23 Ford Crossing - UFP Lot 4 Meadow Run_Roof truss_CONTRACTOROVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-03
24 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 1 1
QUOTE
LAYOUT
CUTTING
AEL
AEL
DATEBY
S
H
I
P
T
O
24 West St
Hatfield, MA 01038
R.K. Miles-Hatfield
S
O
L
D
T
O (413) 247-8300
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
/ /
/ /ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWRKMI
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
20032523B
Brian Tetreault
Massachusetts /
/ /
Andy Clogston
( ) -
PAGE 1
SPECIAL INSTRUCTIONS:
*3/19/20 plans.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Clausing / Meadow Run Lot #4
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE04/01/20
23 Ford Crossing
Northampton, MA 01062
Clausing / Meadow Run Lot
Andy Clogston
04/01/20
04/01/20
/ /
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 BOT
ID
TOTAL
PRICEPRICE
UNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
65.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
65.0,10.0,0.0,10.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
G01
1
7.00 0.00 25-06-00
G01 NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
2 X 6 2 X 8
COMMON
3 Ply 25-06-00
M01 7.00 0.00 13-08-08 2 X 6 2 X 4
MONOPITCH
8 13-08-08
M01GE 7.00 0.00 13-08-08 00-10-082 X 4 2 X 4
MONOPITCH
1 13-08-08
PB01 7.00 0.00 09-04-09 2 X 4 2 X 4
PIGGYBACK
2 09-04-09
PB02 7.00 0.00 09-04-09 2 X 4 2 X 4
PIGGYBACK
16 09-04-09
T01 7.00 0.00 46-06-00
T01 NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-082 X 6 2 X 6
PIGGYBACK
4 46-06-00
T01A 7.00 0.00 46-06-00 2 X 6 2 X 6
PIGGYBACK
4 46-06-00
T01GE 7.00 0.00 26-06-00
T01GE NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-08 00-10-082 X 6 2 X 4
COMMON
1 26-06-00
T01SGE 7.00 0.00 46-06-00
T01SGE NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-082 X 6 2 X 6
PIGGYBACK
1 46-06-00
T02 7.00 0.00 32-09-04 2 X 6 2 X 4
PIGGYBACK
5 13-08-1246-06-00
T03 7.00 0.00 32-09-04 00-10-082 X 6 2 X 4
PIGGYBACK
3 13-08-1246-06-00
T03GE 7.00 0.00 32-09-04 00-10-082 X 6 2 X 4
PIGGYBACK
1 13-08-1246-06-00
T04 7.00 0.00 22-00-00
T04 NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-08 00-10-082 X 4 2 X 4
COMMON
7 22-00-00
T04GE 7.00 0.00 22-00-00
T04GE NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-08 00-10-082 X 4 2 X 4
COMMON
1 22-00-00
OVERHANG INFO HEEL HEIGHT
GABLE STUDS
00-04-03
24 IN. OC
END CUT RETURN
PLUMB NO
REQ. ENGINEERING
JOBSITE
REQ. LAYOUTS
JOBSITE 1 1
QUOTE
LAYOUT
CUTTING
AEL
AEL
DATEBY
S
H
I
P
T
O
24 West St
Hatfield, MA 01038
R.K. Miles-Hatfield
S
O
L
D
T
O (413) 247-8300
SALES REP
ORDER DATE
REQ. QUOTE DATE
DELIVERY DATE
/ /
/ /
/ /ORDER #
QUOTE #
TERMS
SALES AREA
CUSTOMER PO #
CUSTOMER ACCT #
INVOICE #
LMCWRKMI
ORDERED BY
SUPERINTENDENT
JOBSITE PHONE #
DATE OF INVOICE
20032523B
Brian Tetreault
Massachusetts /
/ /
Andy Clogston
( ) -
PAGE 2
SPECIAL INSTRUCTIONS:
*3/19/20 plans.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:
Clausing / Meadow Run Lot #4
BUILDING DEPARTMENT
Roof Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE04/01/20
23 Ford Crossing
Northampton, MA 01062
Clausing / Meadow Run Lot
Andy Clogston
04/01/20
04/01/20
/ /
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 BOT
ID
TOTAL
PRICEPRICE
UNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
65.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
65.0,10.0,0.0,10.0
STRESS INCR.
INFORMATION
PLY LEFT RIGHT
STUBO/ABASE
SPAN
T05 7.00 0.00 25-06-00
T05 NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-08 00-10-082 X 4 2 X 4
COMMON
2 25-06-00
T05GE 7.00 0.00 25-06-00
T05GE NOTES: Engineering Notes:
Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
00-10-08 00-10-082 X 4 2 X 4
COMMON
1 25-06-00
V01 7.00 0.00 21-08-11 2 X 4 2 X 4
VALLEY
1 21-08-11
V02 7.00 0.00 17-08-11 2 X 4 2 X 4
VALLEY
1 17-08-11
V03 7.00 0.00 13-08-11 2 X 4 2 X 4
VALLEY
1 13-08-11
V04 7.00 0.00 09-08-11 2 X 4 2 X 4
VALLEY
1 09-08-11
V05 7.00 0.00 05-08-11 2 X 4 2 X 4
VALLEY
1 05-08-11
ROOF SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICE
UNIT TOTAL
PRICE
ITEMS
24-00-001.75" x 11.875" 2.0E PWLVLEWP 221 2
18-00-001.75" x 18" 2.0E PWLVLEWP 221 2
HUS26Hanger 20
ITEMS SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
DISCOUNT -4.72%
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
ProductsPlotID Length Product Plies Net Qty Fab TypeB1-2 24' 0" 1.75" x 11.875" 2.0E PWLVL 2 2 MFDB2-2 18' 0" 1.75" x 18" 2.0E PWLVL 2 2 MFDTruss Connector Total ListManuf Product QtyUSP HUS26 12USP HUS26* 8Stick frame by othersPost directly tounderside of G01each end. 5"bearing surfacerequired typ.Field apply nailerto carry sheathingat ridge transitiontyp.BBOBBOBBOB2-2B1-2T01SGET04GET05GET05T05G01T01GEM01GET03GEV01V02V03V04V05PB01PB01HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26T01(4)T04(7)PB02(16)T02(5)T03(3)M01(8)T01A(4)52' 0" 24' 6"22' 0" 5' 6"52' 0" 36' 0" 16' 0" 52' 0" 25' 6"2' 6"22' 0" 50' 0" 2' 0" 26' 6"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 10 1/2"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 1 1/2"11' 0" 14' 0" 11' 0" 10 1/4"12' 6 1/4"13' 7"25' 6"21' 4"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 16' 1"10 1/4"16' 0" Roof Area 2889.91 ft²Sheathing Count 99 sheetsOverhang Lines 93.88 ftRaked Lines 172.35 ftRidge Lines 74.62 ftHip Lines 0 ftValley Lines 41.69 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 UFPElkin-Arts & Crafts CottageRoof FramingLot-4 Meadow Run Northampton, MA04/01/2020 By: AELFor Pricing20032523BThe following information is anapproximate and NOT guaranteedPossible wall plate crushing issues.See individual truss drawings for details.Left 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
712
=10x12 =2x4
=8x8
=5x6
=12x12 =MT18HS 5x12
=6x8
=12x12
=3x8
=8x8 =2x4
=8x12
19 20 12 21 22 11 2324 10 9 25 26 8 27 28
1 7
62
3 5
4
T1 T1
B1 B2
W4
W3 W2
W1
W4
W3W2
W1
HW1 HW2
4-01-13
8-07-03
4-01-13
21-00-11
4-05-05
4-05-05
4-01-13
12-09-00
4-01-13
16-10-13
4-05-05
25-06-00
4-11-13
15-02-14
4-11-13
10-03-02
4-11-13
20-02-11
5-03-05
25-06-00
5-03-05
5-03-05
1-00-008-05-04Scale = 1:62.9
Plate Offsets (X, Y):[7:1-02,1-14], [8:4-00,4-12], [9:6-00,6-04], [12:4-00,5-08]
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)-0.19 11-12 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.32 11-12 >971 180 MT18HS 197/144
TCDL 15.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.09 7 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.08 11-12 >999 360
BCDL 10.0 Weight: 558 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x8 SP 2400F 2.0E
WEBS 2x4 SPF No.2
WEDGE Left: 2x6 SPF No.2
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=15467/4-08, (min. 4-04), 7=14913/4-08, (min. 4-02)
Max Horiz 1=-182 (LC 23)
Max Uplift 1=-1173 (LC 10), 7=-1104 (LC 11)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-22679/1724, 2-3=-22298/1758, 3-4=-18831/1512, 4-5=-18490/1479, 5-6=-21081/1637, 6-7=-21444/1600
BOT CHORD 1-19=-1500/19093, 19-20=-1500/19093, 12-20=-1500/19093, 12-21=-1280/17010, 21-22=-1280/17010,
11-22=-1280/17010, 11-23=-928/13185, 23-24=-928/13185, 10-24=-928/13185, 9-10=-928/13185, 9-25=-1175/16545,
25-26=-1175/16545, 8-26=-1175/16545, 8-27=-1306/18053, 27-28=-1306/18053, 7-28=-1306/18053
WEBS 4-9=-742/9123, 5-9=-2257/283, 5-8=-278/3280, 6-8=-300/831, 4-11=-836/10097, 3-11=-2844/342, 3-12=-393/4428,
2-12=-302/912
NOTES (12)
1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 6-00 oc.
Bottom chords connected as follows: 2x8 - 4 rows staggered at 5-00 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 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 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.33
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for this design.
6)All plates are MT20 plates unless otherwise indicated.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 1 and 1104 lb
uplift at joint 7.
10)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.
11)Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12
from the left end to 24-0-12 to connect truss(es) T01 (1 ply 2x6 SPF), T01A (1 ply 2x6 SPF), T02 (1 ply 2x4 SPF) to back face of
bottom chord.
12)Fill all nail holes where hanger is in contact with lumber.
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
G01 1 320032523BCommon Girder Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAyXNqycNHp?48cAXzV5QW
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.
Continued on page 2
13)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-4=-100, 4-7=-100, 13-16=-20
Concentrated Loads (lb)
Vert: 10=-2447 (B), 8=-1938 (B), 11=-2447 (B), 19=-2445 (B), 20=-2445 (B), 21=-2445 (B), 22=-2445 (B), 24=-2447
(B), 25=-2447 (B), 26=-1938 (B), 27=-1938 (B), 28=-1938 (B)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
G01 1 320032523BCommon Girder Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAyXNqycNHp?48cAXzV5QW
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.
712
=3x8
=3x4
=1.5x3
=3x4
=4x6
=3x4
=4x10
=3x4
=3x4
7
6
1
8
13
2
3
4
5
T2
T1
W3
B1
W1 W2
BL1
HW1
6-10-04
13-08-08
6-10-04
6-10-04
3-08
13-08-08
6-06-12
13-05-00
6-10-04
6-10-048-11-151-00-00 7-05-151-06-00Scale = 1:64.8
Plate Offsets (X, Y):[1:5-10,Edge], [3:1-12,1-08], [5:3-00,Edge]
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 0.41 Vert(LL)-0.06 6-7 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.39 Vert(CT)-0.12 6-7 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.08 13 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP Wind(LL)0.02 7-11 >999 360
BCDL 10.0 Weight: 78 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 -- 1-11-12
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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)1=813/3-08, (min. 1-08), 13=779/3-08, (min. 1-08)
Max Horiz 1=258 (LC 12)
Max Uplift 1=-5 (LC 12), 13=-171 (LC 12)
Max Grav 1=850 (LC 18), 13=927 (LC 18)
3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-467/73, 2-3=-752/24, 3-4=-279/0, 6-13=-167/573, 5-13=-167/573
BOT CHORD 1-7=-354/778, 6-7=-287/778
WEBS 3-7=0/295, 3-6=-898/335, 5-13=-929/292
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
6)Bearing at joint(s) 13 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 5 lb uplift at joint 1 and 171 lb uplift
at joint 13.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
M01 8 120032523BMonopitch Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA0eNuDcKxp?48cAXzV5QW
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.
712
=MT20HS 3x10
=6x6
=3x4
=2x4
=3x6
=3x4
=3x4
17 16 15 14 13 12
11
1
2
18
23
3
4
5
6
24
7
8 9
10
T2
T1
W1
B1
ST6
ST5
ST4
ST3
ST2
ST1
BL1
HW1 1-06-0010-08
-10-08
13-08-08
13-08-08
3-08
13-08-08
13-05-00
13-05-008-11-151-00-00 7-05-151-06-00Scale = 1:63.6
Plate Offsets (X, Y):[2:2-08,0-02], [3:3-00,2-04], [10:3-00,Edge]
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 16-17 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.03 Vert(CT)0.00 16-17 >999 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT)0.00 2 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR Wind(LL)0.00 21 >999 360
BCDL 10.0 Weight: 88 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x8 SP No.1 -- 1-11-15
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 13-05-00. except 23=3-04
(lb) -Max Horiz 2=271 (LC 12), 19=271 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 12, 13, 14, 15, 16, 19, 23
except 17=-156 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 11, 14, 15, 16, 19, 23
except 12=295 (LC 19), 13=326 (LC 19), 17=255 (LC 22)
4 4FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-335/284, 4-5=-271/231
WEBS 9-12=-259/93, 7-13=-284/109, 3-17=-268/229
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)All plates are MT20 plates unless otherwise indicated.
7)All plates are 1.5x3 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
11)Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 13, 14,
15, 16, 2, 23 except (jt=lb) 17=155.
13)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 Elkin- 4 Meadow Run Northampton, MA
M01GE 1 120032523BMonopitch Supported Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA42N_vcVAp?48cAXzV5QW
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.
712
=2x4
=4x4
=1.5x3 =2x4
1 5
2
6
4
87
3
T1 T1
B1
ST1
9-12
9-12
9-12
11-00-00
4-08-04
5-06-00
4-08-04
10-02-04
9-04-093-02-124-05
1-10-1-103-01-023-01-02Scale = 1:32.7
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 0.62 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.19 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.00 4 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-P
BCDL 10.0 Weight: 28 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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)2=358/9-04-09, (min. 1-15), 4=358/9-04-09, (min. 1-15),
6=516/9-04-09, (min. 1-15)
Max Horiz 2=75 (LC 11)
Max Uplift 2=-52 (LC 12), 4=-59 (LC 13)
Max Grav 2=359 (LC 19), 4=359 (LC 20), 6=516 (LC 1)
5 5FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-6=-399/120
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 4-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 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 52 lb uplift at joint 2 and 59 lb uplift
at joint 4.
11)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.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified
building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
PB01 2 120032523BPiggyback Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAzLNyQcY6p?48cAXzV5QW
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.
712
=2x4
=4x4
=1.5x3
=2x4
51
2
6
4
7 8
3
T1 T1
B1
ST1
9-12
-9-12
9-12
10-02-04
4-08-04
4-08-04
4-08-04
9-04-09
9-04-093-02-124-053-01-02Scale = 1:34.1
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 0.62 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.19 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.00 4 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-P
BCDL 10.0 Weight: 28 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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)2=358/9-04-09, (min. 1-15), 4=358/9-04-09, (min. 1-15),
6=516/9-04-09, (min. 1-15)
Max Horiz 2=-75 (LC 10)
Max Uplift 2=-52 (LC 12), 4=-59 (LC 13)
Max Grav 2=359 (LC 19), 4=359 (LC 20), 6=516 (LC 1)
6 6FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-6=-399/120
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 4-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 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 52 lb uplift at joint 2 and 59 lb uplift
at joint 4.
11)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.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified
building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
PB02 16 120032523BPiggyback Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAzLNyQcY6p?48cAXzV5QW
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.
712
=6x8
=4x6 =2x4
=4x8
=4x4 =5x6
=6x10
=5x8 =2x4 =6x6
=MT18HS 5x12 =4x4
=5x6
=2x4
=4x4
=5x8
12
29 30 18 31 17 32 16 33 15 3414 13 35 36
111
2 10
3 9
4 8
27 28
5 6 7
T2
T1
T3
T4
T5
B1 B3B2
W1
W2 W3 W4 W3 W2
W1
HW1 HW1
3-07
28-09-07
3-07
18-00-00
10-08
47-04-08
5-03-00
23-03-00
5-03-00
28-06-00
9-00-01
9-00-01
8-08-09
17-08-09
8-08-09
37-05-15
9-00-01
46-06-00
1-07-11
34-07-07
9-08-12
32-11-12
11-04-07
23-03-00
11-10-09
11-10-09
11-10-09
46-06-0011-04-081-00-0011-04-00Scale = 1:83.1
Plate Offsets (X, Y):[7:3-00,4-00]
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 0.96 Vert(LL)-0.31 16-18 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.51 16-18 >779 180 MT18HS 197/144
TCDL 15.0 Rep Stress Incr NO WB 0.73 Horz(CT)0.09 11 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.10 16-18 >999 360
BCDL 10.0 Weight: 263 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2 *Except* T2:2x6 SPF 2100F 1.8E
BOT CHORD 2x6 SPF No.2 *Except* B3:2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2
SLIDER Left 2x4 SPF No.2 -- 1-11-12, Right 2x4 SPF No.2 -- 1-11-12
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins,
except
2-0-0 oc purlins (4-7-6 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing.
WEBS 1 Row at midpt 5-16, 6-16, 7-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)1=2465/ Mechanical, (min. 1-08), 11=2087/3-08, (min. 2-10),
14=1115/3-08, (min. 1-08)
Max Horiz 1=-262 (LC 10)
Max Uplift 1=-177 (LC 12), 11=-182 (LC 13), 14=-26 (LC 12)
Max Grav 1=2465 (LC 1), 11=2087 (LC 1), 14=1189 (LC 2)
7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1601/132, 2-3=-3786/891, 3-4=-3441/923, 4-27=-3205/933, 5-27=-3076/953, 5-6=-2301/768, 6-7=-2301/768,
7-28=-2093/773, 8-28=-2243/754, 8-9=-2491/733, 9-10=-2833/710, 10-11=-1476/136
BOT CHORD 1-29=-592/3209, 29-30=-592/3209, 18-30=-592/3209, 18-31=-281/2294, 17-31=-281/2294, 17-32=-281/2294,
16-32=-281/2294, 16-33=-227/2011, 15-33=-227/2011, 15-34=-227/2011, 14-34=-227/2011, 13-14=-227/2011,
13-35=-443/2316, 35-36=-443/2316, 11-36=-443/2316
WEBS 3-18=-729/394, 5-18=-270/1215, 5-16=-250/427, 6-16=-557/185, 7-16=-150/1002, 7-13=-380/238, 9-13=-815/412
NOTES (13)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =24-1-8
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 35.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8)Refer to girder(s) for truss to truss connections.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 1, 182 lb uplift at
joint 11 and 26 lb uplift at joint 14.
10)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.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12)The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope
of 7.000 on the left and -7.000 on the right.
13)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T01 4 120032523BPiggyback Base Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAu5NmccOop?48cAXzV5QW
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.
712
=6x8
=4x6 =2x4
=4x8
=4x4 =5x6
=6x6
=5x8 =2x4 =6x6
=MT18HS 5x12 =4x4
=5x6
=2x4
=4x4
=5x8
28 29 17 30 16 31 15 32 14 3313 12 34 35
111
2 10
3 9
4 8
2726
5 6 7
T2
T1
T3
T4
T1
B3B2B1
W1
W2 W3 W4 W3 W2
W1
HW1 HW1
3-07
28-09-07
3-07
18-00-00
5-03-00
23-03-00
5-03-00
28-06-00
9-00-01
9-00-01
8-08-09
17-08-09
8-08-09
37-05-15
9-00-01
46-06-00
1-07-11
34-07-07
9-08-12
32-11-12
11-04-07
23-03-00
11-10-09
11-10-09
11-10-09
46-06-00
1-00-0011-04-00Scale = 1:79.3
Plate Offsets (X, Y):[5:3-00,4-00], [7:3-00,4-00]
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 0.96 Vert(LL)-0.31 15-17 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.51 15-17 >779 180 MT18HS 197/144
TCDL 15.0 Rep Stress Incr NO WB 0.73 Horz(CT)0.09 11 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.10 15-17 >999 360
BCDL 10.0 Weight: 262 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2 *Except* T2:2x6 SPF 2100F 1.8E
BOT CHORD 2x6 SPF No.2 *Except* B3:2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2
SLIDER Left 2x4 SPF No.2 -- 1-11-12, Right 2x4 SPF No.2 -- 1-11-12
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (4-7-8 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing.
WEBS 1 Row at midpt 5-15, 6-15, 7-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)1=2467/ Mechanical, (min. 1-08), 11=2003/3-08, (min. 2-09),
13=1109/3-08, (min. 1-08)
Max Horiz 1=254 (LC 11)
Max Uplift 1=-177 (LC 12), 11=-167 (LC 13), 13=-26 (LC 12)
Max Grav 1=2467 (LC 1), 11=2003 (LC 1), 13=1184 (LC 2)
8 8FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1602/132, 2-3=-3791/891, 3-4=-3445/923, 4-26=-3209/933, 5-26=-3074/953, 5-6=-2307/768, 6-7=-2307/768,
7-27=-2107/774, 8-27=-2257/754, 8-9=-2505/734, 9-10=-2847/711, 10-11=-1511/151
BOT CHORD 1-28=-628/3206, 28-29=-628/3206, 17-29=-628/3206, 17-30=-316/2296, 16-30=-316/2296, 16-31=-316/2296,
15-31=-316/2296, 15-32=-262/2018, 14-32=-262/2018, 14-33=-262/2018, 13-33=-262/2018, 12-13=-262/2018,
12-34=-479/2329, 34-35=-479/2329, 11-35=-479/2329
WEBS 3-17=-729/394, 5-17=-270/1215, 5-15=-243/430, 6-15=-557/185, 7-15=-150/994, 7-12=-370/241, 9-12=-818/413
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =23-3-0
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 11, 177 lb uplift at
joint 1 and 26 lb uplift at joint 13.
9)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.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11)The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope
of 7.000 on the left and -7.000 on the right.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T01A 4 120032523BPiggyback Base Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAu4NmacOop?48cAXzV5QW
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.
712
=3x6
=4x4
=4x6
=5x6
=3x4
=4x6
=4x4
=3x6
2
31 30 29 28 27 26 25 24 23 22 21 20
18 191
173
164
155
146
3332137812
9 11
10
T2
T1
T2
T1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
HW1 HW1
10-08
27-04-08
10-08
-10-08
13-03-00
13-03-00
13-03-00
26-06-00
26-06-008-09-041-00-008-08-12Scale = 1:59.9
Plate Offsets (X, Y):[2:3-14,0-02], [8:2-11,Edge], [12:2-11,Edge], [18:3-14,0-02]
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 0.07 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.25 Horz(CT)0.00 18 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-S
BCDL 10.0 Weight: 157 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 -- 1-11-12, Right 2x6 SPF No.2 -- 1-11-12
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.
WEBS T-Brace:2x4 SPF No.2 - 10-26
Fasten (2X) T and I braces to narrow edge of web with 10d
(0.131"x3") nails, 6in o.c.,with 3in minimum end distance.
Brace must cover 90% of web length.REACTIONS All bearings 26-06-00.
(lb) -Max Horiz 2=-203 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 20, 21, 22, 23, 25, 27, 28,
29, 30 except 31=-109 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 21, 22, 26, 29, 30 except
2=315 (LC 23), 18=311 (LC 1), 20=356 (LC 23), 23=307 (LC
20), 25=330 (LC 20), 27=330 (LC 19), 28=307 (LC 19), 31=373
(LC 22)
9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-261/143, 9-10=-271/271, 10-11=-271/271
WEBS 9-27=-290/69, 7-28=-267/113, 4-31=-307/169, 11-25=-290/69, 13-23=-267/113, 16-20=-291/169
NOTES (15)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 1.5x3 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 27, 28, 29,
30, 25, 23, 22, 21, 20 except (jt=lb) 31=109.
12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2.
13)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.
14)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
15)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T01GE 1 120032523BCommon Supported Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5_N_PcWDp?48cAXzV5QW
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.
Continued on page 2
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T01GE 1 120032523BCommon Supported Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5_N_PcWDp?48cAXzV5QW
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.
712
=4x8
=4x4
=4x8
=4x6
=4x4 =4x8 =4x8
=4x6
=6x8
=4x8 =4x10
=4x10
=3x8
=4x8
=3x6
=3x8 =4x10
=6x6
=4x6
=3x8
=4x4
=4x6
=4x4
=5x6
13
29 2869 27 2670 2524 23 2221 20 19 18 17 71 16 7215 14 73 74
121
112
33 32
31
3 1030
94
8
67 68576
T2
T1
T3
T2
T4
B1B2B1
W1
W2 W3 W6 W3 W2
W1
W9
W8
W7
W5
W4
ST14
ST15
ST12
ST13
ST11
ST9
ST10
ST7
ST8
ST5
ST6
ST4ST3
ST2
ST1
ST14
ST12
ST16
ST17 ST18
HW1 HW1
3-07
18-00-00
3-07
28-09-07
10-08
47-04-08
4-02-01
32-11-08
5-03-00
23-03-00
5-03-00
28-06-00
4-06-07
37-05-15
9-00-01
9-00-01
8-08-09
17-08-09
9-00-01
46-06-00
8-15
20-01-12
1-07-11
34-07-07
3-01-04
23-03-00
7-06-03
19-04-13
9-08-12
32-11-12
11-10-09
46-06-00
11-10-09
11-10-0911-04-081-00-0011-04-00Scale = 1:89.2
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 0.72 Vert(LL)-0.16 14-61 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.88 Vert(CT)-0.31 14-61 >523 180
TCDL 15.0 Rep Stress Incr NO WB 0.97 Horz(CT)0.03 15 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.06 14-61 >999 360
BCDL 10.0 Weight: 377 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x4 SPF No.2 -- 1-11-12, Right 2x4 SPF No.2 -- 1-11-12
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins,
except
2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-24, 6-32, 7-31
JOINTS 1 Brace at Jt(s): 30, 31, 32, 33
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 20-03-08. except 12=3-08, 15=3-08, 18=3-08
(lb) -Max Horiz 1=-262 (LC 8), 63=-262 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 18, 28, 29, 63 except
12=-188 (LC 13), 19=-244 (LC 19), 24=-264 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 19, 20, 22, 23, 25, 26,
27, 28 except 1=526 (LC 19), 12=1755 (LC 20), 15=655 (LC 4),
18=657 (LC 20), 24=1956 (LC 1), 29=350 (LC 22), 63=526 (LC
19)
11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-309/438, 2-3=-629/188, 3-4=-288/211, 5-67=-140/251, 5-6=-900/450, 6-7=-903/451, 7-68=-1268/555,
8-68=-1486/544, 8-9=-1699/626, 9-10=-1899/606, 10-11=-2250/590, 11-12=-1002/0
BOT CHORD 1-29=-160/455, 28-29=-160/455, 28-69=-160/455, 27-69=-160/455, 26-27=-160/455, 26-70=-160/455, 25-70=-160/455,
24-25=-160/455, 23-24=-101/692, 22-23=-101/692, 21-22=-101/692, 20-21=-101/692, 19-20=-101/692, 18-19=-77/992,
17-18=-77/992, 17-71=-122/1366, 16-71=-122/1366, 16-72=-122/1366, 15-72=-122/1366, 14-15=-122/1366,
14-73=-330/1796, 73-74=-330/1796, 12-74=-330/1796
WEBS 3-24=-831/421, 5-24=-1384/235, 5-33=-84/820, 17-33=-85/826, 17-32=-610/210, 6-32=-616/211, 17-31=-289/206,
7-31=-303/198, 7-30=-137/492, 14-30=-137/492, 10-14=-605/305, 8-30=-393/190, 30-31=-388/187, 31-32=-402/190,
32-33=-414/192, 19-33=-421/194
NOTES (14)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =24-1-8
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 2x4 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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 28, 29, 18, 1
except (jt=lb) 12=188, 24=263, 19=243.
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T01SGE 1 120032523BPiggyback Base Structural Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAxnNnbcK3p?48cAXzV5QW
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.
Continued on page 2
11)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.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope
of 7.000 on the left and -7.000 on the right.
14)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T01SGE 1 120032523BPiggyback Base Structural Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAxnNnbcK3p?48cAXzV5QW
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.
712
=5x8
=4x4
=2x4
=3x4
=3x4
=4x6
=MT20HS 3x10
=4x8 =5x8 =3x4 =5x8
=6x8
=MT20HS 3x10
=6x6
=4x6152223141324251211
10
1
2
3
4
5 9
21
6 20 7 8
T2
T1
T3
T4
W7
B1 B3B2
W1
W2 W3
W4 W5 W5 W4
W6
HW1
5-06-07
23-03-00
5-06-07
28-09-07
5-09-11
11-10-14
6-01-03
6-01-03
5-09-11
17-08-09
3-11-13
32-09-04
3-10-01
32-09-04
8-06-13
17-06-13
9-00-01
9-00-01
11-04-06
28-11-03
1-00-00 9-00-0211-04-00Scale = 1:74
Plate Offsets (X, Y):[1:5-10,Edge], [6:4-01,2-08], [8:4-01,2-08], [10:Edge,3-08]
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 0.64 Vert(LL)-0.48 12-13 >817 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.85 Vert(CT)-0.78 12-13 >503 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.08 10 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.06 13-15 >999 360
BCDL 10.0 Weight: 203 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 -- 2-05-12
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-7-14 max.): 6-8.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 4-13, 7-12, 8-12, 9-10
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)1=1958/ Mechanical, (min. 1-08), 10=1958/ Mechanical, (min.
1-08)
Max Horiz 1=297 (LC 12)
Max Uplift 1=-128 (LC 12), 10=-122 (LC 12)
13 13FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-890/92, 2-3=-2861/581, 3-4=-2584/586, 4-5=-1893/471, 5-6=-1729/498, 6-20=-1483/485, 7-20=-1483/485,
7-8=-614/240, 8-21=-657/222, 9-21=-777/211, 9-10=-1963/483
BOT CHORD 1-15=-759/2365, 15-22=-594/2021, 22-23=-594/2021, 14-23=-594/2021, 13-14=-594/2021, 13-24=-321/1207,
24-25=-321/1207, 12-25=-321/1207
WEBS 3-15=-310/216, 4-15=-99/463, 4-13=-885/351, 6-13=-58/489, 7-13=-134/736, 7-12=-1291/399, 8-12=-345/129,
9-12=-343/1563
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =9-6-4
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 1 and 122 lb
uplift at joint 10.
9)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.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11)The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope
of 7.000 on the left and -7.000 on the right.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T02 5 120032523BPiggyback Base Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAy?Nn?cMCp?48cAXzV5QW
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.
712
=4x8
=4x4
=2x4
=3x4
=3x4
=4x6
=3x4
=4x4
=6x8
=3x4
=3x4 =5x8
=3x8
=3x6
=4x6
=2x42728172425161526141312
11
1 2
3
4
5 6
10
7 22 23 8 9
T2
T1
T3
T4
W9
B1 B3B2
W1
W2 W3
W4 W5 W6 W7 W4
W8
HW1
10-08
-10-08
5-04-11
23-01-04
5-08-03
28-09-07
5-09-11
11-10-14
5-09-11
17-08-09
6-01-03
6-01-03
3-11-13
32-09-04
3-10-01
32-09-04
3-10-15
21-05-12
7-05-07
28-11-03
8-06-13
17-06-13
9-00-01
9-00-0111-04-081-00-00 9-00-0211-04-00Scale = 1:76.1
Plate Offsets (X, Y):[2:5-02,0-02], [9:4-01,2-08]
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 0.36 Vert(LL)-0.19 15-17 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.60 Vert(CT)-0.31 15-17 >825 180
TCDL 15.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.03 14 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.02 15-17 >999 360
BCDL 10.0 Weight: 215 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 -- 1-11-12
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-15, 7-14, 8-14, 9-13, 10-11
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)2=1231/3-08, (min. 1-15), 11=391/ Mechanical, (min. 1-08),
14=2380/3-08, (min. 3-00)
Max Horiz 2=311 (LC 12)
Max Uplift 2=-71 (LC 12), 11=-83 (LC 8), 14=-209 (LC 12)
Max Grav 2=1241 (LC 19), 11=645 (LC 20), 14=2380 (LC 1)
14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-638/31, 3-4=-1497/227, 4-5=-1213/227, 5-6=-364/91, 7-22=0/304, 22-23=0/304, 8-23=0/304, 10-11=-624/105
BOT CHORD 2-17=-468/1232, 17-24=-270/744, 24-25=-270/744, 16-25=-270/744, 15-16=-270/744
WEBS 4-17=-442/254, 5-17=-125/641, 5-15=-955/356, 7-15=-216/985, 7-14=-1379/367, 8-14=-1053/298, 8-13=-61/450,
9-13=-540/140, 10-13=-47/409
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =9-4-4
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 35.0 psf on overhangs
non-concurrent with other live loads.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2, 209 lb uplift at
joint 14 and 83 lb uplift at joint 11.
9)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.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11)The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope
of 7.000 on the left and -7.000 on the right.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T03 3 120032523BPiggyback Base Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1SNrxcM?p?48cAXzV5QW
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.
712
=4x12
=5x6
=3x4 =3x4 =1.5x3
=3x4 =1.5x3
=4x6 =1.5x3
=3x4 =1.5x3
=5x8 =5x8
=4x8
=1.5x3
=1.5x3
=4x4
=1.5x3 =4x8
=1.5x3 =4x8 =5x8
=3x8
=3x4 =1.5x3
=1.5x3 =4x10
=4x6
30 46 47 29 28 27 26 25 24 23 22 21
20
1 2
37
3 36
38 32
4
40
31 3539
5 6
33
78 19918
34
10 1711121345141516
T2
T1
T3
T4
W7
B1 B3B2
W1
W2 W3
W4 W5 W5 W4
W6
ST1
ST11
ST12
ST9
ST10
ST8
ST6
ST7
ST5
ST4ST3ST2 ST13
ST14
HW1
10-08
-10-08
5-06-07
28-09-07
5-06-07
23-03-00
5-09-11
11-10-14
5-09-11
17-08-09
6-01-03
6-01-03
3-11-13
32-09-04
3-10-01
32-09-04
8-06-13
17-06-13
9-00-01
9-00-01
11-04-06
28-11-0311-04-081-00-00 9-00-0211-04-00Scale = 1:85.1
Plate Offsets (X, Y):[2:5-10,Edge], [8:1-14,Edge], [11:4-01,2-08], [17:4-01,2-08]
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 0.37 Vert(LL)-0.20 28-30 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.71 Vert(CT)-0.33 28-30 >830 180
TCDL 15.0 Rep Stress Incr YES WB 0.88 Horz(CT)0.04 23 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.03 28-30 >999 360
BCDL 10.0 Weight: 294 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x8 SP No.1 -- 1-10-09
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 11-17.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 11-28, 17-23, 26-34
JOINTS 1 Brace at Jt(s): 31, 32, 33, 34,
35, 36, 38, 40
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 11-05-04. except 2=3-08
(lb) -Max Horiz 2=311 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 21, 24, 25, 26 except 2=-111
(LC 12), 20=-384 (LC 19), 23=-131 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 20, 21 except 2=1568
(LC 19), 23=1272 (LC 1), 24=351 (LC 20), 25=485 (LC 20),
26=635 (LC 19)
15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1164/124, 3-4=-2056/373, 4-5=-1776/372, 5-6=-1542/383, 6-7=-1056/284, 7-8=-919/247, 8-9=-911/257,
9-10=-823/273, 10-11=-725/277, 11-12=-711/302, 12-13=-711/302, 13-45=-711/302, 14-45=-711/302, 19-20=-89/397
BOT CHORD 2-30=-587/1665, 30-46=-408/1246, 46-47=-408/1246, 29-47=-408/1246, 28-29=-408/1246
WEBS 4-30=-370/232, 30-31=-106/570, 6-31=-120/628, 6-39=-1062/394, 38-39=-906/334, 37-38=-928/345, 28-37=-926/345,
28-36=-294/1111, 35-36=-288/1100, 34-35=-340/1289, 14-34=-240/977, 14-33=-772/244, 32-33=-701/223,
23-32=-696/221, 17-23=-290/60, 23-40=-396/118, 19-40=-392/117, 16-32=-287/55, 24-32=-293/58, 15-33=-458/141,
25-33=-535/164, 26-34=-399/110, 13-35=-342/94
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10, W left =23-3-0, W right =9-6-4
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 2x4 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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 25, 26, 21
except (jt=lb) 2=110, 20=384, 23=131.
11)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.
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T03GE 1 120032523BPiggyback Base Structural Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1LNpJcMUp?48cAXzV5QW
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.
Continued on page 2
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)The loading on this truss has been modified to reflect the roof profile, the ridgeline is located 23-3-0 from joint 1 and has a slope
of 7.000 on the left and -7.000 on the right.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T03GE 1 120032523BPiggyback Base Structural Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 2
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1LNpJcMUp?48cAXzV5QW
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.
712
=4x6
=3x6
=4x6
=3x4
=4x6
=3x6 =3x4
=4x6
=3x6 =4x6
12
11 15 10 16 9
8
71
2 6
3 5
13 14
4
T1 T1
W1 W1B1B2
W4
W3
W4
W3W2 W2
10-08
22-10-08
10-08
-10-08
5-04-04
11-00-00
5-04-04
16-04-04
5-07-12
5-07-12
5-07-12
22-00-00
7-01-12
7-01-12
7-01-12
22-00-00
7-08-09
14-10-04
1-00-007-05-00Scale = 1:54.7
Plate Offsets (X, Y):[2:3-00,Edge], [6:3-00,Edge]
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 0.69 Vert(LL)-0.16 9-11 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.58 Vert(CT)-0.24 9-11 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.31 Horz(CT)0.04 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.03 9-11 >999 360
BCDL 10.0 Weight: 99 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 3-4-9 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-12, 5-8
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)8=1405/5-08, (min. 2-03), 12=1405/5-08, (min. 2-03)
Max Horiz 12=-170 (LC 10)
Max Uplift 8=-114 (LC 13), 12=-114 (LC 12)
17 17FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-491/198, 3-13=-1610/437, 4-13=-1461/462, 4-14=-1461/462, 5-14=-1610/437, 5-6=-491/198, 2-12=-546/242,
6-8=-546/242
BOT CHORD 11-12=-218/1424, 11-15=-51/999, 10-15=-51/999, 10-16=-51/999, 9-16=-51/999, 8-9=-218/1401
WEBS 4-9=-158/627, 5-9=-435/236, 4-11=-158/627, 3-11=-435/236, 3-12=-1349/206, 5-8=-1349/206
NOTES (9)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
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 35.0 psf on overhangs
non-concurrent with other live loads.
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 3-06-00 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 114 lb uplift at joint 12 and 114 lb
uplift at joint 8.
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)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T04 7 120032523BCOMMON Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAyINrKcVLp?48cAXzV5QW
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.
712
=3x8
=5x6
=4x4
=3x4
=5x6
=3x8
2
25 24 23 22 21 20 19 18 17 16
14 151
3 13
4 12
5 11
6 10
7 9
8
T1 T1
B1 B2
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
HW1 HW1
10-08
22-10-08
10-08
-10-08
11-00-00
11-00-00
11-00-00
22-00-00
22-00-00
1-00-007-05-00Scale = 1:54.2
Plate Offsets (X, Y):[2:5-15,0-06], [14:5-15,0-06]
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 0.11 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.00 14 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-S
BCDL 10.0 Weight: 113 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 22-00-00.
(lb) -Max Horiz 2=-173 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 14, 16, 17, 18, 19, 22, 23,
24 except 25=-102 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 17, 21, 24 except 2=317
(LC 1), 14=317 (LC 1), 16=326 (LC 23), 18=280 (LC 20),
19=332 (LC 20), 22=332 (LC 19), 23=280 (LC 19), 25=339 (LC
22)
18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-255/110, 7-8=-266/244, 8-9=-266/244
WEBS 7-22=-292/96, 4-25=-273/154, 9-19=-292/96, 12-16=-261/154
NOTES (13)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 1.5x3 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 24,
19, 18, 17, 16, 14 except (jt=lb) 25=102.
12)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.
13)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T04GE 1 120032523BCommon Supported Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5IN_UcXMp?48cAXzV5QW
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.
712
=5x12
=5x6 =1.5x3
=3x4
=5x6
=MT20HS 3x10
=3x4 =1.5x3
=5x6
=5x12
12 23 11 24 10
91
2 8
3 7
4 6
21 22
5
T1 T1
B1 B2
W2
W1
W2
W1
HW1 HW1
10-08
26-04-08
10-08
-10-08
6-02-12
12-09-00
6-02-12
18-11-12
6-06-04
6-06-04
6-06-04
25-06-00
8-03-11
16-10-13
8-07-03
25-06-00
8-07-03
8-07-03
1-00-008-05-04Scale = 1:62.7
Plate Offsets (X, Y):[2:7-15,Edge], [8:7-15,Edge]
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 0.74 Vert(LL)-0.32 10-12 >971 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.48 10-12 >642 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT)0.10 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Wind(LL)0.05 10-12 >999 360
BCDL 10.0 Weight: 108 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
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 3-7-13 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=1618/3-08, (min. 2-09), 8=1618/3-08, (min. 2-09)
Max Horiz 2=194 (LC 11)
Max Uplift 2=-129 (LC 12), 8=-129 (LC 13)
19 19FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-537/41, 3-4=-2109/484, 4-21=-1888/509, 5-21=-1730/537, 5-22=-1730/537, 6-22=-1888/509, 6-7=-2109/484,
7-8=-358/40
BOT CHORD 2-12=-276/1717, 12-23=-77/1211, 11-23=-77/1211, 11-24=-77/1211, 10-24=-77/1211, 8-10=-276/1693
WEBS 5-10=-179/709, 6-10=-546/270, 5-12=-179/709, 4-12=-546/270
NOTES (10)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
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 35.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 2 and 129 lb
uplift at joint 8.
9)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.
10)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T05 2 120032523BCommon Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yAxUNoLcV3p?48cAXzV5QW
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.
712
=3x8
=5x6
=4x4
=3x4
=5x6
=3x8
2
29 28 27 26 25 24 23 22 21 20 19 18
16 171
3 15
4 14
5 13
6 12
30 31711
8 10
9
T1 T1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1HW1 HW1
10-08
26-04-08
10-08
-10-08
12-09-00
12-09-00
12-09-00
25-06-00
25-06-00
1-00-008-05-04Scale = 1:58.7
Plate Offsets (X, Y):[2:5-15,0-06], [16:5-15,0-06]
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 0.11 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT)0.00 16 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-S
BCDL 10.0 Weight: 137 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 25-06-00.
(lb) -Max Horiz 2=-198 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 16, 18, 19, 20, 21, 22, 25,
26, 27, 28 except 29=-107 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 19, 20, 24, 27, 28 except
2=295 (LC 23), 16=288 (LC 1), 18=308 (LC 23), 21=297 (LC
20), 22=341 (LC 20), 25=341 (LC 19), 26=297 (LC 19), 29=324
(LC 22)
20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 8-9=-264/258, 9-10=-264/258
WEBS 8-25=-300/95, 7-26=-257/104, 4-29=-263/155, 10-22=-300/95, 11-21=-257/104
NOTES (14)
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
4)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 35.0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 1.5x3 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 25, 26, 27,
28, 22, 21, 20, 19, 18, 16 except (jt=lb) 29=107.
12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 16.
13)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.
14)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
T05GE 1 120032523BCommon Supported Gable Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA5IN_ecWBp?48cAXzV5QW
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.
712
=3x4 =4x4
=3x4
=3x4
1
13 12 11 10 9 8
7
2 6
3 51514
4
T1 T1
B1 B2
ST3
ST2
ST1
ST2
ST1
5-15
21-08-11
10-04-06
21-02-12
10-10-05
10-10-05
21-08-116-04-040-046-00-09Scale = 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 0.33 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.20 Horiz(TL)0.00 7 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-S
BCDL 10.0 Weight: 69 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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 All bearings 21-08-11.
(lb) -Max Horiz 1=-148 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 8, 13 except 10=-111 (LC
13), 12=-112 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 7 except 8=419 (LC
1), 10=593 (LC 19), 11=490 (LC 21), 12=593 (LC 18), 13=419
(LC 1)
21 21FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-11=-307/0, 3-12=-511/219, 2-13=-345/174, 5-10=-511/219, 6-8=-345/174
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this design.
4)All plates are 1.5x3 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13, 8 except
(jt=lb) 12=111, 10=111.
9)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 Elkin- 4 Meadow Run Northampton, MA
V01 1 120032523BValley Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1tNyscW6p?48cAXzV5QW
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.
712
=3x4
=1.5x3 =1.5x3
=4x4
=1.5x3 =3x4
=1.5x3 =1.5x3
=3x4
1
9 8 7 6
5
2 4
1110
3
T1 T1
B1 B2
ST2
ST1 ST1
5-15
17-08-11
8-04-06
17-02-11
8-10-05
8-10-05
17-08-115-02-040-044-10-09Scale = 1:45.8
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 0.42 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.13 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.11 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-P
BCDL 10.0 Weight: 53 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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 All bearings 17-08-11.
(lb) -Max Horiz 1=-119 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 5 except 6=-132 (LC 13),
9=-133 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=662 (LC
19), 8=323 (LC 1), 9=662 (LC 18)
22 22FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-8=-252/0, 2-9=-564/263, 4-6=-564/263
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except
(jt=lb) 9=132, 6=132.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
V02 1 120032523BValley Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA0ZNyGcYXp?48cAXzV5QW
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.
712
=3x4
=1.5x3 =1.5x3
=1.5x3
=4x4
=1.5x3 =1.5x3
=3x4
1
8 7 6
5
2 4
9 10
3
T1 T1
B1
ST2
ST1 ST1
5-15
13-08-11
6-04-06
13-02-11
6-10-05
6-10-05
13-08-114-00-040-043-08-09Scale = 1:37.9
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 0.33 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.07 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-P
BCDL 10.0 Weight: 39 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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 All bearings 13-08-11.
(lb) -Max Horiz 1=91 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s) 1 except 6=-110 (LC 13),
8=-110 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=515 (LC
19), 7=365 (LC 1), 8=515 (LC 18)
23 23FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-7=-281/26, 2-8=-444/220, 4-6=-444/220
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)
8=110, 6=110.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
V03 1 120032523BValley Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA1yNzmcY3p?48cAXzV5QW
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.
712
=2x4
=1.5x3
=4x4
=2x4
1
4
3
5 6
2
T1 T1
B1
ST1
5-15
9-08-11
4-04-06
9-02-12
4-10-05
4-10-05
9-08-112-10-040-042-06-09Scale = 1:32.2
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 0.53 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.06 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-P
BCDL 10.0 Weight: 25 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
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=280/9-08-11, (min. 1-10), 3=280/9-08-11, (min. 1-10),
4=486/9-08-11, (min. 1-10)
Max Horiz 1=62 (LC 9)
Max Uplift 1=-39 (LC 12), 3=-45 (LC 13), 4=-3 (LC 12)
24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-377/122
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 1, 45 lb uplift at
joint 3 and 3 lb uplift at joint 4.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
V04 1 120032523BValley Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA_nNypcZEp?48cAXzV5QW
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.
7 12
=2x4
=3x4
=2x4
1 3
2
T1 T1
B1
5-15
5-08-11
2-04-06
5-02-12
2-10-05
2-10-05
5-08-11
1-08-04
0-04
1-04-09
Scale = 1:27.5
Plate Offsets (X, Y):[2:2-00,Edge]
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 0.14 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.24 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-P
BCDL 10.0 Weight: 13 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-9-8 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=283/5-09-08, (min. 1-08), 3=283/5-09-08, (min. 1-08)
Max Horiz 1=-34 (LC 8)
Max Uplift 1=-22 (LC 12), 3=-22 (LC 13)
25 25FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-281/104, 2-3=-281/104
NOTES
1)Wind: ASCE 7-10; Vult=125mph (3-second gust) Vasd=99mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) 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 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this design.
4)Gable requires continuous bottom chord bearing.
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 3-06-00 tall by
2-00-00 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 22 lb uplift
at joint 3.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
V05 1 120032523BValley Job Reference (optional)
UFP Industries, Inc, UFP SE Engineering Run: 8.32 S Nov 19 2019 Print: 8.320 S Nov 19 2019 MiTek Industries, Inc. Wed Apr 01 12:52:46 Page: 1
ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-cdpzyyfeSi8er?YwM8SC3yA4wNxZcZAp?48cAXzV5QW