43 -110 16063144B-Hall_Smith-rk-062516-DwgsOVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-07-00
24 IN. OC
END CUT RETURN
SQUARE
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 2 2
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
16063144B
Brian Tetreault
Massachusetts /
/ /
Wayne Helms
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
*Garage only based on 05-13-16 plans.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Hall / Smith Residence Garage
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE06/25/16
107 Whittier Street
Northampton, MA 01060
Hall / Smith Residence
Wayne Helms
06/25/16
06/25/16
/ /
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
M01 2.25 0.00 24-00-00 00-06-00 00-06-002 X 6 2 X 4
MONOPITCH
14 24-00-00
M01GE 2.25 0.00 24-00-00 00-06-00 00-06-002 X 6 2 X 4
GABLE
2 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
Quote is based on current design values at the time of quote (lumber, EWP, hardware, etc).
Should any of these values change prior to completion of this project,
reserves the right to adjust the sell price accordingly.
UFP Belchertown, LLC
QUOTE POLICY: QUOTE VALID FOR 15 DAYS. AFTER 15 DAYS, UFP RESERVES THE RIGHT TO REVIEW / ADJUST ALL PRICING.
Sealed individual truss drawings are included in the pricing.
Sealed layouts, stamped bracing diagrams are NOT included BUT can be provided for an additional charge.
Truss ListTruss Qty SpanM01 14 24' 0"M01GE 2 24' 0"M01GEM01GEM01(14)30' 0" 30' 0" 24' 0"24' 0"1' 11 1/4"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2.256"6"24' 0"7"1 1/8"5' 2 1/8"5' 1"Roof Area 788.51Sheathing Count 27Overhang Lines 62Raked Lines 50.87Ridge Lines 0Hip 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 UFPHall / Smith Residence107 Whittier St. Northampton, MA6/25/16Garage Trusses-For Approval16033144BThe following information is anapproximate and NOT guaranteed
Job
16063144B
Truss
M01
Truss Type
MONOPITCH
Qty
14
Ply
1
107 Whittier St. Northampton, MA
Job Reference (optional)7.640 s Apr 8 2016 MiTek Industries, Inc. Sat Jun 25 07:25:15 2016 Page 1 Universal Forest Products ID:JOpwJy1umOSKy42E6xQxHGz2qE0-xP52LlVIQFUlF1vCt0Y?ta0QwjAXqcINLfhpkDz2q9Y
Scale = 1:40.9
T2
W5
B1
W1 W2 W3
W4
T1
B2
1 2
3
4
5
6 7
10 9 8
14
4x6
6x8
3x4 4x10
3x4
1.5x3 7x14 MT20HS
2x4
25-5-4
8-2-11
8-2-11
16-0-0
7-9-5
24-0-0
8-0-0
-0-6-0
0-6-0
8-2-11
8-2-11
16-0-0
7-9-5
24-0-0
8-0-0
24-6-0
0-6-0
0-7-05-1-155-1-02.25 12
Plate Offsets (X,Y)-- [6:0-3-12,0-2-8], [9:0-7-0,0-3-4]
LOADING (psf)TCLL
(Roof Snow=40.0)
TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-01.15
1.15
YES
IRC2009/TPI2007
CSI.TC
BC
WB
(Matrix-M)
0.66
0.64
0.84
DEFL.Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in-0.42
-0.71
0.11
0.10
(loc)9-10
9-10
8
9-10
l/defl>681
>402
n/a
>999
L/d240
180
n/a
360
PLATESMT20
MT20HS
Weight: 104 lb FT = 4%
GRIP197/144
148/108
LUMBER-TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except*
W5: 2x6 SPF No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)8=1495/0-3-8 (min. 0-2-14), 2=1480/0-3-8 (min. 0-2-8)Max Horz2=113(LC 7)Max Uplift8=-26(LC 6), 2=-28(LC 8)Max Grav8=1844(LC 2), 2=1586(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5146/530, 3-14=-3142/303, 4-14=-3073/303, 4-5=-2991/310, 5-6=-3182/363, 6-8=-1770/237BOT CHORD 2-10=-523/4986, 9-10=-523/4986WEBS3-10=0/286, 3-9=-2026/270, 5-9=-1142/208, 6-9=-360/3415
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)
zone; cantilever left exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 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 widewill 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, 2.
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
16063144B
Truss
M01GE
Truss Type
GABLE
Qty
2
Ply
1
107 Whittier St. Northampton, MA
Job Reference (optional)7.640 s Apr 8 2016 MiTek Industries, Inc. Sat Jun 25 07:25:27 2016 Page 1 Universal Forest Products ID:JOpwJy1umOSKy42E6xQxHGz2qE0-ajqasreqbx?2itqVaXmpM6WaeZOEeE485WbR9Wz2q9M
Scale = 1:40.9
T2
W1
B1
T1
B2
ST9ST8ST7ST6ST5ST4ST3ST2ST112
3
4
5
6 7 8
9
10
11
12 13 14
24 23 22 21 20 19 18 17 16 15
4x6
3x4
1.5x3 1.5x3 1.5x3 5x6 1.5x3 1.5x3 1.5x3 1.5x3
1.5x3
1.5x3
25-5-4
24-0-0
24-0-0
-0-6-0
0-6-0
24-0-0
24-0-0
24-6-0
0-6-0
0-7-05-1-155-1-02.25 12
Plate Offsets (X,Y)-- [19:0-3-0,0-3-0]
LOADING (psf)TCLL
(Roof Snow=40.0)
TCDL
BCLL
BCDL
40.0
10.0
0.0 *
10.0
SPACING-Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-01.15
1.15
YES
IRC2009/TPI2007
CSI.TC
BC
WB
(Matrix)
0.29
0.14
0.08
DEFL.Vert(LL)
Vert(TL)
Horz(TL)
in-0.00
-0.00
0.00
(loc)13
13
15
l/defln/r
n/r
n/a
L/d180
80
n/a
PLATESMT20
Weight: 106 lb FT = 4%
GRIP197/144
LUMBER-TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x6 SPF No.2
OTHERS 2x4 SPF No.2
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 Stabilizer
Installation guide.
REACTIONS.All bearings 24-0-0.
(lb) - Max Horz2=114(LC 7)Max Uplift All uplift 100 lb or less at joint(s) 15, 2, 17, 18, 19, 20, 21, 22, 23, 24Max Grav All reactions 250 lb or less at joint(s) 15 except 2=348(LC 2), 16=292(LC
2), 17=319(LC 2), 18=312(LC 2), 19=312(LC 2), 20=318(LC 2), 21=266(LC 2),
22=299(LC 1), 24=775(LC 1)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 12-16=-251/21, 11-17=-279/54, 10-18=-272/51, 9-19=-273/50, 8-20=-277/51, 3-24=-633/153
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2)
zone; cantilever left exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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 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 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangsnon-concurrent with other live loads.6) All plates are 2x4 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 widewill 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) 15, 2, 17, 18, 19,20, 21, 22, 23, 24.
12) 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.
13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard