30B-125 14111164B-Deep River-rk-112014-DwgsOVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-10
0 IN. OC
END CUT RETURN
PLUMB
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 1 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
14111164B
Brian Tetreault
Massachusetts /
/ /
Doug Hodgins
(413) 247-8314
PAGE 1
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Deep River Valley
BUILDING DEPARTMENT
EWP
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE11/20/14
46 Norwood Ave.
Florence, MA
Sky Agnitti
Doug Hodgins
11/20/14
11/20/14
/ /
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
40.0,10.0,0.0,15.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,15.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
S01 9.00 9.00 21-00-00 01-00-00 01-00-002 X 4 2 X 4
ROOF
4 21-00-00
S01SGE 9.00 9.00 21-00-00 01-00-00 01-00-002 X 4 2 X 4
GABLE
2 21-00-00
T02 4.00 0.00 21-00-00 01-00-00 01-00-002 X 4 2 X 4
ROOF
5 21-00-00
T02SGE 4.00 0.00 21-00-00 01-00-00 01-00-002 X 4 2 X 4
GABLE
2 21-00-00
ROOF SUB-TOTAL:
QTY DEPTH O/A
LEFT RIGHT
CANTILEVER
LEFT RIGHTID
TOTALPRICEPRICEUNITEND TYPE INT BEARING
SIZE LOCATIONPROFILE
FLOOR
FLOOR TRUSS SPACING:24.0 IN. O.C. (TYP.)
1.00
PLY SPAN SPAN
BASE
LEFT RIGHT
STUB
F01
01-04-00
21-00-00 18 21-00-00
F01A
01-04-00
21-00-00 2 21-00-00
F01G
1 01-04-00
21-00-002 Ply 21-00-00
F01L
01-04-00
21-00-00 2 21-00-00
F02
01-04-00
05-06-00 2 05-06-00
F02L
01-04-00
05-06-00 2 05-06-00
F03L
01-04-00
10-00-00 1 10-00-00
F04G
01-01-00
03-07-08 2 03-07-08
FLOOR SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTALPRICE
ITEMS
21-00-00G-Lam 1.75" x 16"LP EWP 221 3
MSH422Hanger 2
ITEMS SUB-TOTAL:
OVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-10
0 IN. OC
END CUT RETURN
PLUMB
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 1 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
14111164B
Brian Tetreault
Massachusetts /
/ /
Doug Hodgins
(413) 247-8314
PAGE 2
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Deep River Valley
BUILDING DEPARTMENT
EWP
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE11/20/14
46 Norwood Ave.
Florence, MA
Sky Agnitti
Doug Hodgins
11/20/14
11/20/14
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5257
UFP Belchertown, LLC
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
SF01LF01LF01AF01AF01(11)1' 10 1/4"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"21' 0" 28' 0"THIS 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 UFPDeep River Valley46Norwood Ave Florence, MA11/19/141st Floor-For Approval11/19/14
ProductsPlotID Length Product PliesNet QtyB1-3 22' 0" 1-3/4x16 LP-LVL 2900Fb-2.0E 33Truss Connector Total ListManuf Product QtyUSP MSH422 2Shed RoofConventionallyFramedSB1-3F04GF04GF02F02F01GF02LF02LF03LMSH422MSH422F01(7)13' 2"10' 0" 21' 0" 28' 0"8' 0"20' 0"1' 10 1/4"1' 9 1/4"2' 2 3/4"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"THIS 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 UFPDeep River Valley46Norwood Ave Florence, MA11/19/142nd Floor-For Approval11/19/14
Job
14111164B
Truss
F01
Truss Type
FLOOR
Qty
18
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:54:19 2014 Page 1 Universal Forest Products ID:atBMltts4NbU2lyKN2x3hKyIBj3-kZ2JDeTSb2bEFBSQGEAe8Ah?ZxwM9VuTK3XXNPyHjeY
Scale = 1:33.7
B1
BL1 BL1
T1
W3W3
B2
T212345678 9 10 11
18 17 16 15 14 13 12
19 20
3x12 M18SHS FP3x8
3x6 FP
3x8
4x10 4x10
4x10 4x10
3x4 3x4
3x4 3x4 0-3-1011-3-8
11-3-8
21-0-0
9-8-8
2-6-0 1-10-0 1-4-0 1-10-0
0-1-8
0-1-8
1-4-01-4-0Plate Offsets (X,Y)-- [15:0-1-8,Edge], [16:0-1-8,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.001.00YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.430.680.93
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.39-0.680.11
(loc)15-1616-1712
l/defl>635>364n/a
L/d480240n/a
PLATES
MT20M18SHS
Weight: 81 lb FT = 0%F, 0%E
GRIP
197/144197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8E(flat)BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
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.
REACTIONS.(lb/size)18=1239/0-5-8 (min. 0-1-8), 12=1239/0-5-8 (min. 0-1-8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-4080/0, 3-4=-4080/0, 4-5=-5327/0, 5-6=-5327/0, 6-7=-5327/0, 7-8=-5327/0, 8-9=-4080/0, 9-10=-4080/0BOT CHORD 17-18=0/2376, 16-17=0/5008, 15-16=0/5327, 14-15=0/5008, 13-14=0/5008, 12-13=0/2376WEBS10-12=-2610/0, 2-18=-2610/0, 10-13=0/1884, 2-17=0/1884, 9-13=-252/0, 3-17=-252/0, 8-13=-1026/0, 4-17=-1026/0, 8-15=-84/729, 4-16=-84/729, 6-16=-265/18, 7-15=-265/18
NOTES-1) Unbalanced floor live loads have been considered for this design.2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x3 MT20 unless otherwise indicated.
4) 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.
5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to wallsat their outer ends or restrained by other means.
LOAD CASE(S)Standard
Job
14111164B
Truss
F01A
Truss Type
FLOOR
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:56:10 2014 Page 1 Universal Forest Products ID:atBMltts4NbU2lyKN2x3hKyIBj3-_wFHWbp4S9aU3ERmG2fg8aot_glVgnIprrwvmTyHjcp
Scale = 1:33.6
B1
BL1 BL1
T1
W3W3W4W4
B2
T212345678 9 10 11
18 17 16 15 14 13 12
19 20
21
3x12 M18SHS FP4x8 4x10
3x6 FP 4x12 4x10
4x10 4x8
3x4 3x6
3x4 4x4 0-3-1011-3-8
11-3-8
21-0-0
9-8-8
2-6-0 1-10-0 1-4-0 1-10-0
0-1-8
0-1-8
1-4-01-4-0Plate Offsets (X,Y)-- [12:Edge,0-1-8], [15:0-1-8,Edge], [16:0-1-8,Edge], [18:Edge,0-1-8]
LOADING (psf)TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.001.00NOIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.780.930.62
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.46-0.820.13
(loc)13-1513-1512
l/defl>542>303n/a
L/d480240n/a
PLATES
MT20M18SHS
Weight: 93 lb FT = 0%F, 0%E
GRIP
197/144197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8E(flat)BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)18=1339/0-5-8 (min. 0-1-8), 12=1564/0-5-8 (min. 0-1-8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-4454/0, 3-4=-4471/0, 4-5=-6184/0, 5-6=-6184/0, 6-7=-6184/0, 7-8=-6184/0, 8-9=-5384/0, 9-21=-5341/0, 10-21=-5341/0BOT CHORD 17-18=0/2591, 16-17=0/5645, 15-16=0/6184, 14-15=0/6063, 13-14=0/6063, 12-13=0/3101WEBS10-12=-3409/0, 2-18=-2847/0, 10-13=0/2491, 2-17=0/2071, 9-13=-659/0, 3-17=-263/0, 8-13=-779/0, 4-17=-1291/0, 8-15=-319/652, 4-16=0/989, 6-16=-363/0
NOTES-1) Unbalanced floor live loads have been considered for this design.2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x3 MT20 unless otherwise indicated.
4) 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.
5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to wallsat their outer ends or restrained by other means.
LOAD CASE(S)Standard1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00Uniform Loads (plf)Vert: 12-18=-20, 1-11=-100Concentrated Loads (lb)Vert: 21=-425
Job
14111164B
Truss
F01L
Truss Type
Floor Supported Gable
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:56:29 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-wauTV51?__znr9OPuXV7Pb4JmKSHdV4cDI0PxtyHjcW
Scale = 1:34.0
B1
BL1 BL1
T1
ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1
B2
T212345678910111213141516 17 18
36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
37 38
3x4 3x6 FP 3x4
3x6 FP
21-0-0
21-0-0
0-1-8 0-1-8
1-4-01-4-0LOADING (psf)
TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.001.00YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.040.010.04
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in
n/an/a0.00
(loc)
- - 19
l/defl
n/an/an/a
L/d
999999n/a
PLATES
MT20
Weight: 71 lb FT = 0%F, 0%E
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8E(flat)BOT CHORD 2x4 SPF 2100F 1.8E(flat)WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
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.
REACTIONS.All bearings 21-0-0.
(lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24, 23, 22, 21, 20
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) All plates are 1.5x3 MT20 unless otherwise indicated.2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).4) Gable studs spaced at 1-4-0 oc.5) 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.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
LOAD CASE(S)Standard
Job
14111164B
Truss
F02
Truss Type
Floor
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:52:27 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-00GzjL6B_eU7pzuvii9NbZ3wbnoRw27_ZePbSuyHjgI
Scale = 1:10.5
B1
W4BL1
W1
T1
T2
W2 W3
1 2 3 4
6 5
7
1.5x3
3x6
1.5x3
3x6 3x4 3x4
3x4
3x4
5-0-8
5-0-8
5-2-0
0-1-8
5-6-0
0-4-0
2-6-0 2-3-8
0-4-0
0-1-8
1-4-01-1-01-4-0LOADING (psf)
TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.001.00YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.190.280.10
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in
-0.00-0.23-0.00
(loc)
65-66
l/defl
>999>255n/a
L/d
480240n/a
PLATES
MT20
Weight: 24 lb FT = 0%F, 0%E
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8E(flat) *Except* T2: 2x4 SPF No.2(flat)BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)6=293/0-5-8 (min. 0-1-8), 4=299/0-3-8 (min. 0-1-8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.BOT CHORD 5-6=0/309WEBS2-6=-334/0, 2-5=-347/0
NOTES-1) 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 1.2) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5) CAUTION, Do not erect truss backwards.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S)Standard
Job
14111164B
Truss
F04G
Truss Type
Floor Girder
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:54:11 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-z1ZIYvMRUbbNIyquoY0mpUMh4iHhH4kIUqb65syHjeg
Scale = 1:7.2
B1
W1 W1 W1
T1
W3W2
1 2 3
5 4
3x4
3x6
3x4
3x6
3x4
0-9-0
0-9-0
3-4-12
2-7-12
3-7-8
0-2-12
1-3-0 1-10-8
1-1-01-1-0Plate Offsets (X,Y)-- [3:0-1-8,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.001.00NOIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.200.290.11
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in0.00-0.060.00
(loc)54-54
l/defl****>637n/a
L/d480240n/a
PLATES
MT20
Weight: 16 lb FT = 0%F, 0%E
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF No.2(flat)BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)5=320/Mechanical, 4=283/0-5-8 (min. 0-1-8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.BOT CHORD 4-5=0/349WEBS2-4=-387/0, 2-5=-426/0
NOTES-1) Refer to girder(s) for truss to truss connections.2) 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 1.3) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S)Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)Vert: 4-5=-20, 1-3=-100Concentrated Loads (lb)Vert: 2=-199
Job
14111164B
Truss
F01G
Truss Type
FLOOR
Qty
1
Ply
2
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 06:01:55 2014 Page 1 Universal Forest Products ID:atBMltts4NbU2lyKN2x3hKyIBj3-NIbiwZ_UD92XyGJ3_?LadLavUlb5?mobB0_fOzyHjXQ
Scale = 1:34.4
B1
BL1 BL1
T1
W2W2W4W4
B2
T212345678 9 10 11
18 17 16 15 14 13 12
19 20
21
3x10 MT20H FP
1.5x3
3x6
1.5x3
1.5x3
1.5x3
3x6 FP
3x6
4x8 4x8
4x12 4x12
3x6 3x6 3x4 3x4
3x4 3x4
1.5x3 1.5x3
MSH422 MSH422
0-3-1011-3-8
11-3-8
21-0-0
9-8-8
2-6-0 2-4-8 1-10-0 1-4-0 1-10-0 2-6-0
0-1-8
0-1-8
1-4-01-4-0Plate Offsets (X,Y)-- [14:0-1-8,Edge], [15:0-1-8,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.001.00NOIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.550.550.80
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in-0.28-0.510.08
(loc)15-1715-1712
l/defl>880>484n/a
L/d480240n/a
PLATES
MT20MT20H
Weight: 170 lb FT = 0%F, 0%E
GRIP
197/144148/108
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8E(flat)BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
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.
REACTIONS.(lb/size)18=1782/0-5-8 (min. 0-1-8), 12=1586/0-5-8 (min. 0-1-8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-6470/0, 3-21=-6470/0, 4-21=-6470/0, 4-5=-7354/0, 5-6=-7354/0, 6-7=-7354/0, 7-8=-7354/0, 8-9=-5562/0, 9-10=-5562/0BOT CHORD 17-18=0/3536, 16-17=0/7365, 15-16=0/7365, 14-15=0/7354, 13-14=0/6764, 12-13=0/3125WEBS10-12=-3434/0, 2-18=-3886/0, 10-13=0/2695, 2-17=0/3244, 9-13=-478/0, 3-17=-841/0, 8-13=-1329/0, 4-17=-989/0, 8-14=0/998, 4-15=-424/547, 7-14=-371/0
NOTES-1) Fasten trusses together to act as a single unit as per standard industry detail, or loads are to be evenly applied to all plies.2) Unbalanced floor live loads have been considered for this design.
3) All plates are MT20 plates unless otherwise indicated.
4) 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.
5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to wallsat their outer ends or restrained by other means.7) Use USP MSH422 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 10-3-8 oc max. starting at 5-4-4 from the left end to 15-7-12 toconnect truss(es) F04G (1 ply 2x4 SPF) to front face of top chord. 8) Fill all nail holes where hanger is in contact with lumber.9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.10) 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)Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 12-18=-20, 1-11=-100
Concentrated Loads (lb)
Vert: 9=-220(F) 3=-220(F) 21=-450
Job
14111164B
Truss
F02L
Truss Type
Floor Supported Gable
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:52:46 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-ygw9irK6VTtQburYJC?rtZLC5RL6tfunx5V6dIyHjg?
Scale = 1:10.3
B1
BL1
W1
W2
T1
T2
ST1 ST1
ST2
1 2 3 4 5 6 7
12 11 10 9 8
13
3x4
3x6 3x6
5-2-0
5-2-0
5-6-0
0-4-0
0-1-8 0-4-0
1-4-01-4-0LOADING (psf)
TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.001.00YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.040.010.03
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in
-0.00-0.000.00
(loc)
668
l/defl
n/rn/rn/a
L/d
12090n/a
PLATES
MT20
Weight: 21 lb FT = 0%F, 0%E
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8E(flat)BOT CHORD 2x4 SPF 2100F 1.8E(flat)WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.All bearings 5-6-0.
(lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 8, 11, 10, 9
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) All plates are 1.5x3 MT20 unless otherwise indicated.2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).4) Gable studs spaced at 1-4-0 oc.5) 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.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
8) CAUTION, Do not erect truss backwards.
LOAD CASE(S)Standard
Job
14111164B
Truss
F03L
Truss Type
Floor Supported Gable
Qty
1
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:53:11 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-jUxcyOeoc91t5kFMHyxiOqtTKWtrEy3ThU3w_LyHjfc
Scale = 1:18.1
B1
BL1 BL1
T1
ST1 ST1 ST1 ST1 ST1 ST1 ST1
1 2 3 4 5 6 7 8 9
18 17 16 15 14 13 12 11 10
3x4 3x4
3x4 3x4
10-0-0
10-0-0
0-1-8 0-1-8
1-4-01-4-0LOADING (psf)
TCLLTCDLBCLLBCDL
40.010.00.010.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.001.00YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix)
0.070.020.04
DEFL.
Vert(LL)Vert(TL)Horz(TL)
in
n/an/a0.00
(loc)
- - 10
l/defl
n/an/an/a
L/d
999999n/a
PLATES
MT20
Weight: 36 lb FT = 0%F, 0%E
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF No.2(flat)BOT CHORD 2x4 SPF No.2(flat)WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
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.
REACTIONS.All bearings 10-0-0.
(lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) All plates are 1.5x3 MT20 unless otherwise indicated.2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).4) Gable studs spaced at 1-4-0 oc.5) 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.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
LOAD CASE(S)Standard
Shed DormerT.O.W. 6'8"Knee WallT.O.W. 4'0"SS01SGET02SGES01SGET02SGES01T02(5)S01(3)21' 0" 2' 0"12' 0"6' 0"20' 0"2' 0"12' 0"6' 0"20' 0"1' 11 1/4"2' 0"1' 11 1/4"1 1/2"1' 11 1/4"2' 0"2' 0"2' 0"2' 0"1' 11 1/4"1 1/2"Roof Area 21.19Overhang Lines 46Raked Lines 88.64Ridge Lines 22Hip 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 UFPDeep River Valley46Norwood Ave Florence, MA11/19/14Roof Trusses-For Approval11/19/14The following information is anapproximate and NOT guaranteed
Job
14111164B
Truss
S01
Truss Type
ROOF SPECIAL
Qty
4
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 06:11:15 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-_1RPS2llKDb48K7hncOvJQnYjUkfD2Y0y8eI1WyHjOg
Scale = 1:45.1
W1
T1 T1
W1
B1
B2
B1
W5
W4
W3
W2
W4
W3
W2
1
2
3
4
5
6
7
12
11 10 9
8
13 14
3x4
5x8
4x6
5x8
3x4
6x8 6x8 3x8
3x8 3x8
12-11-11
2-8-06-8-84-0-3
4-0-3
10-6-0
6-5-13
16-11-13
6-5-13
21-0-0
4-0-3
-1-0-0
1-0-0
4-0-3
4-0-3
10-6-0
6-5-13
16-11-13
6-5-13
21-0-0
4-0-3
22-0-0
1-0-0
1-6-09-4-81-6-02-8-09.00 12
9.00 12
Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [6:0-3-0,0-1-12]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0
15.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.710.450.73
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.16-0.380.490.07
(loc)9-109-1089-10
l/defl>999>655n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 97 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud *Except*
W2: 2x4 SPF No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-10, 3-10
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)12=1461/0-5-8 (min. 0-2-5), 8=1461/0-5-8 (min. 0-2-5)Max Horz12=177(LC 7)Max Uplift12=-59(LC 8), 8=-59(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-12=-1425/224, 2-3=-3678/356, 3-13=-1619/185, 4-13=-1429/208, 4-14=-1429/208, 5-14=-1619/185, 5-6=-3678/356, 6-8=-1425/224BOT CHORD 10-11=-219/2757, 9-10=-184/2757WEBS4-10=-70/1079, 5-10=-1740/286, 5-9=-10/1159, 6-9=-209/2981, 3-10=-1740/286, 3-11=-97/1159, 2-11=-209/2981
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) Bearing at joint(s) 12, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 12 and 59 lb uplift at joint 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
14111164B
Truss
S01SGE
Truss Type
GABLE
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:48:49 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-O45ZzoTSJf03fTD?xwFGma1XPvLmrIKuRjb3oXyHjji
Scale = 1:45.1
W1
T1 T1
W1
B1
B2
B1
W5
W4
W3
W2
W4
W3
W2
ST4
ST2
ST3ST1
ST4
ST2
ST3 ST1
1
2
3
4
5
6
7
12
11 10 9
8
27 28
3x4
5x8
4x6
5x8
3x4
6x8 6x8 3x8
5x8 5x8
2x4
3x6
2x4
3x6
4-0-3
4-0-3
10-6-0
6-5-13
16-11-13
6-5-13
21-0-0
4-0-3
-1-0-0
1-0-0
4-0-3
4-0-3
10-6-0
6-5-13
16-11-13
6-5-13
21-0-0
4-0-3
22-0-0
1-0-0
1-6-09-4-81-6-02-8-09.00 12
9.00 12
Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [3:0-4-0,0-1-8], [5:0-4-0,0-1-8], [6:0-3-0,0-1-12]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0
15.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.710.450.73
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.16-0.380.490.07
(loc)9-109-1089-10
l/defl>999>655n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 116 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud *Except*
W2: 2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-10, 3-10
MiTek recommends that Stabilizers and required cross bracing be installed
during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS.(lb/size)12=1461/0-5-8 (min. 0-2-5), 8=1461/0-5-8 (min. 0-2-5)Max Horz12=177(LC 7)Max Uplift12=-59(LC 8), 8=-59(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-12=-1425/224, 2-3=-3678/356, 3-27=-1619/185, 4-27=-1429/208, 4-28=-1429/208, 5-28=-1619/185, 5-6=-3678/356, 6-8=-1425/224BOT CHORD 10-11=-219/2757, 9-10=-184/2757WEBS4-10=-70/1079, 5-10=-1740/286, 5-9=-10/1159, 6-9=-209/2981, 3-10=-1740/286, 3-11=-97/1159, 2-11=-209/2981
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) 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 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) Bearing at joint(s) 12, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 12 and 59 lb uplift at joint 8.
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
14111164B
Truss
T02
Truss Type
ROOF SPECIAL
Qty
5
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:49:44 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-HfwMVc8yMYyFmwwaf_k9VBoy542mE9s?5nQTDryHjir
Scale = 1:37.8
T1
T2 T2
T1
B1
W3
W2 W1W2W1
HW1 HW1
B1
1
2
3
4
5
6
7
8
9
12 11 10
21
22 23
24
4x4
4x6
4x4
5x12
5x6
5x8 1.5x3 1.5x3
5x12
5x6
5-2-6
5-2-6
10-6-0
5-3-10
15-9-10
5-3-10
21-0-0
5-2-6
-1-0-0
1-0-0
5-2-6
5-2-6
10-6-0
5-3-10
15-9-10
5-3-10
21-0-0
5-2-6
22-0-0
1-0-0
1-0-02-8-136-8-81-0-04.00 12
9.00 12
Plate Offsets (X,Y)-- [2:0-8-5,Edge], [8:0-8-5,Edge], [11:0-4-0,0-3-0]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0
15.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.670.760.80
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.15-0.330.080.07
(loc)10-1110-11810-11
l/defl>999>760n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 91 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x8 SP No.1 1-11-12, Right 2x8 SP No.1 1-11-12
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-7-0 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)2=1465/0-5-8 (min. 0-2-5), 8=1465/0-5-8 (min. 0-2-5)
Max Horz2=66(LC 7)Max Uplift2=-66(LC 8), 8=-66(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-534/19, 3-4=-2334/342, 4-21=-1568/242, 21-22=-1462/248, 5-22=-1350/265, 5-23=-1350/265, 23-24=-1462/248, 6-24=-1568/242, 6-7=-2334/342, 7-8=-534/19BOT CHORD 2-12=-249/2126, 11-12=-253/2128, 10-11=-253/2128, 8-10=-249/2126WEBS5-11=-151/1148, 6-11=-1106/238, 4-11=-1106/238
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=1.13) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2 and 66 lb uplift at joint 8.7) 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
14111164B
Truss
T02SGE
Truss Type
GABLE
Qty
2
Ply
1
46 Norwood Ave. Florence, MA
Job Reference (optional)7.520 s May 8 2014 MiTek Industries, Inc. Wed Nov 19 05:50:38 2014 Page 1 Universal Forest Products ID:4ZyVyvkl?j?L?VnW3OAjTQyHjlx-i2Bmr3nqe8lbED2yqJiqha2ATrUPtaExVBVK7jyHji?
Scale = 1:37.8
T1
T2 T2
T1
B1
W3
W2 W1W2W1
HW1 HW1
B1
ST2
ST1
ST2
ST11
2
3
4
5
6
7
8
9
12 11 10
29
30 31
32
4x4
4x6
4x4
5x12
5x6
5x8
5x12
5x6
5-2-6
5-2-6
10-6-0
5-3-10
15-9-10
5-3-10
21-0-0
5-2-6
-1-0-0
1-0-0
5-2-6
5-2-6
10-6-0
5-3-10
15-9-10
5-3-10
21-0-0
5-2-6
22-0-0
1-0-0
1-0-02-8-136-8-81-0-04.00 12
9.00 12
Plate Offsets (X,Y)-- [2:0-8-5,Edge], [8:0-8-5,Edge], [11:0-4-0,0-3-0]
LOADING (psf)TCLL(Roof Snow=40.0)TCDL
BCLL
BCDL
40.0
10.0
0.0
15.0
SPACING-
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.
TCBCWB(Matrix-M)
0.670.760.80
DEFL.
Vert(LL)Vert(TL)Horz(TL)Wind(LL)
in-0.15-0.330.080.07
(loc)10-1110-11810-11
l/defl>999>760n/a>999
L/d240180n/a360
PLATES
MT20
Weight: 99 lb FT = 4%
GRIP
197/144
LUMBER-TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x8 SP No.1 1-11-12, Right 2x8 SP No.1 1-11-12
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-7-0 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)2=1465/0-5-8 (min. 0-2-5), 8=1465/0-5-8 (min. 0-2-5)Max Horz2=66(LC 7)Max Uplift2=-66(LC 8), 8=-66(LC 9)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-534/19, 3-4=-2334/342, 4-29=-1568/242, 29-30=-1462/248, 5-30=-1350/265, 5-31=-1350/265, 31-32=-1462/248, 6-32=-1568/242, 6-7=-2334/342, 7-8=-534/19BOT CHORD 2-12=-249/2126, 11-12=-253/2128, 10-11=-253/2128, 8-10=-249/2126WEBS5-11=-151/1148, 6-11=-1106/238, 4-11=-1106/238
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) 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2 and 66 lb uplift at joint 8.
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