21020162B-UFP -Contractor Packet (2)OVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-06-14
0 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 2 1
QUOTE
LAYOUT
CUTTING
JO3
JO3
DATEBY
SHIP
TO
99 NH-9 Box 430
West Chesterfield, NH 03466
Perkins Homes CentersSOLD
TO (603) 256-6844
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
05/18/21
02/02/21 ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWWEST
CM6760
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
21020162B
Josh Kapinos
Massachusetts /
/ /
Mike Reynolds
(603) 256-6844
PAGE 1
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
Truss Height 13-04-01
JOB NAME:
MODEL: TAG:Roof
Northampton Garage
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY:Residential
LOT #SUBDIV:
DATE04/15/21
Northampton, MA
Northampton Garage
Mike Reynolds
04/15/21
04/15/21
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5780
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
35.0,10.0,0.0,10.0
STRESS INCR.
1.00INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
35.0,10.0,0.0,10.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
CJ017.74 0.00 05-06-06 01-03-152 X 4 2 X 6
DIAGONAL HIP
4 05-06-06
H0110.94 0.00 28-00-00 01-00-00 01-00-002 X 4 2 X 4
HIP
2 28-00-00
H0210.94 0.00 28-00-00 01-00-00 01-00-002 X 4 2 X 4
HIP
2 28-00-00
H0310.94 0.00 28-00-00 01-00-00 01-00-002 X 4 2 X 4
HIP
2 28-00-00
H0410.94 0.00 28-00-00 01-00-00 01-00-002 X 4 2 X 4
HIP
2 28-00-00
H05
2
10.94 0.00 28-00-00 01-00-00 01-00-002 X 4 2 X 6
HIP GIRDER
2 Ply 28-00-00
J0110.94 0.00 01-10-15 01-00-002 X 4 2 X 4
JACK-CLOSED
8 01-10-15
J0210.94 0.00 04-00-00 01-00-002 X 4 2 X 4
JACK-CLOSED
22 04-00-00
T0110.94 0.00 28-00-00 01-00-00 01-00-002 X 4 2 X 4
COMMON
3 28-00-00
ROOF SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICEUNIT TOTALPRICE
ITEMS
HJC26Hanger4
JL26Hanger18
ITEMS SUB-TOTAL:
OVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-06-14
0 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 2 1
QUOTE
LAYOUT
CUTTING
JO3
JO3
DATEBY
SHIP
TO
99 NH-9 Box 430
West Chesterfield, NH 03466
Perkins Homes CentersSOLD
TO (603) 256-6844
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
05/18/21
02/02/21 ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWWEST
CM6760
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
21020162B
Josh Kapinos
Massachusetts /
/ /
Mike Reynolds
(603) 256-6844
PAGE 2
SPECIAL INSTRUCTIONS:
DELIVERY INSTRUCTIONS:
Truss Height 13-04-01
JOB NAME:
MODEL: TAG:Roof
Northampton Garage
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY:Residential
LOT #SUBDIV:
DATE04/15/21
Northampton, MA
Northampton Garage
Mike Reynolds
04/15/21
04/15/21
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5780
UFP Belchertown, LLC
ACCEPTED BY BUYER
PURCHASER:
BY:TITLE:
JOB 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 7 DAYS. AFTER 7 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.
Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the
agreed upon payment terms
PURCHASE ORDER POLICY: Purchase orders are valid for a period of 30 days. Orders moved past a 30 day period are subject
to price review to current market conditions.
H01H02H03H04H05CJ01CJ01J01J01J02J02J02J02J02J02J02J02J02J02J02J01J01H01H02H03H04H05CJ01CJ01J01J01J02J02J02J02J02J02J02J02J02J02J02J01J01T01T01T01JL26HJC26JL26HJC26JL26NAILEDJL26NAILEDJL26NAILEDJL26JL26JL26JL26NAILEDJL26JL26HJC26NAILEDNAILEDNAILEDJL26JL26JL26HJC26NAILEDJL26JL26JL26JL2626' 0" 26' 0" 30' 0"30' 0"Roof Area 1212.46 ft²Sheathing Count* 42 sheetsOverhang Lines 120 ftRaked Lines 0 ftRidge Lines 4 ftHip Lines 94.23 ftValley Lines 0 ftTHIS 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 UFPNorthampton GarageNorthampton, MA04/15/2021 By: JO3For Pricing21020162BThe following information is anapproximate and NOT guaranteedPossible wall plate crushing issues.See individual truss drawings for details.*Sheating count is an approximateand NOT guaranteedPO Box 945 / 155 Bay RoadBelchertown, MA 01007PH: 413-323-7247FX: 413-323-5780Left End ofTruss SymbolLeft End of Truss SymbolF09*Note; To be used with truss drawings / Wood trussdoes not have symbol on it.Left End of Truss Symbol
7.7412
=3x4 =2x4
=4x4
=4x4 =2x4
NAILED
NAILED
5 10
4
1
2
9
3
T1 W3
B1
W2W1
2-07-15
2-07-15
2-10-07
5-06-06
3-14
1-07-13
1-03-15
1-03-15
3-10-09
5-06-064-01-116-144-01-11Scale = 1:49.6
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)0.01 4-5 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(CT)0.01 4-5 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.06 Horz(CT)0.00 4 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight: 27 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-6-6 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS (size)4= Mechanical, (min. 1-08),5=7-12, (min. 1-08)
Max Horiz 5=110 (LC 8)
Max Uplift 4=-137 (LC 6), 5=-190 (LC 9)
Max Grav 4=188 (LC 18), 5=342 (LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-60/283
WEBS 2-5=-444/78
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left and
right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members.
5)Refer to girder(s) for truss to truss connections.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 137 lb uplift at
joint 4 and 190 lb uplift at joint 5.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
8)"NAILED" indicates 3-10d (0.148"x3") or 2-12d
(0.148"x3.25") toe-nails per NDS guidlines.
9)In the LOAD CASE(S) section, loads applied to the faceof the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-3=-90, 4-6=-20
Concentrated Loads (lb)
Vert: 10=131 (F=65, B=65)
Job Truss Truss Type Qty Ply
CJ01 Diagonal Hip Girder 4 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:7saHiRT9N?eo7pehKjOgV2zQQCY-hKAtVgI_0n9_FEc1k5VODU1cfBc2NovMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4 =2x4
=4x4
=MT20HS 7x14
=3x8 =2x4
=3x8
=MT20HS 3x10
=3x8
=MT20HS 7x14
=4x4 =2x4
=3x4
13 12 11 10 9 8
1 7
2 6
421 2220 233 5
T1
T2
T1
B1 B2
W1W1
W2 W3 W4 W5 W4 W3 W2
HW1 HW2
1-02-12
1-02-12
1-02-12
28-00-00
4-09-04
26-09-04
4-09-04
6-00-00
8-00-00
14-00-00
8-00-00
22-00-00
2-12
27-00-00
2-12
1-02-12
1-00-00
1-00-00
1-00-00
28-00-00
6-04-10
20-04-10
6-04-10
7-07-06
6-04-10
14-00-00
6-04-10
26-09-046-00-086-142-005-10-085-10-082-006-00-08Scale = 1:55.5
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.12 11 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.72 Vert(CT)-0.17 11-12 >999 180 MT20HS 148/108
TCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(CT)0.09 8 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 136 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* 3-5:2x6 SPF 2100F1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2Right: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-13, 4-12, 4-9, 5-8
REACTIONS (size)8=5-08, (min. 2-15), 13=5-08, (min.
2-15)
Max Horiz 13=108 (LC 8)
Max Uplift 8=-56 (LC 7), 13=-56 (LC 8)
Max Grav 8=1853 (LC 28), 13=1853 (LC 28)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-540/175, 3-20=-1692/168,
20-21=-1694/168, 4-21=-1706/167,
4-22=-1706/167, 22-23=-1694/168,
5-23=-1692/168, 5-6=-540/175
BOT CHORD 12-13=-123/1397, 11-12=-177/2715,
10-11=-177/2715, 9-10=-177/2715,
8-9=-57/1397
WEBS 6-8=-840/237, 2-13=-840/237,
3-13=-1992/136, 3-12=-31/1049,
4-12=-1351/147, 4-9=-1351/146,
5-9=-31/1049, 5-8=-1992/136
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 10-2-15, Interior (1)
10-2-15 to 17-9-1, Exterior (2) 17-9-1 to 28-0-0 zone;
cantilever left and right exposed ; 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)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Provide adequate drainage to prevent water ponding.
5)All plates are MT20 plates unless otherwise indicated.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.7)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 56 lb uplift at joint
8 and 56 lb uplift at joint 13.
8)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
9)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/orbottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
H01 Hip 2 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:Mm1Pu4ypG5Ll4MRcsueqoBzQQDC-hKAtVgI_0n9_FEc1k5VODU1W_BTJNgiMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=5x6
=3x4 =3x8
=4x8
=6x6
=5x6
=3x8 =6x6
=4x8
=3x8
=3x4
=5x6
12 11 27 10 28 9 8
1 7
2 6
2619
20 25
4 2322 2421 53
T1
T2
T1
B1 B1
W1W1
W3 W4
W2
W5 W4 W3
W2 HW2HW1
1-02-12
1-02-12
1-02-12
28-00-00
6-00-00
14-00-00
6-00-00
20-00-00
6-09-04
26-09-04
6-09-04
8-00-00
2-12
27-00-00
2-12
1-02-12
1-00-00
28-00-00
1-00-00
1-00-00
6-02-14
26-09-04
6-02-14
7-05-10
6-06-06
14-00-00
6-06-06
20-06-067-10-066-142-007-08-067-08-062-007-10-06Scale = 1:63.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL)-0.08 9-10 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.60 Vert(CT)-0.13 9-10 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.39 Horz(CT)0.04 8 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 135 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x6 SPF No.2
Right: 2x6 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or4-3-12 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
WEBS 1 Row at midpt 4-11, 4-9
REACTIONS (size)8=5-08, (min. 2-15), 12=5-08, (min.2-15)
Max Horiz 12=-144 (LC 9)
Max Uplift 8=-51 (LC 12), 12=-51 (LC 11)
Max Grav 8=1853 (LC 29), 12=1853 (LC 29)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-383/134, 2-19=-1727/134,19-20=-1658/146, 3-20=-1636/174,3-21=-1184/195, 21-22=-1185/194,4-22=-1188/194, 4-23=-1188/194,23-24=-1185/194, 5-24=-1184/195,
5-25=-1636/174, 25-26=-1658/146,
6-26=-1727/134
BOT CHORD 1-12=-174/447, 11-12=-193/502,
11-27=-104/1750, 10-27=-104/1750,
10-28=-104/1750, 9-28=-104/1750,
8-9=-97/447, 7-8=-97/447
WEBS 6-8=-1928/274, 2-12=-1928/274,
3-11=-2/546, 4-11=-863/115, 2-11=-87/1117,
4-10=0/341, 4-9=-863/115, 5-9=-2/546,
6-9=-90/1117
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
3-9-1, Exterior (2) 3-9-1 to 12-2-15, Interior (1) 12-2-15
to 15-9-1, Exterior (2) 15-9-1 to 24-2-15, Interior (1)
24-2-15 to 25-0-0, Exterior (2) 25-0-0 to 28-0-0 zone;
cantilever left and right exposed ; 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)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Provide adequate drainage to prevent water ponding.
5)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 51 lb uplift at joint
8 and 51 lb uplift at joint 12.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
8)Graphical purlin representation does not depict the sizeor the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
H02 Hip 2 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:LoEje7hWJenH9cegP7nzjmzQQG7-hKAtVgI_0n9_FEc1k5VODU1SwBVANiqMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4 =2x4
=4x4 =5x6
=3x4
=8x8
=3x6
=5x6
=3x8
=5x6
=4x4 =2x4
=3x4
13 12 1127 10 9
1 8
2 7
20 26
2521
63
22 24
4 23 5
T1
T2
T1
B1 B1
W4 W5 W4
W3 W2
W1W1
W2 W3
1-02-12
1-02-12
1-02-12
28-00-00
3-09-15
26-09-04
3-09-15
5-00-11
4-11-05
10-00-00
4-11-05
22-11-05
8-00-00
18-00-00
2-12
27-00-00
2-12
1-02-12
1-00-00
28-00-00
1-00-00
1-00-00
8-03-08
18-01-12
8-07-08
26-09-04
8-07-08
9-10-049-08-046-142-009-06-049-06-042-009-08-04Scale = 1:71.5
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)-0.19 10-12 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.25 10-12 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.05 9 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 142 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* 4-5:2x6 SPF 2100F1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or3-2-15 oc purlins, except2-0-0 oc purlins (6-0-0 max.): 4-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 4-10, 6-9, 3-13
REACTIONS (size)9=5-08, (min. 3-05), 13=5-08, (min.
3-05)
Max Horiz 13=181 (LC 10)
Max Uplift 9=-61 (LC 12), 13=-61 (LC 11)
Max Grav 9=2103 (LC 29), 13=2103 (LC 29)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 2-20=-291/47, 3-22=-1675/179,
4-22=-1376/210, 4-23=-1020/209,
5-23=-1020/209, 5-24=-1377/210,
6-24=-1675/179, 7-26=-290/47
BOT CHORD 12-13=-133/1226, 11-12=-75/1020,11-27=-75/1020, 10-27=-75/1020,9-10=-37/1226
WEBS 4-12=-30/463, 5-10=-11/399, 6-10=-277/208,6-9=-1845/150, 7-9=-442/134,2-13=-441/135, 3-13=-1844/150,3-12=-278/214
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
5-9-1, Exterior (2) 5-9-1 to 22-2-15, Interior (1) 22-2-15
to 25-0-0, Exterior (2) 25-0-0 to 28-0-0 zone; cantilever
left and right exposed ; end vertical left and rightexposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for thisdesign.
4)Provide adequate drainage to prevent water ponding.
5)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 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 61 lb uplift at joint
9 and 61 lb uplift at joint 13.
7)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
8)Graphical purlin representation does not depict the sizeor the orientation of the purlin along the top and/orbottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
H03 Hip 2 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:OK?FyCrbo7zDlsHDJQWYu?zQQHD-hKAtVgI_0n9_FEc1k5VODU1U8BVyNj7Mb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4 =2x4
=4x4 =5x6 =4x10
=3x8 =MT18HS 5x12
=3x6
=5x6
=3x4
=4x10
=5x6
=4x4 =2x4
=3x4
15 32 33 14 34 13 3512 36 37 11
1 10
22 3129
3023
3 82924
2825
74
272656
T2
T1
T3
T2
T1
B1 B1
W1
W2 W8
W1
W4 W5
W3
W6
W7
1-02-12
1-02-12
1-02-12
28-00-00
4-00-00
16-00-00
4-10-00
6-00-12
4-10-00
26-09-04
5-11-04
21-11-04
5-11-04
12-00-00
2-12
27-00-00
2-12
1-02-12
1-00-00
1-00-00
1-00-00
28-00-00
8-04-06
18-01-05
8-06-03
9-08-15
8-07-15
26-09-0411-06-026-142-0011-04-0211-04-022-0011-06-02Scale = 1:79.2
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL)-0.18 12-14 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.73 Vert(CT)-0.26 12-14 >999 180 MT18HS 197/144
TCDL 10.0 Rep Stress Incr YES WB 0.53 Horz(CT)0.06 11 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 147 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E *Except* 5-6:2x4 SPFNo.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or4-3-8 oc purlins, except2-0-0 oc purlins (5-1-1 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-15, 8-11, 6-14
REACTIONS (size)11=5-08, (min. 3-09), 15=5-08,
(min. 3-09)
Max Horiz 15=217 (LC 8)
Max Uplift 11=-68 (LC 12), 15=-68 (LC 11)
Max Grav 11=2288 (LC 29), 15=2288 (LC 29)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 2-23=-475/80, 3-24=-2003/191,
24-25=-1964/203, 4-25=-1682/210,
4-26=-1616/214, 5-26=-1401/231,
5-6=-1096/221, 6-27=-1391/229,
7-27=-1605/212, 7-28=-1672/208,28-29=-1954/201, 8-29=-1992/189,9-30=-479/78
BOT CHORD 15-32=-121/1470, 32-33=-121/1470,14-33=-121/1470, 14-34=-9/1096,13-34=-9/1096, 13-35=-9/1096,12-35=-9/1096, 12-36=-21/1470,36-37=-21/1470, 11-37=-21/1470
WEBS 2-15=-570/171, 3-15=-2002/103,
8-11=-1997/106, 9-11=-568/172,
5-14=-64/616, 3-14=-464/218, 6-12=-93/668,
8-12=-464/217
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
7-9-1, Exterior (2) 7-9-1 to 20-2-15, Interior (1) 20-2-15
to 25-0-0, Exterior (2) 25-0-0 to 28-0-0 zone; cantilever
left and right exposed ; 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)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for thisdesign.
4)Provide adequate drainage to prevent water ponding.
5)All plates are MT20 plates unless otherwise indicated.
6)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 68 lb uplift at joint
15 and 68 lb uplift at joint 11.
8)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
9)Graphical purlin representation does not depict the sizeor the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
H04 Hip 2 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:0n95AAmfZOGD3y3nX3XNgezQQQM-hKAtVgI_0n9_FEc1k5VODU1VlBT3NgYMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4
=2x4 =3x6
=8x8 =4x6 =3x4
=3x4
=3x4
=2x4
=3x8
=4x6
=3x4
=3x4 =4x6
=8x8
=3x6
=2x4
=3x4HJC26JL26JL26JL26JL26
JL26 JL26
JL26 JL26 JL26 HJC26
18 17 27 28 16 29 30 15 14 31 32 13 33 34 12 11
101
92
4 5 6 7 2625 83
T1
T2 T3
T1
B1 B2
W3 W4 W5 W4 W5 W4 W5 W4 W3
W2W1 W2 W1
1-02-12
1-02-12
1-02-12
28-00-00
2-09-04
26-09-04
2-09-04
4-00-00
4-11-02
8-11-02
4-11-02
24-00-00
5-00-14
14-00-00
5-00-14
19-00-14
2-12
27-00-00
2-12
1-02-12
1-00-00
1-00-00
1-00-00
28-00-00
2-07-08
3-10-04
2-07-08
26-09-04
5-00-14
24-01-12
5-00-14
14-00-00
5-00-14
8-11-02
5-00-14
19-00-144-02-106-142-004-00-104-00-102-004-02-10Scale = 1:51.9
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.14 15 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.56 Vert(CT)-0.18 15-16 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.47 Horz(CT)0.05 11 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 279 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins, except
2-0-0 oc purlins (5-7-6 max.): 3-8.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)11=5-08, (min. 2-03), 18=5-08,
(min. 2-03)
Max Horiz 18=-71 (LC 5)
Max Uplift 11=-737 (LC 5), 18=-737 (LC 6)
Max Grav 11=2810 (LC 26), 18=2810 (LC 26)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-2636/760, 3-25=-1926/570,4-25=-1930/570, 4-5=-4493/1163,
5-6=-4493/1163, 6-7=-4493/1163,
7-26=-1930/570, 8-26=-1926/570,
8-9=-2636/760
BOT CHORD 17-27=-1172/4493, 27-28=-1172/4493,
16-28=-1172/4493, 16-29=-1357/5314,
29-30=-1357/5314, 15-30=-1357/5314,14-15=-1357/5314, 14-31=-1357/5314,31-32=-1357/5314, 13-32=-1357/5314,13-33=-1149/4493, 33-34=-1149/4493,12-34=-1149/4493
WEBS 3-17=-443/1292, 4-17=-3168/762,4-16=-329/964, 6-16=-1015/257,6-15=-180/446, 6-13=-1015/256,7-13=-329/964, 7-12=-3168/762,
8-12=-443/1292, 2-17=-583/2094,
2-18=-2504/706, 9-12=-585/2094,
9-11=-2504/704
NOTES
1)2-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 9-00 oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 9-00 oc.
Web connected as follows: 2x4 - 1 row at 9-00 oc.
2)All loads are considered equally applied to all plies,except if noted as front (F) or back (B) face in the LOADCASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left andright exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for thisdesign.
6)Provide adequate drainage to prevent water ponding.
7)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members.8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 737 lb uplift at
joint 18 and 737 lb uplift at joint 11.
9)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/orbottom chord.
11)Use USP HJC26 (With 16-16d nails into Girder & 10d
nails into Truss) or equivalent spaced at 19-11-4 oc max.
starting at 4-0-6 from the left end to 23-11-10 to connect
truss(es) to back face of bottom chord.
12)Use USP JL26 (With 6-10d nails into Girder & 4-10d x1-1/2 nails into Truss) or equivalent spaced at 2-0-0 ocmax. starting at 6-0-12 from the left end to 21-11-4 to
connect truss(es) to back face of bottom chord.
13)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=1.15
Uniform Loads (lb/ft)
Vert: 1-3=-90, 3-8=-90, 8-10=-90, 19-22=-20
Concentrated Loads (lb)
Vert: 17=-245 (B), 15=-103 (B), 12=-245 (B),27=-103 (B), 28=-103 (B), 29=-103 (B), 30=-103 (B),31=-103 (B), 32=-103 (B), 33=-103 (B), 34=-103 (B)
Job Truss Truss Type Qty Ply
H05 Hip Girder 2 221020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:U4vcKykyClPgmBKvcLnqOhzQQCC-hKAtVgI_0n9_FEc1k5VODU1Y5BWjNhTMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4
=2x4 =3x6
=2x4
4
3
1
2
T1 W2
B1
W1
1-10-15
2-12
1-02-12
8-03
1-10-15
1-00-00
1-00-002-03-136-142-03-13Scale = 1:42.9
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)0.00 3-4 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)0.00 3-4 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 3 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight: 9 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
1-10-15 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS (size)3= Mechanical, (min. 1-08),4=5-08, (min. 1-08)
Max Horiz 4=54 (LC 10)
Max Uplift 3=-147 (LC 21), 4=-31 (LC 7)
Max Grav 3=52 (LC 7), 4=298 (LC 21)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) zone; cantilever left and right
exposed ; 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)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for thisdesign.
4)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
5)Refer to girder(s) for truss to truss connections.6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 147 lb uplift at
joint 3 and 31 lb uplift at joint 4.
7)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
J01 Jack-Closed 8 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:32PCwQj42fIZ7bv3xITzfHzQQRj-hKAtVgI_0n9_FEc1k5VODU1fNBdXNoXMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4
=2x4 =3x6
=3x4 =2x4
5
4
1
2
9
3
T1 W3
B1
W2W1
1-02-12
1-02-12
2-09-04
4-00-00
2-12
1-02-12
1-00-00
1-00-00
2-09-04
4-00-004-02-106-144-02-10Scale = 1:47.6
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)0.00 4-5 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.03 Vert(CT)0.00 4-5 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 4 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight: 19 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS (size)4= Mechanical, (min. 1-08),5=5-08, (min. 1-08)
Max Horiz 5=112 (LC 10)
Max Uplift 4=-79 (LC 8), 5=-10 (LC 7)
Max Grav 4=144 (LC 23), 5=313 (LC 17)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
WEBS 2-5=-261/123
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members.
5)Refer to girder(s) for truss to truss connections.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 79 lb uplift at joint
4 and 10 lb uplift at joint 5.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
J02 Jack-Closed 22 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
ID:ewgD9mGtmHepBvayH0IIfUzQQSI-hKAtVgI_0n9_FEc1k5VODU1eGBe2NoMMb4sJX0zQQ2R
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
10.9412
=3x4 =2x4
=3x4 =4x6
=3x4 =4x10
=3x8 =5x6
=4x10
=3x4
=4x6
=3x4 =2x4
=3x4
14 25 26 13 27 12 28 11 29 30 10
1 9
2 8
21 24
73
642223
5
T2
T1
T2
T1
B1 B1
W4W4
W3 W2
W1W1
W2 W3
18
-11-05
1-07-001-02-12
1-02-12
1-02-12
28-00-00
5-10-00
26-09-04
5-10-00
7-00-12
6-11-04
14-00-00
6-11-04
20-11-04
2-12
27-00-00
2-12
1-02-12
1-00-00
1-00-00
1-00-00
28-00-00
8-06-03
18-03-01
8-06-03
9-08-15
8-06-03
26-09-046-1413-04-0126-00-00
Scale = 1:88.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-0.17 11-13 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.69 Vert(CT)-0.26 11-13 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(CT)0.04 10 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 144 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
3-10-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
WEBS 1 Row at midpt 7-10, 3-14
REACTIONS (size)10=5-08, (min. 2-07), 14=5-08,
(min. 2-07)
Max Horiz 14=256 (LC 8)
Max Uplift 10=-71 (LC 12), 14=-71 (LC 11)
Max Grav 10=1540 (LC 1), 14=1540 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-21=-419/117, 3-4=-1394/225,4-22=-1206/229, 5-22=-1193/250,
5-23=-1193/250, 6-23=-1206/229,
6-7=-1394/225, 8-24=-419/117
BOT CHORD 14-25=-133/1139, 25-26=-133/1139,
13-26=-133/1139, 13-27=-6/789,
12-27=-6/789, 12-28=-6/789, 11-28=-6/789,
11-29=-20/1012, 29-30=-20/1012,
10-30=-20/1012
WEBS 5-11=-174/680, 5-13=-174/680,
7-11=-406/274, 7-10=-1261/54,
8-10=-411/218, 2-14=-411/218,
3-14=-1261/54, 3-13=-406/274
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to11-0-0, Exterior (2) 11-0-0 to 17-0-0, Interior (1) 17-0-0to 25-0-0, Exterior (2) 25-0-0 to 28-0-0 zone; cantileverleft and right exposed ; 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)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for thisdesign.
4)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
5)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 71 lb uplift at joint10 and 71 lb uplift at joint 14.
6)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply
T01 Common 3 121020162B Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.43 S Jan 4 2021 Print: 8.430 S Jan 4 2021 MiTek Industries, Inc. Thu Apr 15 17:30:11 Page: 1
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