23 Ford Crossing 31C-079 BP App
ENERGY EFFICIENCY PLAN
Lot 4 Meadow Run, Village Hill, Northampton MA
Conditioned Floor Area and Volume 3294 ft2, 27,999 ft3 (including basement)
Building Type Single family detached
Bedrooms 4 (including basement)
Assumptions for Preliminary Home Energy Rating
CET has completed a Preliminary Home Energy Rating based on the construction plans you have provided. Any
energy features not listed below are assumed to meet the prescriptive requirements of the IECC 2015.
Building Envelope Specifications Used in Analysis
Foundation Walls R-21 Superior Wall Xi+
with R-15 fiberglass batts in cavities (Grade I)
Basement Slab 4” XPS (R-20) underneath
2” XPS (R-10) at edge
Rim & Band Joists 3” closed cell spray foam (R-18)
Exterior Walls
Double stud wall – two 2x4 stud walls with 3” space between
Filled with densepack cellulose (R-35)
Walls capped at top plate and insulation enclosed by interior air barrier
(drywall and/or vapor retarder)
Walls to Garage Same as exterior walls
Windows Triple glazed, Argon gas filled, U-value = 0.23, SHGC = 0.21
48” x 48” window in foundation Double glazed, U-value = 0.30, SHGC = 0.29
Glass Doors Triple glazed, Argon gas filled, U-value = 0.23, SHGC = 0.21
Exterior Doors R-5 / U-0.20
Flat Ceilings 16” loose-blown cellulose (R-60), sealed eave baffles
Attic Hatches 8” XPS foam board (R-40), fully gasketed,
framed edge dam to height of surrounding insulation
Air Sealing & Blower Door Test Aerobarrier run until 0.6 ACH50 or better achieved
Thermal Enclosure Checklist Meet all Checklist Requirements as verified by a HERS rater at pre-
drywall and final inspection
Plumbing & Mechanical Systems Specifications Used in Analysis
Heating & Cooling Equipment:
Living/Kitchen/Dining
Single head ductless mini-split system
13.3 HSPF, 25 SEER
Heating & Cooling Equipment: Bedrooms Multi head ductless mini-split system
10.4 HSPF, 16 SEER
Thermostats Programmable
Water Heating Equipment 2.33 EF heat pump water heater, 80 gallons
Domestic Hot Water Pipes ½ inch diameter - maximum 35 feet
from water heater to farthest fixture
Whole House Ventilation
Energy Recovery Ventilator, 40 watts
70% Sensible Recovery Efficiency, 50% Total Recovery Efficiency
76-95 CFM continuous airflow
ENERGY EFFICIENCY PLAN
Page 2 of 2 ~ The Center for EcoTechnology ~ Tel (413) 586-7350 ext.242 ~ Fax (413) 586-7351 ~ greenhome@cetonline.org
Lighting & Appliances Specifications Used in Analysis
Lighting 100% LED, including interior, exterior, and garage
Refrigerator 550 kWh/year or less
Dishwasher ENERGY STAR certified
Clothes Washer ENERGY STAR certified
Clothes Dryer ENERGY STAR certified
Preliminary Home Energy Rating Results
Based on the assumptions described above, we have calculated the following Preliminary Home Energy Rating results.
Preliminary HERS Index: 38
Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to
changes in building plans, energy features installed in the home, RESNET standards, software changes, and other
factors.
Preliminary Rater: Mark Newey
Date: 4/24/2020
Job #: 19-03197-4
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
20032523BF
Brian Tetreault
Massachusetts /
/ /
Andy Clogston
( ) -
PAGE 1
SPECIAL INSTRUCTIONS:
*3/19/20 plans. *Framing adjusted for recessed showers per 4/14/20 request.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:Floor
Clausing / Meadow Run Lot #4
BUILDING DEPARTMENT
Floor Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE04/15/20
23 Ford Crossing
Northampton, MA 01062
Clausing / Meadow Run Lot
Andy Clogston
04/15/20
04/15/20
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5780
UFP Belchertown, LLC
QTY DEPTH O/A
LEFT RIGHT
CANTILEVER
LEFT RIGHT
ID
TOTAL
PRICEPRICE
UNITEND TYPE INT BEARING
SIZE LOCATION
PROFILE
FLOOR
FLOOR TRUSS SPACING:24.0 IN. O.C. (TYP.)
1.00
PLY SPAN SPAN
BASE
LEFT RIGHT
STUB
F01
01-00-00
24-11-00 4 24-11-00
F02
01-00-00
28-01-06 9 28-01-06
F03
01-00-00
19-00-08 3 19-00-08
F03A
01-00-00
14-08-04 01-00-02 1 14-08-04
F04
01-00-00
26-03-00 1 26-03-00
F05
01-00-00
06-02-08 00-02-04 2 06-02-08
F06
01-00-00
24-04-06 4 24-04-06
F06A
01-00-00
18-02-00 2 18-02-00
F06B
01-00-00
11-08-08 00-02-04 1 11-08-08
F06G
01-00-00
24-04-06 1 24-04-06
F07
01-00-00
29-07-08 3 29-07-08
F07G
01-00-00
29-07-08 1 29-07-08
F08
01-00-00
03-07-00 1 03-07-00
F09
01-00-00
05-09-10 1 05-09-10
F10
01-00-00
13-03-08 1 13-03-08
F11
01-00-00
04-08-12 1 04-08-12
F12
01-00-00
03-01-00 1 03-01-00
F13
01-00-00
05-10-00 1 05-10-00
F14
01-00-00
09-03-06 3 09-03-06
F15
01-00-00
06-00-12 1 06-00-12
FLOOR SUB-TOTAL:
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICE
UNIT TOTAL
PRICE
ITEMS
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
20032523BF
Brian Tetreault
Massachusetts /
/ /
Andy Clogston
( ) -
PAGE 2
SPECIAL INSTRUCTIONS:
*3/19/20 plans. *Framing adjusted for recessed showers per 4/14/20 request.
DELIVERY INSTRUCTIONS:
JOB NAME:
MODEL: TAG:Floor
Clausing / Meadow Run Lot #4
BUILDING DEPARTMENT
Floor Trusses
JOB CATEGORY: Residential
LOT # SUBDIV:
DATE04/15/20
23 Ford Crossing
Northampton, MA 01062
Clausing / Meadow Run Lot
Andy Clogston
04/15/20
04/15/20
/ /
155 Bay Road, PO Box 945, Belchertown, MA. 01007
Phone: 413-323-7247 Fax: 413-323-5780
UFP Belchertown, LLC
FT-IN-16
ITEM TYPEQTY SIZE LENGTH PART NUMBER NOTES PRICE
UNIT TOTAL
PRICE
ITEMS
36-00-001.75" x 11.25" 2.0E PWLVLEWP 221 3
04-00-001.75" x 11.875" 2.0E PWLVLEWP 221 2
28-00-001.75" x 9.5" 2.0E PWLVLEWP 221 4
MSH418USP Hangers NE 2
MSH426Hanger 1
THO35118Hanger 10
ITEMS SUB-TOTAL:
ACCEPTED BY BUYER
PURCHASER:
BY: TITLE:
ADDRESS:
PHONE: DATE:
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
SUB-TOTAL
GRAND TOTAL
Quote is based on current design values at the time of quote (lumber, EWP, hardware, etc).
Should any of these values change prior to completion of this project,
reserves the right to adjust the sell price accordingly.
UFP Belchertown, LLC
QUOTE POLICY: QUOTE VALID FOR 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 TypeDB1-2 28' 0" 1.75" x 9.5" 2.0E PWLVL 2 4 MFDDB2-3 36' 0" 1.75" x 11.25" 2.0E PWLVL 3 3 MFDFB1-2 4' 0" 1.75" x 11.875" 2.0E PWLVL 2 2 MFDBottom chordbearing at alldropped beamlocations typ.DB1-3 to be contiunous (not split at stairway per plan) to carry bearing wallfor roof trusses above. F03A does not hang into FB1-2. Blocking for headerlocations around trusses at DB2-3 typ.Pad out F02 atstairway.6-1/2" bearingrequired at this loc.HANGER LISTMSH418 - 2MSH426 - 1THO35118 - 10DB1-2DB1-2DB2-3FB1-2F05F07F07F07F03AF07GF04F09F08F06AF06AF06F06F06F05F06BF06GF06F10F15F11F12F13F14F14F14MSH418MSH418MSH426THO35118THO35118THO35118THO35118THO35118THO35118THO35118THO35118THO35118THO35118F01(4)F02(4)F02(5)F03(3)52' 0" 25' 2"21' 4"5' 6"52' 0" 36' 0" 25' 6"2' 6"6' 0" 36' 0" 2' 0" 26' 6"25' 6"13' 7"13' 11"13' 0" 11' 6"3' 1"10 1/4"1' 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" 2' 0" 1' 3 1/2"6"1' 7 1/4"2' 0" 1' 10 3/4"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 3 1/2"10 1/4"1' 6"12' 2"3' 6"10' 2 1/2"10' 1 1/2"9' 4"9' 4"9' 4"15' 10 1/4"1' 5"5' 7"3' 1"4' 0 1/4"4' 11"2 3/4"6' 4"3' 1"10"5' 1 1/2"18' 7"13' 11"10 1/4"1' 6"1' 7 1/4"2' 0"5' 1 1/2"3' 1" 7' 1 1/2"3½"maxShifting of Truss Because of Obstruction24"oc27½"ocmaxspace2x4Floor truss can be shifted 3½" to avoid obstructions dueto plumbing, electrical, HVAC, etc. It is recommendedthat a 2x4 is attached to the top chords of the increasedspaced side of trusses to accommodate plywooddecking engineering criteria.ONLY ONE PER OCSPACING07F10Floor Truss to Beam Face Mount HangerF012x6 (Min) StrongbackRestrain @ Each EndSecure with (3) 16d Nails @ Each VerticalLocate as Close to Bottom Chord as PossibleStrongbacks Spaced at 10'-0" (Max) areRequiredto Maintain Certain Fire AssembliesStrongbacks are Recommended toMinimize VibrationPlated Floor-Truss Strongback Details(2) 16d Nails @ Top & Bottomof 2x4 Vertical Block1st floor framing detail.3"3"1/2"10 1/4"1/2"Roof Area 0 ft²Sheathing Count 0 sheetsOverhang Lines 0 ftRaked Lines 0 ftRidge Lines 0 ftHip Lines 0 ftValley Lines 0 ftTHIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to beincorporated into the building design at the specificationof the building designer. See individual design sheets for eachtruss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracingof the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams,walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing ofwood trusses" available from the Truss Plate Institute, 583D'Onifrio Drive; Madison, WI 53179. It is the responsiblility of theGeneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,loading conditions, and use. If they do not, it is the responsiblility of the General Contractor/Superintendent to provideprints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible forprint/planchanges by others after final approval ofshop drawings, norwill they be responsible for errors or modifications made on-siteduring construction. DO NOT CUT, NOTCH, DRILL, OR OTHERWISE"REPAIR" MANUFACTURED TRUSSES IN ANY WAYWITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOTBE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS"DONE WITHOUT PRIOR WRITTENAUTHORIZATION FROM UFPElkin-Arts & Crafts CottageLot-4 Meadow Run Northampton, MA04/15/2020 By: aelFor Pricing20032523BFThe 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
3x6 FP
3x6 FP
=6x6
=3x4
=4x12 =3x4 =3x6
=5x6 =3x6
=3x6
=5x6
=4x12
=4x4
=4x12
=4x12
=5x6 =3x6
=3x6
=5x6
=4x12 =3x4
=3x4
=6x6
25 24 23 22 21 20 19 18 17 16
1 15262823456727891011121314
W2 W3 W4W4 W1W1 T1T1
B1
T2 T3
B2
9-126-09-05 1-03-154-06-08 4-06-08 1-09-154-03-05 9-121-03-151-10-011-10-011-09-08 1-09-151-09-08
2-06-00
9-12
9-12
9-12
24-11-00
10-07-12
24-01-04
12-07-12
13-05-08
1-00-00
9-009-003-001-00-009-009-003-001-00-00Scale = 1:49
Plate Offsets (X, Y):[6:1-08,Edge], [12:1-08,Edge], [15:2-05,Edge], [18:1-08,Edge], [19:1-08,Edge], [22:1-08,Edge], [23:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL)-0.20 23-24 >778 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT)-0.36 23-24 >426 360
BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT)-0.02 15 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 89 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
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, Except:
6-0-0 oc bracing: 21-22.
REACTIONS (lb/size)1=675/5-08, (min. 1-08), 15=708/5-08, (min. 1-08),
21=1856/5-04, (min. 1-08)
Max Grav 1=699 (LC 3), 15=748 (LC 4), 21=1856 (LC 1)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-26=-1343/0, 2-26=-1341/0, 2-3=-1339/0, 3-4=-1339/0, 4-5=-2162/0, 5-6=-2162/0, 6-7=-2162/0, 7-27=0/1413,
8-27=0/1413, 8-9=0/1413, 9-10=0/1413, 10-11=-2087/0, 11-12=-2087/0, 12-13=-1431/0, 13-14=-1431/0, 14-28=-1428/0,
15-28=-1435/0
BOT CHORD 23-24=0/2253, 22-23=0/2162, 21-22=-143/1039, 20-21=0/1210, 19-20=0/1210, 18-19=0/2087, 17-18=0/2087
WEBS 8-21=-413/0, 10-21=-2219/0, 15-17=0/1557, 10-19=0/1158, 13-17=-339/0, 11-19=-344/0, 12-17=-691/0, 7-21=-2160/0,
1-24=0/1456, 7-22=0/1358, 6-22=-424/0, 4-24=-966/0, 4-23=-357/155
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)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.
4)Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 has/have been modified. Building designer must review loads to verify that
they are correct for the intended use of this truss.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-100, 2-27=-100, 14-27=-131, 14-15=-132
2)Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-100, 2-27=-100, 14-27=-131, 14-15=-132
3)1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-100, 2-27=-100, 8-27=-131, 8-14=-51, 14-15=-52
4)2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-20, 2-27=-20, 8-27=-51, 8-14=-131, 14-15=-132
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F01 4 120032523BFFloor 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 15 11:34:49 Page: 1
ID:aICZW4jrepXL09jBZGU_jwyoeo5-rD1y4HfA9etyn_KhGjbLq4UugZgMKtn5rUUvwJzQVFa
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
5)3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-100, 2-27=-100, 8-27=-131, 8-14=-51, 14-15=-52
6)4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-20, 2-27=-20, 8-27=-51, 8-14=-131, 14-15=-132
7)1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-6=-100, 6-27=-20, 8-27=-51, 8-14=-131, 14-28=-132, 15-28=-52
8)2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-20, 2-5=-20, 5-27=-100, 14-27=-131, 14-28=-132, 15-28=-52
9)3rd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 12-27=-131, 12-14=-51, 14-15=-52
10)4th chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 8-27=-131, 8-11=-51, 11-14=-131, 14-28=-132, 15-28=-52
11)5th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-6=-100, 6-27=-20, 8-27=-51, 8-14=-131, 14-28=-132, 15-28=-52
12)6th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-2=-20, 2-5=-20, 5-27=-100, 14-27=-131, 14-28=-132, 15-28=-52
13)7th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 12-27=-131, 12-14=-51, 14-15=-52
14)8th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 16-25=-20, 1-26=-20, 2-26=-100, 2-27=-100, 8-27=-131, 8-11=-51, 11-14=-131, 14-28=-132, 15-28=-52
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F01 4 120032523BFFloor 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 15 11:34:49 Page: 2
ID:aICZW4jrepXL09jBZGU_jwyoeo5-rD1y4HfA9etyn_KhGjbLq4UugZgMKtn5rUUvwJzQVFa
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.
3x6 FP
3x6 FP
=6x6
=3x4
=4x12 =3x4 =3x6
=5x6 =3x6
=3x6
=5x6
=4x12
=5x16 =4x4 =5x16
=5x6 =3x6 =3x6
=5x6
=3x6
=4x8 =3x4 =4x10
=5x10 =3x6
26 25 24 23 22 21 20 19 18
17
127 2 3 4 5 6 7 8 9 2829 10 30 11 12 13 14 15 16
W2 W3 W4W4 W4W4W4
B1
T3T2
B2
W1T1
9-126-09-05 1-03-154-06-08 4-06-08 1-10-068-03-00
1-09-08
1-10-012-06-002-06-00 2-06-001-03-151-10-062-06-00
2-06-00
9-12
9-12
12-07-12
13-05-08
14-07-14
28-01-06
1-00-00
9-009-003-001-00-001-00-00
Scale = 1:52.8
Plate Offsets (X, Y):[6:1-08,Edge], [12:1-08,Edge], [17:Edge,1-08], [19:1-08,Edge], [20:1-08,Edge], [23:1-08,Edge], [24:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL)-0.32 18-19 >545 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT)-0.48 18-19 >363 360
BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT)0.03 17 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 101 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 22-23.REACTIONS (lb/size)1=635/5-08, (min. 1-08), 17=798/1-10, (min. 1-08),
22=2228/5-04, (min. 1-08)
Max Grav 1=679 (LC 3), 17=828 (LC 4), 22=2228 (LC 1)
3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-27=-1298/0, 2-27=-1296/0, 2-3=-1295/0, 3-4=-1295/0, 4-5=-1975/0, 5-6=-1975/0, 6-7=-1975/0, 7-8=0/1809, 8-9=0/1809,
9-28=0/1809, 28-29=0/1809, 10-29=0/1809, 10-30=-2878/0, 11-30=-2878/0, 11-12=-2878/0, 12-13=-2878/0,
13-14=-2900/0, 14-15=-2900/0
BOT CHORD 24-25=0/2146, 23-24=0/1975, 22-23=-634/768, 21-22=0/1579, 20-21=0/1579, 19-20=0/2878, 18-19=0/3241,
17-18=0/2014
WEBS 8-22=-511/0, 10-22=-3124/0, 15-17=-2128/0, 10-20=0/1562, 11-20=-461/0, 7-22=-2165/0, 1-25=0/1408, 7-23=0/1513,
6-23=-464/0, 4-25=-899/0, 4-24=-505/6, 15-18=0/980, 13-18=-377/0, 13-19=-628/28
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 3x6 MT20 unless otherwise indicated.
4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 17.
5)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.
6)Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 has/have been modified. Building designer must review loads to verify that
they are correct for the intended use of this truss.
7)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
9)CAUTION, Do not erect truss backwards.
10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down at 14-10-8 on
top chord. The design/selection of such connection device(s) is the responsibility of others.
11)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-100, 2-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
2)Dead: Lumber Increase=1.00, Plate Increase=1.00
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F02 9 120032523BFFloor 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 15 11:34:49 Page: 1
ID:FdllXgn1OvXH3MhynByLeryoe4q-rD1y4HfA9etyn_KhGjbLq4UrZZctKq35rUUvwJzQVFa
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
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-100, 2-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
3)1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 16-30=-20
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
4)2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-20, 2-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
5)3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 16-30=-20
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
6)4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-20, 2-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
7)1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-6=-100, 6-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
8)2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-20, 2-5=-20, 5-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
9)3rd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-28=-100, 28-29=-120, 29-30=-139, 12-30=-100, 12-16=-20
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
10)4th chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 11-30=-20, 11-16=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
11)5th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-6=-100, 6-8=-20, 8-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
12)6th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-2=-20, 2-5=-20, 5-28=-100, 28-29=-120, 29-30=-139, 16-30=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
13)7th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-28=-100, 28-29=-120, 29-30=-139, 12-30=-100, 12-16=-20
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
14)8th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 17-26=-20, 1-27=-20, 2-27=-100, 2-8=-100, 8-28=-20, 28-29=-40, 29-30=-59, 11-30=-20, 11-16=-100
Concentrated Loads (lb)
Vert: 28=-9, 29=-250 (F)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F02 9 120032523BFFloor 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 15 11:34:49 Page: 2
ID:FdllXgn1OvXH3MhynByLeryoe4q-rD1y4HfA9etyn_KhGjbLq4UrZZctKq35rUUvwJzQVFa
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.
3x6 FP
3x6 FP
=6x6
=3x4
=4x12 =3x4
=3x6
=5x6 =3x6
=3x6
=5x6
=4x12
=4x4
=4x10
=5x6
=3x6
=3x6
=5x6
=5x6 =3x6
21 20 19 18 17
16
15 14
13
1 22 2 3 4 5 6 7 8 9 10 11 12
W2 W3 W4 W4W4
T2
B1 B2
T3
W1
T1
9-126-09-05 1-03-154-06-08 2-00-08 1-06-00 2-00-08
1-06-001-09-081-10-012-06-00 1-03-152-06-00
2-06-00
9-12
9-12
5-07-00
19-00-08
12-07-12
13-05-08
1-00-00
9-009-003-001-00-001-00-00
Scale = 1:40.7
Plate Offsets (X, Y):[6:1-08,Edge], [10:1-08,Edge], [11:1-08,Edge], [13:Edge,1-08], [14:1-08,Edge], [18:1-08,Edge], [19:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL)-0.20 19-20 >791 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT)-0.36 19-20 >437 360
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT)-0.01 16 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 69 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)1=723/5-08, (min. 1-08), 13=225/3-08, (min. 1-08),
16=1263/5-04, (min. 1-08)
Max Grav 1=727 (LC 3), 13=291 (LC 4), 16=1263 (LC 1)
5 5FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-1411/0, 2-22=-1410/0, 2-3=-1408/0, 3-4=-1408/0, 4-5=-2438/0, 5-6=-2438/0, 6-7=-2438/0, 7-8=0/695, 8-9=0/695,
9-10=0/687, 10-11=-383/144
BOT CHORD 19-20=0/2412, 18-19=0/2438, 17-18=0/1415, 16-17=0/1415, 15-16=-144/383, 14-15=-144/383, 13-14=-144/383
WEBS 9-16=-257/0, 7-16=-2035/0, 1-20=0/1531, 7-18=0/1191, 6-18=-363/0, 4-20=-1061/0, 4-19=-181/340, 11-13=-421/158,
10-16=-841/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 3x6 MT20 unless otherwise indicated.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F03 3 120032523BFFloor 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 15 11:34:49 Page: 1
ID:HVEQlIUzKw4tnO4miSS62Nyoe02-rD1y4HfA9etyn_KhGjbLq4UxFZh8Ktu5rUUvwJzQVFa
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.
=6x6
=3x4
=4x12 =1.5x3
=3x6
=3x4 =1.5x3
=1.5x3
=4x6
=4x10
=3x8 =3x4
=1.5x3 =1.5x3
15 14 13 12
11
10
116 2 3 4 5 6 7 8 9
W2 W3
T2
B1
W4W1
T1
9-126-09-05 1-05-014-08-00 1-00-021-05-011-10-011-09-08
2-06-00
2-10
13-08-02
9-12
9-12
1-00-02
14-08-04
12-07-12
13-05-08
1-00-00
9-009-003-001-00-001-00-00
Scale = 1:44.6
Plate Offsets (X, Y):[11:3-00,Edge], [12:1-08,Edge], [13:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL)-0.24 13-14 >658 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT)-0.41 13-14 >380 360
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT)-0.01 11 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 53 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1=772/5-08, (min. 1-08), 11=917/5-04, (min. 1-08)
Max Grav 1=775 (LC 3), 11=917 (LC 1)
6 6FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-1510/0, 2-16=-1509/0, 2-3=-1507/0, 3-4=-1507/0, 4-5=-2807/0, 5-6=-2807/0, 6-7=-2807/0
BOT CHORD 13-14=0/2630, 12-13=0/2807, 11-12=0/1882
WEBS 8-11=-255/0, 7-11=-1983/0, 1-14=0/1638, 7-12=0/1119, 6-12=-312/0, 4-14=-1187/0, 4-13=-71/511
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)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.
4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION, Do not erect truss backwards.
7)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F03A 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:sAAjmbAHVeVbtFvO3?QdvhyodxH-rD1y4HfA9etyn_KhGjbLq4UtCZhWKsQ5rUUvwJzQVFa
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.
3x6 FP
3x6 FP
=6x6
=3x4
=4x12 =3x4 =3x6
=5x6 =3x6
=3x6
=5x6
=4x12
=4x4
=4x12
=4x12
=5x6 =3x6 =3x6
=5x6
=3x6
=4x10 =3x4
=3x4
=6x6
26 25 24 23 22 21 20 19 18 17
1 16272823456789101112131415
W2 W3 W4 W4W4W4 W1W1 T1T1
B1
T2 T3
B2
9-126-09-05 1-03-154-06-08 4-06-08 2-00-155-04-05 9-121-09-08
1-10-011-10-012-06-002-06-00 1-03-152-00-152-06-00
2-06-00
9-12
9-12
9-12
26-03-00
11-11-12
25-05-04
12-07-12
13-05-08
1-00-00
9-009-003-001-00-009-009-003-001-00-00Scale = 1:51.1
Plate Offsets (X, Y):[6:1-08,Edge], [12:1-08,Edge], [16:2-05,Edge], [19:1-08,Edge], [20:1-08,Edge], [23:1-08,Edge], [24:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL)-0.20 24-25 >779 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT)-0.36 24-25 >429 360
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT)-0.03 16 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 94 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
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, Except:
6-0-0 oc bracing: 22-23,20-22.
REACTIONS (lb/size)1=684/5-08, (min. 1-08), 16=639/5-08, (min. 1-08),
22=1695/5-04, (min. 1-08)
Max Grav 1=709 (LC 3), 16=674 (LC 4), 22=1695 (LC 1)
7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-27=-1366/0, 2-27=-1364/0, 2-3=-1362/0, 3-4=-1362/0, 4-5=-2248/0, 5-6=-2248/0, 6-7=-2248/0, 7-8=0/1283, 8-9=0/1283,
9-10=0/1283, 10-11=-2081/0, 11-12=-2081/0, 12-13=-2081/0, 13-14=-1269/0, 14-15=-1269/0, 15-28=-1270/0,
16-28=-1273/0
BOT CHORD 24-25=0/2302, 23-24=0/2248, 22-23=-58/1151, 21-22=-172/1120, 20-21=-172/1120, 19-20=0/2081, 18-19=0/1949
WEBS 8-22=-340/0, 10-22=-1988/0, 16-18=0/1380, 10-20=0/1222, 11-20=-375/0, 13-18=-753/0, 7-22=-2127/0, 1-25=0/1481,
7-23=0/1331, 6-23=-416/0, 4-25=-995/0, 4-24=-325/188
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 3x6 MT20 unless otherwise indicated.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F04 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:FH_jcl81FQq3DgzQHuIYBsyods9-rD1y4HfA9etyn_KhGjbLq4UwEZhAKt65rUUvwJzQVFa
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.
=1.5x3
=3x6
=3x4
=1.5x3 =1.5x3
=4x4 =2x4
=6x6
9 8 7 6
10 5111234
W1
T1
B1
W2 W3
T2
BL1 10-071-081-10-012-06-00
2-04
2-04
9-12
6-02-08
5-02-08
5-04-12
1-00-00
8-068-063-101-00-009-009-003-001-00-00Scale = 1:43.8
Plate Offsets (X, Y):[2:1-08,Edge], [5:2-05,Edge], [7:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL)0.08 6 >834 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(CT)-0.06 6 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT)0.01 5 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 23 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5=329/5-08, (min. 1-08), 9=329/3-08, (min. 1-08)
8 8FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-554/0, 3-4=-554/0, 4-11=-554/0, 5-11=-557/0
BOT CHORD 8-9=0/554, 7-8=0/554
WEBS 5-7=0/602, 2-9=-573/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Attach ribbon block to truss with 3-10d nails applied to flat face.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F05 2 120032523BFFloor 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 15 11:34:49 Page: 1
ID:JS_E?uf7cQJlzDvRhvOKw6yodea-rD1y4HfA9etyn_KhGjbLq4UyTZlcKx?5rUUvwJzQVFa
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.
3x6 FP
3x6 FP=3x6
=5x8
=3x8
=5x6 =3x6
=3x6
=5x6 =3x4
=4x10
=4x12 =4x4
=4x12
=4x10
=5x6 =3x6
=3x6
=5x6
=4x10 =3x4
=3x4
=6x6
24
23 22 21 20 19 18 17 16 15
142512345678910111213
W1 W2 W3W3
B1
T1 T2
B2
W4
T31-00-071-09-082-06-00 1-03-061-09-08
1-10-019-12
24-04-06
10-06-12
23-06-10
12-11-14
12-11-14
1-00-00
9-009-003-001-00-00Scale = 1:45.5
Plate Offsets (X, Y):[4:1-08,Edge], [11:1-08,Edge], [14:2-05,Edge], [17:1-08,Edge], [18:1-08,Edge], [22:1-08,Edge], [23:1-08,Edge], [24:Edge,1-08]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL)-0.13 23-24 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT)-0.30 23-24 >511 360
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.03 20 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 89 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)14=489/5-08, (min. 1-08), 20=1718/3-08, (min. 1-08),
24=643/1-10, (min. 1-08)
Max Grav 14=557 (LC 4), 20=1718 (LC 1), 24=675 (LC 3)
9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2178/0, 3-4=-2178/0, 4-5=-1646/0, 5-6=-1646/0, 6-7=0/1802, 7-8=0/1802, 8-9=0/1802, 9-10=-1520/11,
10-11=-1520/11, 11-12=-1057/0, 12-13=-1057/0, 13-25=-1058/0, 14-25=-1060/0
BOT CHORD 23-24=0/1550, 22-23=0/2178, 21-22=0/2178, 20-21=-287/689, 19-20=-661/680, 18-19=-661/680, 17-18=-11/1520,
16-17=-11/1520
WEBS 7-20=-296/0, 9-20=-1932/0, 14-16=0/1149, 9-18=0/1153, 12-16=-263/0, 11-16=-488/197, 6-20=-2226/0, 2-24=-1638/0,
6-21=0/1139, 2-23=0/663, 4-21=-843/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 24.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F06 4 120032523BFFloor 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 15 11:34:49 Page: 1
ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4Us6ZexKtp5rUUvwJzQVFa
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.
3x6 FP
3x6 FP
=3x6
=5x6
=5x6
=3x6 =3x6
=5x6
=4x10 =4x4
=3x10
=5x6 =3x6
=3x6
=5x6
=4x10 =3x4
=3x4
=6x6
20
19 18
17
16 15 14 13 12
112112345678910
W1 W2
T1
B1 B2
T2
W3
T31-00-072-06-00 1-03-081-10-019-12
18-02-00
6-09-08
6-09-08
10-06-12
17-04-04
1-00-00
9-009-003-001-00-00Scale = 1:36.7
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge], [7:1-08,Edge], [11:2-05,Edge], [14:1-08,Edge], [15:1-08,Edge], [18:1-08,Edge], [20:Edge,1-08]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL)-0.08 15-17 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT)-0.18 15-17 >732 360
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT)0.01 11 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 66 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)11=584/5-08, (min. 1-08), 17=1218/3-08, (min. 1-08), 20=304/
Mechanical, (min. 1-08)
Max Grav 11=592 (LC 4), 17=1218 (LC 1), 20=356 (LC 3)
10 10FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-615/74, 3-4=0/798, 4-5=0/798, 5-6=-1784/0, 6-7=-1784/0, 7-8=-1144/0, 8-9=-1144/0, 9-10=-1144/0, 10-21=-1145/0,
11-21=-1147/0
BOT CHORD 19-20=-74/615, 18-19=-74/615, 17-18=-74/615, 16-17=0/1100, 15-16=0/1100, 14-15=0/1784, 13-14=0/1784
WEBS 4-17=-273/0, 3-17=-1118/0, 2-20=-648/78, 5-17=-1694/0, 11-13=0/1244, 5-15=0/844, 7-13=-674/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Refer to girder(s) for truss to truss connections.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F06A 2 120032523BFFloor 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 15 11:34:49 Page: 1
ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4Ux7Zg_Ku95rUUvwJzQVFa
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.
=1.5x3
=3x8
=3x8
=3x6 =1.5x3
=1.5x3
=3x4
=4x10 =1.5x3
=3x4
=6x6
12
11 10 9 8
13 714123456
W1 W2
T1
B1
W3
T2
BL11-081-02-151-10-012-06-00
2-04
2-04
9-12
11-08-08
10-08-08
10-10-12
1-00-00
8-068-063-101-00-009-009-003-001-00-00Scale = 1:38.3
Plate Offsets (X, Y):[4:1-08,Edge], [7:2-05,Edge], [11:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL)-0.13 11-12 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT)-0.30 11-12 >436 360
BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT)0.01 7 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 43 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
OTHERS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)7=659/5-08, (min. 1-08), 12=659/3-08, (min. 1-08)
11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2120/0, 3-4=-2120/0, 4-5=-1263/0, 5-6=-1263/0, 6-14=-1265/0, 7-14=-1266/0
BOT CHORD 11-12=0/1547, 10-11=0/2120, 9-10=0/2120
WEBS 7-9=0/1374, 2-12=-1623/0, 2-11=0/716, 4-9=-922/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Attach ribbon block to truss with 3-10d nails applied to flat face.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F06B 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4UxiZemKtb5rUUvwJzQVFa
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.
MT20HS 3x10 FP
3x6 FP=3x6
=5x10
=4x12
=5x6 =3x6
=3x6
=5x6 =3x4
=6x12
=MT18HS 7x22
=4x4
=5x16
=4x12
=5x6 =3x6
=3x6
=5x6
=4x8 =3x4
=3x4
=6x6
24
23 22 21 20 19 18 17 16 15
142512345678910111213
W1 W2 W3W3
B1
T1 T2
B2
W4
T31-00-071-09-08
2-06-00 1-03-061-10-011-09-08
9-12
24-04-06
10-06-12
23-06-10
12-11-14
12-11-14
1-00-00
9-009-003-001-00-00Scale = 1:45.5
Plate Offsets (X, Y):[4:1-08,Edge], [11:1-08,Edge], [14:2-05,Edge], [17:1-08,Edge], [18:1-08,Edge], [21:2-12,Edge], [22:1-08,Edge], [23:1-08,Edge], [24:Edge,1-08]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL)-0.18 21-22 >871 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT)-0.24 21-22 >635 360 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT)0.03 20 n/a n/a MT18HS 197/144
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 94 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat) *Except* T1:2x4 DF 2850F 2.3E or 2x4 SP 2850F
2.3E(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat) *Except* B2:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)14=407/5-08, (min. 1-08), 20=2395/3-08, (min. 1-08),
24=799/1-10, (min. 1-08)
Max Grav 14=461 (LC 4), 20=2395 (LC 1), 24=845 (LC 10)
12 12FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3300/0, 3-4=-3300/0, 4-5=-3163/0, 5-6=-3163/0, 6-7=0/2865, 7-8=0/2874, 8-9=0/2874, 9-10=-957/445,
10-11=-957/445, 11-12=-860/0, 12-13=-860/0, 13-25=-857/0, 14-25=-862/0
BOT CHORD 23-24=0/2043, 22-23=0/3300, 21-22=0/3300, 20-21=-166/610, 19-20=-1358/0, 18-19=-1358/0, 17-18=-445/957,
16-17=-445/957
WEBS 7-20=-298/0, 6-20=-3352/0, 2-24=-2158/0, 6-21=0/2937, 2-23=0/1329, 5-21=-1125/0, 3-23=-272/0, 4-21=-363/209,
9-20=-2166/0, 14-16=0/935, 9-18=0/1469, 12-16=-288/0, 10-18=-304/0, 11-16=-103/494
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are MT20 plates unless otherwise indicated.
4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 24.
5)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.
6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION, Do not erect truss backwards.
9)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 9-5-2 from the left end to
connect truss(es) F13 (1 ply 2x4 SPF) to back face of top chord.
10)Fill all nail holes where hanger is in contact with lumber.
11)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 15-24=-20, 1-14=-100
Concentrated Loads (lb)
Vert: 5=-751 (B)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F06G 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:hYuFvY8OqcIwkLkPSP?UVfyodUv-rD1y4HfA9etyn_KhGjbLq4UqDZhaKni5rUUvwJzQVFa
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.
3x6 FP
3x6 FP=3x6
=5x6
=5x6
=3x6 =3x6
=5x6
=4x10 =4x4 =3x10
=5x6 =3x6
=3x6
=5x6 =3x4
=4x10
=4x10
=4x4
=4x10
=4x12
=5x6 =3x6
=3x6
=5x6
=4x10 =3x4
=3x4
=6x6
30
29 28 27 26 25 24 23 22 21 20 19 18
173112345678910111213141516
W1 W3W2W2 W2W2
B1
T2T1
B2
W4T31-03-081-09-08
1-10-011-09-08 1-09-08 1-00-071-02-00
1-09-082-06-00
9-12
29-07-08
5-03-00
5-03-00
10-06-12
28-09-12
13-00-00
18-03-00
1-00-00
9-009-003-001-00-00Scale = 1:53.5
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge], [7:1-08,Edge], [14:1-08,Edge], [17:2-05,Edge], [20:1-08,Edge], [21:1-08,Edge], [25:1-08,Edge], [26:1-08,Edge], [28:1-08,Edge],
[30:Edge,1-08]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL)-0.12 24-25 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT)-0.20 26-27 >783 360
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT)0.02 22 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 109 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 3-08. except 17=5-08
(lb) -Max Uplift All uplift 100 (lb) or less at joint(s) 30
Max Grav All reactions 250 (lb) or less at joint(s) except 17=556 (LC 5),
22=1672 (LC 11), 27=1199 (LC 3), 30=261 (LC 5)
13 13FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-311/256, 3-4=0/820, 4-5=0/827, 5-6=-1754/0, 6-7=-1754/0, 7-8=-1167/53, 8-9=-1167/53, 9-10=-1167/53,
10-11=0/1824, 11-12=0/1833, 12-13=-1512/17, 13-14=-1512/17, 14-15=-1054/0, 15-16=-1054/0, 16-31=-1055/0,
17-31=-1057/0
BOT CHORD 29-30=-256/311, 28-29=-256/311, 27-28=-256/311, 26-27=0/926, 25-26=0/1754, 24-25=0/1754, 23-24=-506/93,
22-23=-506/93, 21-22=-668/665, 20-21=-17/1512, 19-20=-17/1512
WEBS 11-22=-263/0, 3-27=-880/0, 2-30=-342/282, 10-22=-1679/0, 5-27=-1768/0, 10-24=0/1278, 5-26=0/893, 9-24=-262/0,
7-24=-819/0, 12-22=-1947/0, 17-19=0/1146, 12-21=0/1157, 15-19=-263/0, 14-19=-483/201
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 3x6 MT20 unless otherwise indicated.
4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30.
5)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.
6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION, Do not erect truss backwards.
9)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F07 3 120032523BFFloor 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 15 11:34:49 Page: 1
ID:FPEGDODj0eJuCN8EKlZ2oDyodQx-rD1y4HfA9etyn_KhGjbLq4Ut_ZggKug5rUUvwJzQVFa
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.
3x6 FP
3x6 FP=3x6
=5x6
=5x6
=3x6 =3x6
=5x6
=5x16 =4x4 =5x16
=5x8 =3x6
=3x6
=5x6
=2x4
=5x16
=5x16
=4x4
=4x12
=4x12
=5x6 =3x6
=3x6
=5x6
=4x10 =3x4
=3x4
=6x6
30
29 28 27 26 25 24 23 22 21 20 19 18
173112345678910111213141516
W1 W3W2W2 W2
B1
T2T1
B2
W4T3
7-00
1-00-071-09-08 1-09-08
1-02-00
1-10-011-09-08
2-06-00
9-12
29-07-08
5-03-00
5-03-00
10-06-12
28-09-12
13-00-00
18-03-00
1-00-00
9-009-003-001-00-00Scale = 1:53.5
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge], [7:1-08,Edge], [14:1-08,Edge], [17:2-05,Edge], [20:1-08,Edge], [21:1-08,Edge], [25:1-08,Edge], [26:1-08,Edge], [28:1-08,Edge],
[30:Edge,1-08]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL)-0.19 24-25 >814 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT)-0.26 24-25 >591 360
BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT)0.02 22 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 114 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat) *Except* T1:2x4 DF 2850F 2.3E or 2x4 SP 2850F
2.3E(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat) *Except* B2:2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 3-08. except 17=5-08
(lb) -Max Uplift All uplift 100 (lb) or less at joint(s) except 30=-136 (LC 6)
Max Grav All reactions 250 (lb) or less at joint(s) 30 except 17=493 (LC
5), 22=2044 (LC 11), 27=1707 (LC 16)
14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-44/551, 3-4=0/1451, 4-5=0/1458, 5-6=-3539/0, 6-7=-3539/0, 7-8=-2507/0, 8-9=-2507/0, 9-10=-2507/0,
10-11=0/2425, 11-12=0/2434, 12-13=-1146/227, 13-14=-1146/227, 14-15=-926/0, 15-16=-926/0, 16-31=-923/0,
17-31=-929/0
BOT CHORD 29-30=-551/44, 28-29=-551/44, 27-28=-551/44, 26-27=0/1446, 25-26=0/3539, 24-25=0/3539, 23-24=-528/282,
22-23=-528/282, 21-22=-1002/78, 20-21=-227/1146, 19-20=-227/1146
WEBS 11-22=-257/0, 3-27=-1247/0, 2-30=-49/606, 10-22=-2480/0, 5-27=-2985/0, 10-24=0/2572, 5-26=0/2273, 8-24=-343/0,
6-26=-448/0, 7-24=-1444/0, 7-25=-267/0, 12-22=-2099/0, 17-19=0/1007, 12-21=0/1338, 15-19=-276/0, 13-21=-276/0,
14-19=-232/345
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 3x6 MT20 unless otherwise indicated.
4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 30.
5)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.
6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION, Do not erect truss backwards.
9)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 11-3-12 from the left end
to connect truss(es) F11 (1 ply 2x4 SPF) to front face of top chord.
10)Fill all nail holes where hanger is in contact with lumber.
11)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 18-30=-20, 1-17=-100
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F07G 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:FPEGDODj0eJuCN8EKlZ2oDyodQx-rD1y4HfA9etyn_KhGjbLq4UqQZfXKoJ5rUUvwJzQVFa
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
Concentrated Loads (lb)
Vert: 7=-639 (F)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F07G 1 120032523BFFloor 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 15 11:34:49 Page: 2
ID:FPEGDODj0eJuCN8EKlZ2oDyodQx-rD1y4HfA9etyn_KhGjbLq4UqQZfXKoJ5rUUvwJzQVFa
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.
=3x4
=3x6
=3x4
=1.5x3 =1.5x3
=3x4
=3x6 =3x4
8
7 6
5
1 2 3 4
W1 W2
T1
B11-00-0010-00
3-07-00
3-07-00
1-00-00 1-00-00
Scale = 1:35
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL)-0.01 7 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(CT)-0.01 7 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT)0.00 5 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 16 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5=700/3-00, (min. 1-08), 8=700/3-00, (min. 1-08)
16 16FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-659/0
BOT CHORD 7-8=0/659, 6-7=0/659, 5-6=0/659
WEBS 3-5=-818/0, 2-8=-818/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
4)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.
5)Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the
intended use of this truss.
6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
8)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-4=-400 (F=-300)
2)Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-4=-400 (F=-300)
3)1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-3=-400 (F=-300), 3-4=-320 (F=-300)
4)2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-2=-320 (F=-300), 2-4=-400 (F=-300)
5)3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-3=-400 (F=-300), 3-4=-320 (F=-300)
6)4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F08 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:nos2qErbpwE1K_dimn4iGNyodXu-rD1y4HfA9etyn_KhGjbLq4U_OZmsKyj5rUUvwJzQVFa
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
Vert: 5-8=-20, 1-2=-320 (F=-300), 2-4=-400 (F=-300)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F08 1 120032523BFFloor 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 15 11:34:49 Page: 2
ID:nos2qErbpwE1K_dimn4iGNyodXu-rD1y4HfA9etyn_KhGjbLq4U_OZmsKyj5rUUvwJzQVFa
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.
=1.5x3
=3x6
=3x4
=1.5x3 =1.5x3
=3x4
=3x6 =1.5x3
8
7 6
5
1 9 2 3 4
W1 W2
T1
B1
1-09-08 1-08-105-09-10
5-09-10
1-00-00 1-00-00
2-00-08 1-08-102-00-08
Scale = 1:33.6
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL)-0.05 7-8 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT)-0.06 7-8 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT)0.01 5 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 21 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5=410/3-08, (min. 1-08), 8=521/5-04, (min. 1-08)
18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-772/0
BOT CHORD 7-8=0/772, 6-7=0/772, 5-6=0/772
WEBS 3-5=-849/0, 2-8=-849/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)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.
4)Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the
intended use of this truss.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down at 1-7-10 on top
chord. The design/selection of such connection device(s) is the responsibility of others.
7)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
8)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-4=-100
Concentrated Loads (lb)
Vert: 9=-250 (F)
2)Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-4=-100
Concentrated Loads (lb)
Vert: 9=-250 (F)
3)1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-3=-100, 3-4=-20
Concentrated Loads (lb)
Vert: 9=-250 (F)
4)2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F09 1 120032523BFFloor 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 15 11:34:49 Page: 1
ID:VmaSyjDIVuTMkGJQlszwHZyoeVN-rD1y4HfA9etyn_KhGjbLq4UwLZhSKxS5rUUvwJzQVFa
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
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-2=-20, 2-4=-100
Concentrated Loads (lb)
Vert: 9=-250 (F)
5)3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-3=-100, 3-4=-20
Concentrated Loads (lb)
Vert: 9=-250 (F)
6)4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-2=-20, 2-4=-100
Concentrated Loads (lb)
Vert: 9=-250 (F)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F09 1 120032523BFFloor 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 15 11:34:49 Page: 2
ID:VmaSyjDIVuTMkGJQlszwHZyoeVN-rD1y4HfA9etyn_KhGjbLq4UwLZhSKxS5rUUvwJzQVFa
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.
=1.5x3
=4x10
=5x16
=5x16 =1.5x3
=3x6
=1.5x3
=2x4
=4x8
=5x12 =1.5x3
=5x16
=4x10 =1.5x3
14
13 12 11 10
9
1 15 2 3 4 5 6 7 8
W1 W2
T1
B1
W3
1-01-001-09-08
2-06-00
13-03-08
13-03-08
1-00-00 1-00-00
Scale = 1:35.1
Plate Offsets (X, Y):[4:1-08,Edge], [5:1-08,Edge], [9:Edge,1-08], [11:1-08,Edge], [14:Edge,1-08]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL)-0.25 12-13 >636 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT)-0.36 12-13 >435 360
BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT)0.05 9 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 54 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E(flat)
BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)9=1118/3-08, (min. 1-08), 14=1224/3-08, (min. 1-08)
Max Grav 9=1118 (LC 1), 14=1235 (LC 3)
20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4050/0, 3-4=-4050/0, 4-5=-5283/0, 5-6=-3767/0, 6-7=-3767/0
BOT CHORD 13-14=0/2259, 12-13=0/5283, 11-12=0/5283, 10-11=0/5283, 9-10=0/2128
WEBS 7-9=-2353/0, 2-14=-2498/0, 7-10=0/1812, 2-13=0/1980, 3-13=-310/0, 5-10=-1970/0, 4-13=-1566/0, 4-12=-350/0,
5-11=0/430
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)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.
4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 5-5-0 oc max.
starting at 0-9-8 from the left end to 6-2-8 to connect truss(es) F12 (1 ply 2x4 SPF), F11 (1 ply 2x4 SPF) to back face of top
chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 9-14=-20, 1-8=-100
Concentrated Loads (lb)
Vert: 4=-671 (B), 15=-91 (B)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F10 1 120032523BFFloor 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 15 11:34:50 Page: 1
ID:mQ0eOTbwfercgJIXMZC7h3zQW3I-rD1y4HfA9etyn_KhGjbLq4UuMZc?Krw5rUUvwJzQVFa
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.
=1.5x3
=3x8
=3x6
=1.5x3
=1.5x3
=3x6
=3x8 =1.5x3
8 7 6 5
1 9 2 3 10 4
W1 W2
T1
B1
1-09-08 7-124-08-12
4-08-12
1-00-00 1-00-00
Scale = 1:39
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL)-0.03 7-8 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT)-0.04 7-8 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT)0.01 5 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 19 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5=685/ Mechanical, (min. 1-08), 8=657/ Mechanical, (min.
1-08)
Max Grav 5=771 (LC 4), 8=739 (LC 3)
21 21FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1167/0
BOT CHORD 7-8=0/1167, 6-7=0/1167, 5-6=0/1167
WEBS 3-5=-1283/0, 2-8=-1283/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Refer to girder(s) for truss to truss connections.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-6-0 from the left end to
connect truss(es) F15 (1 ply 2x4 SPF) to front face of top chord.
7)Use USP MSH426 (With 16d nails into Girder & 6-16d nails into Truss) or equivalent at 1-10-4 from the left end to connect truss
(es) F06A (1 ply 2x4 SPF) to back face of top chord.
8)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 3-10-4 from the left end
to connect truss(es) F06A (1 ply 2x4 SPF) to back face of top chord.
9)Fill all nail holes where hanger is in contact with lumber.
10)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-4=-100
Concentrated Loads (lb)
Vert: 2=-256 (B), 9=-267 (F), 10=-266 (B)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F11 1 120032523BFFloor 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 15 11:34:50 Page: 1
ID:hE574qcMn31dKU6RVArbFAzQWCK-rD1y4HfA9etyn_KhGjbLq4UqcZgQKwK5rUUvwJzQVFa
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.
=1.5x3
=3x4
=3x4
=1.5x3 =1.5x3
=3x4
=3x4 =1.5x3
8
7 6
5
1 2 3 4
W1 W2
T1
B11-00-007-00
3-01-00
3-01-00
1-00-00 1-00-00
Scale = 1:34.4
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL)0.00 7-8 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT)0.00 7-8 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 5 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 13 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5=178/ Mechanical, (min. 1-08), 8=178/ Mechanical, (min.
1-08)
22 22FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Refer to girder(s) for truss to truss connections.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F12 1 120032523BFFloor 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 15 11:34:50 Page: 1
ID:lzCNcydxpT64vAcFMeSzZIzQWIm-rD1y4HfA9etyn_KhGjbLq4U2vZpTKzB5rUUvwJzQVFa
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.
=6x6 =2x4
=3x4
=4x8 =2x4
=1.5x3
=4x8
=4x8 =1.5x3
9 8 7 6
1 10 2 3 4 5
W2
T2
B1
T1 W3W1
1-09-08 1-04-089-12
9-12
5-00-04
5-10-00
1-00-00
9-009-003-001-00-001-00-00
Scale = 1:47.4
Plate Offsets (X, Y):[3:1-08,Edge], [4:1-08,Edge], [6:Edge,1-08], [8:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL)-0.08 9 >747 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT)-0.16 9 >407 360
BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT)-0.01 6 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 22 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1=1188/5-08, (min. 1-08), 6=793/ Mechanical, (min. 1-08)
Max Grav 1=1282 (LC 3), 6=851 (LC 4)
23 23FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-1663/0, 2-10=-1641/0, 2-3=-1642/0, 3-4=-1642/0
BOT CHORD 7-8=0/1642, 6-7=0/1642
WEBS 4-6=-1806/0, 1-8=0/1793, 3-8=-674/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Refer to girder(s) for truss to truss connections.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION, Do not erect truss backwards.
8)Use USP THO35118 (With 16d x 2-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 0-10-8 from the left end
to connect truss(es) F14 (1 ply 2x4 SPF) to front face of top chord.
9)Use USP THO35118 (With 10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 2-4-8 from the left end to
connect truss(es) F14 (1 ply 2x4 SPF) to front face of top chord.
10)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 3-11-12 from the left end
to connect truss(es) F14 (1 ply 2x4 SPF) to front face of top chord.
11)Fill all nail holes where hanger is in contact with lumber.
12)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 6-9=-20, 1-5=-100
Concentrated Loads (lb)
Vert: 4=-449 (F), 3=-449 (F), 10=-456 (F)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F13 1 120032523BFFloor 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 15 11:34:50 Page: 1
ID:6hQNgB?lMa4jEJSdBT7Z?CzQVrt-rD1y4HfA9etyn_KhGjbLq4UxfZhnKsk5rUUvwJzQVFa
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.
=1.5x3
=3x8
=3x6
=1.5x3 =1.5x3
=3x4
=3x6
=3x6 =1.5x3
9
8 7
6
1 2 3 4 5
W1 W2
T1
B1
2-06-00 1-03-069-03-06
9-03-06
1-00-00 1-00-00
Scale = 1:32
Plate Offsets (X, Y):[2:1-08,Edge], [7:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL)-0.13 6-7 >825 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT)-0.28 6-7 >389 360
BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT)0.01 6 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 34 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)6=549/ Mechanical, (min. 1-08), 9=549/1-10, (min. 1-08)
24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1371/0, 3-4=-1371/0
BOT CHORD 8-9=0/1371, 7-8=0/1371, 6-7=0/1181
WEBS 4-6=-1248/0, 2-9=-1445/0, 4-7=0/379
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Refer to girder(s) for truss to truss connections.
4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9.
5)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.
6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F14 3 120032523BFFloor 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 15 11:34:50 Page: 1
ID:SlXHlDcECYivZoliVW4qNAzQVtf-rD1y4HfA9etyn_KhGjbLq4UwyZiKKvD5rUUvwJzQVFa
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.
=1.5x3
=3x4
=3x4
=1.5x3 =1.5x3
=3x4
=3x4 =1.5x3
8
7 6
5
1 9 2 3 4
W1 W2
T1
B1
1-09-08
1-11-12
6-00-12
6-00-12
1-00-00 1-00-00
Scale = 1:34
Plate Offsets (X, Y):[2:1-08,Edge], [3:1-08,Edge]
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL)-0.04 7-8 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(CT)-0.05 7-8 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT)0.01 5 n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight: 22 lb FT = 20%F, 12%E
LUMBER
TOP CHORD 2x4 SPF No.2(flat)
BOT CHORD 2x4 SPF No.2(flat)
WEBS 2x4 SPF No.2(flat)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5=367/ Mechanical, (min. 1-08), 8=436/3-08, (min. 1-08)
Max Grav 5=367 (LC 1), 8=472 (LC 3)
25 25FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-620/0
BOT CHORD 7-8=0/620, 6-7=0/620, 5-6=0/620
WEBS 3-5=-681/0, 2-8=-681/0
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Refer to girder(s) for truss to truss connections.
4)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.
5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Use USP THO35118 (With 10d x 1-1/2 nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 0-9-8 from the left end to
connect truss(es) F12 (1 ply 2x4 SPF) to front face of top chord.
7)Fill all nail holes where hanger is in contact with lumber.
8)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
9)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (lb/ft)
Vert: 5-8=-20, 1-4=-100
Concentrated Loads (lb)
Vert: 9=-91 (F)
Job Truss Truss Type Qty Ply Elkin- 4 Meadow Run Northampton, MA
F15 1 120032523BFFloor 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 15 11:34:50 Page: 1
ID:cKmT?CxUnsoSSvCUg7nJRNzQW80-rD1y4HfA9etyn_KhGjbLq4UwRZkXKyu5rUUvwJzQVFa
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 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