28 -021 15073939B-JDR-Purseglove-rk-073115-Truss DwgsOVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-06-06
24 IN. OC
END CUT RETURN
SQUARE NO
REQ. ENGINEERING
NONE
REQ. LAYOUTS
NONE
QUOTE
LAYOUT
CUTTING
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
15073939B
Brian Tetreault
Massachusetts /
/ /
Wayne Helms
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
*Budget quote only for prelminary designs. *Fascia alignment with existing not critical.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
JDR Builders / Purseglove
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE07/31/15
690 Ryan Road
Florence, MA 01062
JDR Builders / Purseglove
Wayne Helms
/ /
/ /
/ /
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
G03
1
7.00 0.00 25-00-00 01-00-00 01-00-002 X 4 2 X 6
COMMON
3 Ply 25-00-00
S02 7.00 4.50 26-00-00 01-00-002 X 4 2 X 4
SCISSORS
12 26-00-00
S02GE 7.00 4.50 26-00-00 2 X 4 2 X 4
SCISSOR
1 26-00-00
T01 7.00 0.00 24-00-00 01-00-00 01-00-002 X 6 2 X 4
COMMON
10 24-00-00
T01GE 7.00 0.00 24-00-00 2 X 6 2 X 4
COMMON
1 24-00-00
T03 7.00 0.00 13-00-00 01-00-00 01-00-002 X 4 2 X 4
COMMON
6 13-00-00
T03GE 7.00 0.00 25-00-00 2 X 4 2 X 4
GABLE
1 25-00-00
T03SGE 7.00 0.00 13-00-00 01-00-00 01-00-002 X 4 2 X 4
GABLE
1 13-00-00
ROOF SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTALPRICE
ITEMS
HUS26Hanger 12
ITEMS SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
Truss Connector Total ListManuf Product QtyHUS26 12Truss ListTruss Qty SpanG03 3 25' 0"S02 12 26' 0"S02GE 1 26' 0"T01 10 24' 0"T01GE 1 24' 0"T03 6 13' 0"T03GE 1 25' 0"T03SGE 1 13' 0"Conventionally FramedValley SetBBO1BBO2BBO3T01GET03GEG03S02GET03SGEHUS26T01(10)S02(12)T03(6)2' 0" 25' 0" 3' 0" 30' 0" 8' 0" 22' 0" 30' 0" 25' 8 1/4"23' 0"20' 0"68' 8 1/4"26' 0"22' 2 3/4"20' 5 1/2"68' 8 1/4"1' 11 1/4"2' 0" 2' 0" 2' 0" 2' 0" 1' 11 1/4"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0"1' 11 1/4"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"25' 0" Roof Area 1568.69Sheathing Count 54Overhang Lines 97.46Raked Lines 157.64Ridge Lines 72.04Hip Lines 0Valley Lines 38.24THIS 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 UFPJDR Builders/Purseglove690 Ryan Rd. Florence, MA7/31/15For Permit and Pricing15073939BThe following information is anapproximate and NOT guaranteed
Job
15073939B
Truss
T01
Truss Type
COMMON
Qty
10
Ply
1
690 Ryan Rd. Florence, MA
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Scale = 1:40.0
T1 T1
B1
W2
W1
W2
W1
HW1 HW1
B2
1
2
3
4
5
8 7 6
19 20
21 22
6x6
3x4 3x4
2x4
3x4
2x4
4x6
8x12
4x6
8x12
22-0-01-0-0
1-2-121-2-12 8-4-157-2-3 15-7-17-2-3 22-9-47-2-3 24-0-01-2-12
6-3-0
6-3-0
12-0-0
5-9-0
17-9-0
5-9-0
24-0-0
6-3-0
7-6-60-6-67.00 12
Plate Offsets (X,Y)-- [1:0-6-4,0-0-4], [1:0-0-0,Edge], [5:0-6-4,0-0-4], [5:0-0-0,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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.590.690.16
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.23-0.350.060.03
(loc)6-86-856-8
l/defl>999>826n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 111 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
WEDGE
Left: 2x8 SP No.1, Right: 2x8 SP No.1
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-5-0 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)1=1502/0-5-8 (min. 0-2-6), 5=1502/0-5-8 (min. 0-2-6)Max Horz1=161(LC 7)Max Uplift1=-40(LC 8), 5=-40(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-1=-401/32, 1-2=-1912/278, 2-19=-1644/281, 3-19=-1544/304, 3-20=-1544/304, 4-20=-1644/281, 4-5=-1912/278BOT CHORD 1-9=-122/630, 1-8=-147/1487, 8-21=-24/1108, 21-22=-24/1108, 7-22=-24/1108, 6-7=-24/1108, 5-6=-147/1488WEBS3-6=-78/585, 4-6=-386/168, 3-8=-78/585, 2-8=-386/168
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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * 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.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job
15073939B
Truss
T01GE
Truss Type
Common Supported Gable
Qty
1
Ply
1
690 Ryan Rd. Florence, MA
Job Reference (optional)7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Jul 31 13:32:24 2015 Page 1 Universal Forest Products ID:qwZ4FfqUTjKBfaOCZmiKX_ysYWC-EFoC_3okfa1Pu2pOH6zKNXgYSF2gOMXrwTgYzVysYJL
Scale = 1:38.3
T1 T1
B1
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
B2
1
2
3
4
5
6
7
8
9
10
11
12
13
24 23 22 21 20 19 18 17 16 15 14
25 26
3x4
6x6
3x4
5x6
24-0-0
24-0-0
12-0-0
12-0-0
24-0-0
12-0-0
7-6-60-6-67.00 12
Plate Offsets (X,Y)-- [17:0-3-0,0-3-0]
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)
0.120.060.28
DEFL.
Vert(LL)Vert(TL)Horz(TL)
inn/an/a-0.00
(loc)- - 14
l/defln/an/an/a
L/d999999n/a
PLATES
MT20
Weight: 123 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
BRACING-TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 22-0-0.
(lb) - Max Horz24=163(LC 7)Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 24, 18, 17, 16, 15, 14Max Grav All reactions 250 lb or less at joint(s) 23, 15 except 19=318(LC 1), 20=345(LC 2), 21=291(LC 2), 22=255(LC 2), 24=383(LC 2), 18=345(LC 3), 17=291(LC 3), 16=255(LC 3), 14=383(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 7-19=-278/0, 6-20=-305/55, 5-21=-253/85, 2-24=-308/119, 8-18=-305/55, 9-17=-253/85, 12-14=-308/52
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) All plates are 1.5x3 MT20 unless otherwise indicated.6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) * 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.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23, 24, 18, 17, 16, 15, 14.10) Non Standard bearing condition. Review required.
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
15073939B
Truss
S02
Truss Type
SCISSORS
Qty
12
Ply
1
690 Ryan Rd. Florence, MA
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Scale = 1:42.7
T1
T2
B1
B2 B3
W1
W2
W3
W4
W5
W6
W3
W8
W7
1
2
3
4
5
6
11
10
9
8
7
15 16
3x4
5x6
5x8
5x6 4x4
4x8 6x6
3x6
8x8
3x6
5x6
25-0-0
1-0-0
1-5-8
1-5-8
7-5-14
6-0-6
13-6-0
6-0-2
19-7-6
6-1-6
26-0-0
6-4-10
1-5-8
1-5-8
7-5-14
6-0-6
13-6-3
6-0-6
19-7-6
6-1-2
26-0-0
6-4-10
0-6-28-4-121-1-64-6-37.00 12
4.50 12
Plate Offsets (X,Y)-- [4:0-3-6,0-2-8], [6:Edge,0-1-12], [11:0-3-8,0-2-8]
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-M)
0.740.890.74
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.28-0.530.460.08
(loc)8-98-978-9
l/defl>999>550n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 104 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud *Except*
W2,W5,W7: 2x4 SPF No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)11=1644/0-5-8 (min. 0-2-9), 7=1459/Mechanical
Max Horz11=180(LC 7)Max Uplift11=-77(LC 8), 7=-38(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-3636/443, 3-15=-3119/312, 4-15=-2958/340, 4-16=-2944/339, 5-16=-3110/311, 5-6=-3754/467, 6-7=-1486/236BOT CHORD 1-11=-39/302, 9-10=-332/3214, 8-9=-361/3338, 7-8=-61/302WEBS2-11=-1611/323, 2-10=-295/3009, 3-10=-357/116, 3-9=-641/220, 4-9=-188/2412, 5-9=-775/247, 5-8=-331/117, 6-8=-289/2919
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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * 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.6) Refer to girder(s) for truss to truss connections.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7.8) 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
15073939B
Truss
S02GE
Truss Type
Scissor Supported Gable
Qty
1
Ply
1
690 Ryan Rd. Florence, MA
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Scale = 1:43.3
T1
T2
W1
B1
B2 B3
ST7
ST6
ST5
ST4
ST3
ST2
ST1
ST8
ST9
ST10
ST11
ST12
ST13
1
2
3
4
5
6
7
8
9
10
11
12
13
14 15
28
27
26
25
24
23
22
21
20
19
18
17
16
29 30
3x4
4x4
2x4
3x6
4x4
5x6
1-5-8
1-5-8
13-6-0
12-0-8
26-0-0
12-6-0
13-6-3
13-6-3
26-0-0
12-5-13
0-6-28-4-121-1-64-6-37.00 12
4.50 12
Plate Offsets (X,Y)-- [28:0-3-0,0-1-2]
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)
0.140.060.09
DEFL.
Vert(LL)Vert(TL)Horz(TL)
inn/an/a0.00
(loc)- - 16
l/defln/an/an/a
L/d999999n/a
PLATES
MT20
Weight: 97 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 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
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 bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.All bearings 25-0-0.
(lb) - Max Horz28=185(LC 7)Max Uplift All uplift 100 lb or less at joint(s) 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 except 28=-109(LC 6)Max Grav All reactions 250 lb or less at joint(s) 16, 22, 25, 27, 19, 18 except 23=351(LC 2), 24=295(LC 2), 26=252(LC 1), 28=332(LC1), 21=355(LC 3), 20=308(LC 3), 17=302(LC 1)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 7-23=-308/74, 6-24=-255/78, 2-28=-256/84, 9-21=-313/75, 10-20=-269/78
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) All plates are 1.5x3 MT20 unless otherwise indicated.6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) * 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.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17
except (jt=lb) 28=109.
10) Non Standard bearing condition. Review required.
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
15073939B
Truss
G03
Truss Type
COMMON GIRDER
Qty
1
Ply
3
690 Ryan Rd. Florence, MA
Job Reference (optional)7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Jul 31 13:33:16 2015 Page 1 Universal Forest Products ID:qwZ4FfqUTjKBfaOCZmiKX_ysYWC-jFxsurQLPZa172nNK1vWUVqHCCbPan_VuYGInUysYIX
Scale = 1:41.7
T1 T1
B1
W5
W4 W3
W2 W1
W4W3
W2W1
HW1 HW1
B2
1
2
3
4
5
6
7
13 12 11 10 9 8
24 25
26 27 28 29 30 31 32 33 34 35
6x6
5x6 8x8
3x8
8x8
3x6
2x4
3x8
6x6
3x6
2x4
8x8
8x8
HUS26
HUS26 HUS26 HUS26 HUS26 HUS26 HUS26
HUS26
HUS26 HUS26 HUS26
HUS26
23-0-0
4-5-10
4-5-10
8-5-13
4-0-3
12-6-0
4-0-3
16-6-3
4-0-3
20-6-6
4-0-3
25-0-0
4-5-10
4-5-10
4-5-10
8-5-13
4-0-3
12-6-0
4-0-3
16-6-3
4-0-3
20-6-6
4-0-3
25-0-0
4-5-10
0-6-67-9-140-6-67.00 12
Plate Offsets (X,Y)-- [1:0-1-11,0-5-0], [4:0-3-11,0-3-0], [7:0-1-11,0-5-0], [9:0-3-8,0-4-12], [11:0-4-0,0-4-4], [12:0-3-0,0-4-8]
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
2-0-01.151.15NOIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.700.860.70
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.17-0.290.090.05
(loc)8-98-9712-13
l/defl>999>999n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 399 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud *Except*
W5: 2x4 SPF No.2
WEDGE
Left: 2x8 SP No.1, Right: 2x8 SP No.1
BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)1=10105/0-5-8 (min. 0-5-5), 7=10157/0-5-8 (min. 0-5-5)Max Horz1=167(LC 6)Max Uplift1=-329(LC 7), 7=-331(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-17=-390/20, 1-1=-6060/187, 1-2=-11660/393, 2-24=-11395/387, 3-24=-11233/398, 3-4=-8920/350, 4-5=-8920/350, 5-25=-11240/398, 6-25=-11402/387, 6-7=-11692/395, 7-22=-392/20BOT CHORD 1-14=-250/4566, 1-26=-354/9770, 13-26=-354/9770, 13-27=-354/9770, 27-28=-354/9770,
12-28=-354/9770, 12-29=-309/9838, 29-30=-309/9838, 11-30=-309/9838, 11-31=-264/9844,
31-32=-264/9844, 10-32=-264/9844, 9-10=-264/9844, 9-33=-284/9798, 33-34=-284/9798, 8-34=-284/9798,
8-35=-284/9798, 7-35=-284/9798
WEBS 4-11=-296/8509, 5-11=-3711/191, 5-9=-104/3562, 6-8=-15/375, 3-11=-3702/191, 3-12=-103/3551, 2-13=-15/348
NOTES-1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc.Webs connected as follows: 2x4 - 1 row at 0-9-0 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 have
been 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 ; Lumber
DOL=1.60 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=329, 7=331.9) 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. 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-6-8 from the left end to 23-5-12 toconnect truss(es) S02 (1 ply 2x4 SPF) to front face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S)Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-4=-100, 4-7=-100, 14-19=-20
Continued on page 2
Job
15073939B
Truss
G03
Truss Type
COMMON GIRDER
Qty
1
Ply
3
690 Ryan Rd. Florence, MA
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LOAD CASE(S)StandardConcentrated Loads (lb)Vert: 18=-1439(F) 23=-1439(F) 26=-1439(F) 27=-1439(F) 28=-1439(F) 29=-1439(F) 30=-1439(F) 31=-1439(F) 32=-1439(F) 33=-1439(F) 34=-1439(F) 35=-1439(F)
Job
15073939B
Truss
T03GE
Truss Type
GABLE
Qty
1
Ply
1
690 Ryan Rd. Florence, MA
Job Reference (optional)7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Jul 31 13:32:10 2015 Page 1 Universal Forest Products ID:qwZ4FfqUTjKBfaOCZmiKX_ysYWC-eYxv2HdyyHGPCvkhTAj2pb57KcE560xniHGoTJysYJZ
Scale = 1:41.0
T1 T1
B1
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
B2
HW1 HW11
2
3
4
5
6
7
8
9
10
11
12
13
25 24 23 22 21 20 19 18 17 16 15 14
26 27
4x4
3x4
3x4
3x8
3x4
3x8
25-0-025-0-0
12-6-0
12-6-0
25-0-0
12-6-0
0-6-67-9-140-6-67.00 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge], [13:0-0-0,0-0-15], [13:0-2-5,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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.230.140.36
DEFL.
Vert(LL)Vert(TL)Horz(TL)
inn/an/a-0.01
(loc)- - 14
l/defln/an/an/a
L/d999999n/a
PLATES
MT20
Weight: 114 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud *Except*
ST6: 2x4 SPF No.2
WEDGE
Left: 2x4 SPF Stud or No.2, Right: 2x4 SPF Stud or No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 23-0-0.(lb) - Max Horz25=-172(LC 6)Max Uplift All uplift 100 lb or less at joint(s) 21, 22, 23, 25, 19, 17, 16, 15, 14 except 24=-105(LC 7)Max Grav All reactions 250 lb or less at joint(s) 24, 15 except 20=399(LC 1), 21=352(LC 2), 22=290(LC 2), 23=266(LC 2), 25=431(LC 2), 19=352(LC 3), 17=290(LC 3), 16=266(LC 3), 14=431(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-76/274, 12-13=-71/274
WEBS 7-20=-359/0, 6-21=-311/70, 5-22=-254/80, 2-25=-311/97, 8-19=-311/70, 9-17=-254/80, 12-14=-311/97
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) All plates are 1.5x3 MT20 unless otherwise indicated.6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 22, 23, 25, 19, 17, 16, 15, 14 except
(jt=lb) 24=105.
10) Non Standard bearing condition. Review required.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
15073939B
Truss
T03
Truss Type
Common
Qty
6
Ply
1
690 Ryan Rd. Florence, MA
Job Reference (optional)7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Jul 31 13:33:40 2015 Page 1 Universal Forest Products ID:qwZ4FfqUTjKBfaOCZmiKX_ysYWC-0tNxx2jPmxbd?kd_k4L8TZpRRuwFCnX1PH4Ze5ysYI9
Scale = 1:22.9
T1 T1
B1
W1
HW1 HW11
2
3
4
15
16
1.5x3
4x4
4x4
3x12 MT18HS
4x4
3x12 MT18HS11-0-01-0-0
1-1-12
1-1-12
6-6-0
5-4-4
11-10-4
5-4-4
13-0-0
1-1-12
6-6-0
6-6-0
13-0-0
6-6-0
0-6-64-3-140-6-67.00 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge], [3:0-0-0,0-0-15], [3:0-2-5,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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.560.270.08
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.04-0.060.010.03
(loc)4-94-934-9
l/defl>999>999n/a>999
L/d240180n/a360
PLATES
MT20MT18HS
Weight: 47 lb FT = 4%
GRIP
197/144197/144
LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
WEDGE
Left: 2x10 SP 2400F 2.0E, Right: 2x10 SP 2400F 2.0E
BRACING-TOP 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 bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)1=780/0-3-8 (min. 0-1-8), 3=780/0-3-8 (min. 0-1-8)Max Horz1=-87(LC 6)Max Uplift1=-22(LC 8), 3=-22(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-15=-681/113, 2-15=-529/123, 2-16=-529/123, 3-16=-681/113BOT CHORD 1-4=-4/457, 3-4=-4/457
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) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.8) 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
15073939B
Truss
T03SGE
Truss Type
GABLE
Qty
1
Ply
1
690 Ryan Rd. Florence, MA
Job Reference (optional)7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Jul 31 13:32:06 2015 Page 1 Universal Forest Products ID:qwZ4FfqUTjKBfaOCZmiKX_ysYWC-mniOCvaRu2lzkHRwEKf6flwNA?rGAGGBofIbKYysYJd
Scale = 1:22.9
T1 T1
B1
W1
HW1 HW1
ST2
ST1
ST2
ST1
1
2
3
4
23
24
4x4
4x4
3x12 MT18HS
4x4
3x12 MT18HS
1-1-12
1-1-12
6-6-0
5-4-4
11-10-4
5-4-4
13-0-0
1-1-12
6-6-0
6-6-0
13-0-0
6-6-0
0-6-64-3-140-6-67.00 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge], [3:0-0-0,0-0-15], [3:0-2-5,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 IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.560.270.08
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.04-0.060.010.03
(loc)4-174-1734-17
l/defl>999>999n/a>999
L/d240180n/a360
PLATES
MT20MT18HS
Weight: 56 lb FT = 4%
GRIP
197/144197/144
LUMBER-TOP CHORD 2x4 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
WEDGE
Left: 2x10 SP 2400F 2.0E, Right: 2x10 SP 2400F 2.0E
BRACING-TOP 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 bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)1=780/0-3-8 (min. 0-1-8), 3=780/0-3-8 (min. 0-1-8)Max Horz1=-87(LC 6)Max Uplift1=-22(LC 8), 3=-22(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-23=-681/113, 2-23=-529/123, 2-24=-529/123, 3-24=-681/113BOT CHORD 1-4=-4/457, 3-4=-4/457
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 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) All plates are MT20 plates unless otherwise indicated. 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) 1, 3.
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