=-1612/396, 4-14=-99/1336, 5-14=-346/190,
5-12=-402/185, 6-12=-24/1367, 7-12=-1484/9, 7-11=0/2088, 8-11=-31/3499
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; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu left =14-6-0, Lu right =14-6-0
3) Unbalanced snow loads have been considered for this design.
4) 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.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) Bearing at joint(s) 16, 10 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 59 lb uplift at joint 16 and 59 lb uplift atjoint 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.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 5-0-0 from joint 1 and has a slope of14.000 on the left and -14.000 on the right.
LOAD CASE(S)Standard
Job
14042587B
Truss
PB01
Truss Type
GABLE
Qty
18
Ply
1
56 Meadow St. Florence, MA
Job Reference (optional)7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Apr 17 12:00:31 2014 Page 1 Universal Forest Products ID:bwvT8WK5_kU0YHNGPdgP6FzPqmm-hxKF45Q6Nb335DCDCckgpXCoJtSeyO0ijq1nXAzPqhU
Scale = 1:39.0
T1 T1
B1
ST1
2
3
4
6
1
7 8
5
3x4
3x6 3x4
1.5x3
0-5-14
0-5-14
9-5-11
8-11-12
9-11-9
0-5-14
4-11-13
4-11-13
9-11-9
4-11-13
5-10-00-1-40-1-814.00 12
Plate Offsets (X,Y): [4:0-3-10,Edge]
LOADING (psf)TCLL
(Roof Snow=40.0)
TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACINGPlates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-01.15
1.15
YES
IRC2009/TPI2007
CSITC
BC
WB
(Matrix)
0.32
0.17
0.12
DEFLVert(LL)
Vert(TL)
Horz(TL)
inn/a
n/a
0.00
(loc)-
-
5
l/defln/a
n/a
n/a
L/d999
999
n/a
PLATESMT20
Weight: 33 lb FT = 4%
GRIP197/144
LUMBERTOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
BRACINGTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
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 All bearings 10-0-0.
(lb) - Max Horz 1=-134(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-782(LC 2), 5=-782(LC 3), 2=-495(LC 8), 4=-457(LC 9)Max Grav All reactions 250 lb or less at joint(s) except 1=458(LC 8), 5=412(LC 9), 2=1198(LC 2), 4=1198(LC 3), 6=307(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-466/530, 2-7=-309/70, 4-8=-309/70, 4-5=-466/530
NOTES1) 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; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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) 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.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 4-0-0 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 widewill fit between the bottom chord and any other members.10) Bearing at joint(s) 1, 5, 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 lb uplift at joint 1, 782 lb uplift at
joint 5, 495 lb uplift at joint 2 and 457 lb uplift at joint 4.12) 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.
14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S)Standard
Job
14042587B
Truss
PB01GE
Truss Type
GABLE
Qty
2
Ply
1
56 Meadow St. Florence, MA
Job Reference (optional)7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Apr 17 12:00:43 2014 Page 1 Universal Forest Products ID:bwvT8WK5_kU0YHNGPdgP6FzPqmm-LF2obBZeYHaMX37Xv7xUI3iuXjbUmpfTUixPyUzPqhI
Scale = 1:39.3
T1 T1
B1
ST2
ST1 ST1
2
3
4
5
6
10 9 8
1
11 12
7
3x4
2x4 2x4
1.5x3 1.5x3
1.5x3
1.5x3
1.5x3
0-5-14
0-5-14
9-5-11
8-11-12
9-11-9
0-5-14
4-11-13
4-11-13
9-11-9
4-11-13
5-10-00-1-40-1-814.00 12
LOADING (psf)TCLL(Roof Snow=40.0)
TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACINGPlates IncreaseLumber Increase
Rep Stress Incr
Code
2-0-01.151.15
YES
IRC2009/TPI2007
CSITCBC
WB
(Matrix)
0.110.04
0.07
DEFLVert(LL)Vert(TL)
Horz(TL)
inn/an/a
0.00
(loc)- -
6
l/defln/an/a
n/a
L/d999999
n/a
PLATESMT20
Weight: 40 lb FT = 4%
GRIP197/144
LUMBERTOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
BRACINGTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.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 All bearings 10-0-0.
(lb) - Max Horz 1=-134(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 6 except 1=-139(LC 1), 7=-139(LC 1), 2=-102(LC 7), 10=-107(LC
8), 8=-106(LC 9)Max Grav All reactions 250 lb or less at joint(s) 1, 7, 9 except 2=354(LC 1), 6=354(LC 1), 10=318(LC 2), 8=318(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-10=-264/234, 5-8=-264/234
NOTES1) 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; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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) 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.
6) Gable requires continuous bottom chord bearing.
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 widewill fit between the bottom chord and any other members.10) Bearing at joint(s) 1, 7, 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb)
1=139, 7=139, 2=102, 10=107, 8=106.12) 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.
14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S)Standard