HomeMy WebLinkAboutI4797720.b11112048(7).PDFb11112048
ProBuild(Mooresville).
My license renewal date for the state of Indiana is July 31, 2012.
Pages or sheets covered by this seal:
The truss drawing(s) referenced below have been prepared by DrJ Consulting, LLC under my direct supervision
based on the parameters provided by
The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design
assumptions as defined on this truss design drawing, solely for the truss component(s) depicted. The design assumptions,
loading conditions, suitability and use of this component for any particular building is the responsibility of the building
designer or owner of the trusses, per ANSI/ITPI 1. The responsibilities and duties of the truss designer, truss design
engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise
defined by a contract agreed upon by the parties involved.
Re:
I4797722thruI4797786
MiTek 20/20 7.2
Important Notice: The accuracy of the Truss Design Drawings relies upon:
1. Accurate metal plate connector design values as published by MiTek.
2. Accurate design values for solid sawn lumber. Design values (E, Emin, Fb, Fc, Fcperp, Ft, and Fv) for solid sawn lumber and approved, grade stamped,
finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies
approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3.
Ryan J. Dexter, P.E.
DrJ Consulting, LLC
6300 Enterprise Lane
Madison, Wisconsin, 53719
June 24,2011
Job
B11112048
Truss
CG01
Truss Type
Diagonal Hip Girder
Qty
3
Ply
1
Job Reference (optional)
I4797722
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:30 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-vx6DoB4HgUQT9eW_hD?Qx5scCvSItof4UR?zFMz3Jft
Scale = 1:14.4
W1
T1
W3
B1
W2
1
2
3
5 4
5x6
1.5x4
3x4
2-2-7
2-2-7
2-2-15
0-0-8
10-1-2 10-1-2
-2-1-7
2-1-7
2-2-15
2-2-15
10-1-2 10-1-2
0-8-7
2-0-9
7.20 12
Plate Offsets (X,Y): [5:Edge,0-4-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
Job
B11112048
Truss
CG02
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
Job Reference (optional)
I4797723
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:30 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-vx6DoB4HgUQT9eW_hD?Qx5scCvRstoy4UR?zFMz3Jft
Scale = 1:20.4
W1
T1
W2
B1
1
2
3
5
4
6
7
8 9
3x6
1.5x4
1.5x4
1-0-14
1-0-6
1-11-0
0-10-2
4-4-10
2-5-10
10-1-2
10-1-2
-2-1-7
2-1-7
1-0-14
1-0-14
1-11-0
0-10-2
4-4-10
2-5-10
10-1-2
10-1-2
0-8-7
3-4-0
7.20 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
Job
B11112048
Truss
CP
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
I4797724
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:31 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-N8gc0X4wRoZKno5AFxWfTIProInucFTEj5kXnoz3Jfs
Scale = 1:28.4
T1 T1
T2
B1
W1 ST1 ST1 ST1 W1
1
2
3 7
8 9
4
5
6
14 13 12 11 10
4x6 4x6
3x4 1.5x4 1.5x4 1.5x4 3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
2-9-4
2-9-4
13-2-15
10-5-11
16-0-3
2-9-4
22-6-13
2-8-0
2-8-0
13-4-3
10-8-3
16-0-3
2-8-0
22-6-13
0-4-6
2-0-0
0-1-8
0-4-6
0-1-8
1-10-8
9.00 12
Plate Offsets (X,Y): [3:0-4-0,0-2-0], [7:0-4-0,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
PIGGYBACK TRUSS
Refer to actual truss design drawing for
additional piggyback truss information.
For wind speed 101 - 146 MPH and mean roof height up to 60 feet,
attach MiTek 3x8 20 GA. Nail-On plates to each face of truss at 72"o.c.
w/ 8d x 1 1/2" common wire nails (.131"x1.5"). Do not
use holes within 1/2"of the edge of member. Apply 4 nails
from each face in each member. Nails should be staggered
and equally divided between front and back.
2 x ___ x 6’-0" SIZE TO MATCH
TOP CHORD OF PIGGYBACK TRUSS.
ATTACHED TO ONE FACE OF TOP
CHORD WITH 2 R0WS OF 10d (0.131" X 3")
NAILS SPACED 6" O.C.
1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS
MUST MATCH IN SIZE, GRADE, AND MUST LINE UP
AS SHOWN IN DETAIL.
2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH
BOTTOM CHORD SO THAT THERE IS FULL WOOD
TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK
AND THE TOP CHORD OF THE BASE TRUSS.
3) CONCENTRATED LOAD MUST BE APPLIED
TO BOTH THE PIGGYBACK AND THE BASE TRUSS.
4) ATTACH 2 x ___ x 6’-0" SCAB TO EACH FACE OF
TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS
SPACED 6" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH
VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.)
(MINIMUM 2X4)
5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM
CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW
BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS
GREATER THAN 4000 LBS.
6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,
NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH
BASE TRUSS.
STANDARD PIGGYBACK
TRUSS CONNECTION DETAIL
VERTICAL WEB TO
EXTEND THROUGH
BOTTOM CHORD
OF PIGGYBACK
ST-PIGGY
SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE
TRUSS (SPACING NOT TO EXCEED 24" O.C.).A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d (0.131" X 3.5") NAILS.
ATTACH PIGGYBACK TRUSS
TO EACH PURLIN WITH
2 - 16d (0.131" X 3.5") NAILS TOENAILED.
FOR PIGGY BACK TRUSSES WITH SPANS < 12’
SCAB MAY BE OMMITED PROVIDED THAT:
ROOF SHEATHING TO BE CONTINUOUS OVER JOINT
(SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT)
IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS:
FOR LARGE CONCENTRATED LOADS APPLIED
TO CAP TRUSS REQUIRING A VERTICAL WEB:
REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS
AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE
Job
B11112048
Truss
CP1
Truss Type
HIP CAP
Qty
2
Ply
1
Job Reference (optional)
I4797725
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:32 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-rKE_Dt5YC6hBPyfNpe2u0Wx_ri6wLhuNxlU4KFz3Jfr
Scale = 1:28.4
T1 T1
T2
B1
W1 W1
1
2
3 4
5 6
8 7
4x6
4x6
3x4 1.5x4 1.5x4 3x4
5-5-4
5-5-4
10-6-15
5-1-11
16-0-3
5-5-4
22-6-13
5-4-0
5-4-0
10-8-3
5-4-3
16-0-3
5-4-0
22-6-13
0-4-6
4-0-0
0-1-8
0-4-6
0-1-8
3-10-8
9.00 12
Plate Offsets (X,Y): [3:0-3-8,0-2-0], [4:0-3-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Job
B11112048
Truss
CP2
Truss Type
GABLE
Qty
6
Ply
1
Job Reference (optional)
I4797726
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:33 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-JWoMQD6AzPp206EZNMZ7ZjUBc6SH47iXAPDeshz3Jfq
Scale = 1:30.9
T1
T1
B1
W1
ST1 ST1
1
2
3
4
5
67
10 9 8
4x6
3x4 1.5x4 1.5x4 3x4
1.5x4
1.5x4
1.5x4
8-0-2
8-0-2
16-0-3
8-0-1
22-6-13
8-0-2
8-0-2
16-0-3
8-0-1
22-6-13
0-4-6
6-0-1
0-1-8
0-4-6
0-1-8
9.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
3x4 =
Trusses @ 24" o.c.
End Wall
Roof Sheathing
1’-3"
Max.
12
Varies to Common Truss
A
A
* *
- Diagonal Bracing
* Refer to Section A-A
24" Max
Vertical Stud
SECTION A-A
2x6 Stud or
2x4 No.2 of better
2x4 Stud
DIAGONAL
BRACE
Typical Horizontal Brace
Nailed To 2x_ Verticals
w/(4)-10d Common Nails
DIAGONAL BRACE
4’-0" O.C. MAX
MAXIMUM WIND SPEED = 90 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATEGORY II BUILDING
EXPOSURE B or C
ASCE 7-98, ASCE 7-02, ASCE 7-05
DURATION OF LOAD INCREASE : 1.60
(4) - 8d NAILS MINIMUM, PLYWOOD
SHEATHING TO 2x4 STD SPF BLOCK
HORIZONTAL BRACE
(SEE SECTION A-A)
(2) - 10d
(2) - 10d NAILS
June 16, 2011 Standard Gable End Detail ST-GE90-2x3-001
Page 1 OF 1
SEE INDIVIDUAL TRUSS DESIGN
DRAWINGS FOR DESIGN CRITERIA
Minimum
Stud Size
Species
and Grade
Stud
Spacing
Without
Brace
1x4
L-Brace
2x4
L-Brace
Maximum Stud Length
2x3 SPF No.3 12" O.C. 4-7-5 8-8-6
16" O.C. 4-2-4 7-6-6
24" O.C. 3-7-14 6-1-13
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
Standard Gable End Detail SHEET 2
Trusses @ 24" o.c.
Roof Sheathing
1’-3"
Max.
2x6 DIAGONAL BRACE SPACED 48" O.C.
ATTACHED TO VERTICAL WITH (4) -16d
COMMON WIRE NAILS AND ATTACHED
TO BLOCKING WITH (5) - 10d COMMONS.
PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES
SUPPORTING THE BRACE AND THE TWO TRUSSES
ON EITHER SIDE AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
End Wall
Diag. Brace
at 1/3 points
if needed
2X 4 PURLIN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH. FASTEN PURLIN
TO BLOCKING W/ TWO 16d NAILS (MIN)
CEILING SHEATHING
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR
THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE
CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE
TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT
MAY RESULT FROM THE BRACING OF THE GABLE ENDS
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE.
METHOD 2 : ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE
AND SPECIES AS THE TRUSS VERTICALS
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH OR LESS, NAIL ALL MEMBERS WITH ONE
ROW OF 10d (.131" X 3") NAILS SPACED 6" O.C.
- FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO
ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM)
STRUCTURAL
GABLE TRUSS
SCAB ALONG
VERTICAL
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
VALID AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
INLAYED STUD
NOTE : THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STRUCTURAL
Job
B11112048
Truss
CP3
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
I4797727
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:34 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-njMkeZ7okjxueGplw34M5x1M1WobpcCgP3zBO7z3Jfp
Scale = 1:28.4
T1 T1
T2
B1
W1 ST1 ST1 ST1 W1
1
2
3 7
8 9
4
5
6
14 13 12 11 10
4x6 4x6
3x4 1.5x4 1.5x4 1.5x4 3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
2-9-4
2-9-4
13-2-15
10-5-11
16-0-3
2-9-4
22-6-13
2-8-0
2-8-0
13-4-3
10-8-3
16-0-3
2-8-0
22-6-13
0-4-6
2-0-0
0-1-8
0-4-6
0-1-8
1-10-8
9.00 12
Plate Offsets (X,Y): [3:0-4-0,0-2-0], [7:0-4-0,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
Job
B11112048
Truss
CP4
Truss Type
PIGGYBACK
Qty
6
Ply
1
Job Reference (optional)
I4797728
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:34 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-njMkeZ7okjxueGplw34M5x1N4WlmpcxgP3zBO7z3Jfp
Scale = 1:13.9
T1 T1
B1
1
2
3
4
5
3x4
2x4 2x4
6-0-3
6-0-3
22-6-13
3-0-2
3-0-2
6-0-3
3-0-1
22-6-13
0-4-6
2-3-1
0-1-8
0-4-6
0-1-8
9.00 12
Plate Offsets (X,Y): [3:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
Job
B11112048
Truss
CP5
Truss Type
HIP CAP
Qty
1
Ply
1
Job Reference (optional)
I4797729
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:35 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-Fvw6rv8QV13lGPOyUmbbe8ZZDw9bY3?pejikwZz3Jfo
Scale = 1:12.5
T1 T1
T2
B1
W1 W1
1
2
3 4
5
6
8 7
4x6 4x6
2x4 1.5x4 1.5x4 2x4
2-9-4
2-9-4
3-2-15
0-5-11
6-0-3
2-9-4
22-6-13
2-8-0
2-8-0
3-4-3
0-8-3
6-0-3
2-8-0
22-6-13
0-4-6
2-0-0
0-1-8
0-4-6
0-1-8
1-10-8
9.00 12
Plate Offsets (X,Y): [3:0-4-0,0-2-0], [4:0-4-0,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Job
B11112048
Truss
GE01
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
I4797730
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:37 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-CI1tGa9g1eJTVjYKcBd3jZfurjru0x5651Br?Sz3Jfm
Scale = 1:62.0
T2
T2
B1
ST8
ST7
ST6
ST5
ST4
ST3
ST2
ST1
HW1 HW1
ST7
ST6
ST5
ST4
ST3
ST2
T1 ST1 T1
B2
O3
O2
O1
O4
O5
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Job
B11112048
Truss
GE03
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
I4797731
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:38 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-gUbFUwAJoyRK7t7X9v9IGnB3b7BElQFGKhxPXuz3Jfl
Scale: 3/8"=1’
T1 T1
B1
ST3
ST2
HW1 HW1
ST1
ST2
ST1
1
2
3
4
5
6
7
8
9
14 13 12 11 10
4x6
3x6 1.5x4 1.5x4 3x6
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
9-4-0
9-4-0
10-1-2
-1-3-4
1-3-4
4-8-0
4-8-0
9-4-0
4-8-0
10-7-4
1-3-4
10-1-2
0-8-7
5-4-7
0-8-7
12.00 12
LOADING (psf)
TCLL
3x4 =
Trusses @ 24" o.c.
End Wall
Roof Sheathing
1’-3"
Max.
12
Varies to Common Truss
A
A
* *
- Diagonal Bracing
* Refer to Section A-A
24" Max
Vertical Stud
SECTION A-A
2x6 Stud or
2x4 No.2 of better
2x4 Stud
DIAGONAL
BRACE
Typical Horizontal Brace
Nailed To 2x_ Verticals
w/(4)-10d Common Nails
DIAGONAL BRACE
4’-0" O.C. MAX
MAXIMUM WIND SPEED = 90 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATEGORY II BUILDING
EXPOSURE B or C
ASCE 7-98, ASCE 7-02, ASCE 7-05
DURATION OF LOAD INCREASE : 1.60
(4) - 8d NAILS MINIMUM, PLYWOOD
SHEATHING TO 2x4 STD SPF BLOCK
HORIZONTAL BRACE
(SEE SECTION A-A)
(2) - 10d
(2) - 10d NAILS
June 16, 2011 Standard Gable End Detail ST-GE90-2x3-001
Page 1 OF 1
SEE INDIVIDUAL TRUSS DESIGN
DRAWINGS FOR DESIGN CRITERIA
Minimum
Stud Size
Species
and Grade
Stud
Spacing
Without
Brace
1x4
L-Brace
2x4
L-Brace
Maximum Stud Length
2x3 SPF No.3 12" O.C. 4-7-5 8-8-6
16" O.C. 4-2-4 7-6-6
24" O.C. 3-7-14 6-1-13
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
Job
B11112048
Truss
GR01
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797732
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:40 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-csj?ucBZKZh2MBHvHKBmLCGD?xh2D58Yn?QVcnz3Jfj
Scale = 1:70.7
T1
T2
T1
B1
W1 W2
W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3
W2 W1
T3
B2 B1
HW1 HW2
1
2
3
4 5 6 7
8 9 10
11
12
13
23 22 21 20
19 18 17
24 25 26 27 16 15 14
28 29 30 31 32 33 34 35
3x6
6x10 6x8
3x6
2x4 4x6 8x8
5x10 MT18H
1.5x4 3x8
2x4
1.5x4
5x8
4x6
6x6
5x10 MT18H
4x6
3x6
2x4
6x8 6x10
2-4-3
2-4-3
4-4-3
2-0-0
4-5-3
0-1-0
6-4-3
Job
B11112048
Truss
GR01
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797732
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:40 2011 Page 2
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-csj?ucBZKZh2MBHvHKBmLCGD?xh2D58Yn?QVcnz3Jfj
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-60, 4-10=-60, 10-13=-60, 2-12=-20
Concentrated Loads (lb)
Vert: 23=-203(B) 22=-202(B) 21=-202(B) 15=-202(B) 14=-203(B) 17=-202(B) 24=-146(B) 25=-203(B) 26=-202(B) 27=-202(B) 28=-202(B) 29=-202(B) 30=-202(B) 31=-202(B)
32=-202(B) 33=-202(B) 34=-203(B) 35=-146(B)
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
Job
B11112048
Truss
GR02
Truss Type
Half Hip Truss
Qty
1
Ply
2 Job Reference (optional)
I4797733
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:42 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-YFrmJIDpsAxmcUQIOlDEQdMaYkLkh0grFJvcgfz3Jfh
Scale = 1:87.5
T1
T2
W5
B1
W1 W2
W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4
T2 T3
B2 B3 B4
1
2
3
4 5 6 7
8 9
10 11 12 13
14
27 26 25 24
23 22 21 20 19
18 17 16 15
28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45
3x6 6x6
3x4
5x8
5x6
3x6
2x4 4x6 5x8
5x6 2x4 3x8
2x4 4x8
2x4
2x4
3x8 2x4
5x8 2x4
5x8 2x4
8x8
3x6
5x6
5x6
2-4-3
2-4-3
4-4-3
2-0-0
4-5-3
0-1-0
6-4-3
1-11-0
8-3-7
1-11-4
Job
B11112048
Truss
GR02
Truss Type
Half Hip Truss
Qty
1
Ply
2 Job Reference (optional)
I4797733
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:42 2011 Page 2
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-YFrmJIDpsAxmcUQIOlDEQdMaYkLkh0grFJvcgfz3Jfh
NOTES
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 20 lb up at 2-4-3, 203 lb down and 50 lb up at 4-4-3, 203 lb down
and 69
lb up at 6-4-3, 202 lb down and 90 lb up at 8-4-3, 202 lb down and 90 lb up at 10-4-3, 202 lb down and 90 lb up at 12-4-3, 202 lb down and 90 lb up at 14-4-3, 202 lb down and 90 lb up
at
16-4-3, 202 lb down and 90 lb up at 18-4-3, 202 lb down and 90 lb up at 20-4-3, 202 lb down and 90 lb up at 22-4-3, 202 lb down and 90 lb up at 24-4-3, 202 lb down and 90 lb up at 26-4-3,
202 lb down and 90 lb up at 28-4-3, 202 lb down and 90 lb up at 30-4-3, 202 lb down and 90 lb up at 32-4-3, 202 lb down and 90 lb up at 34-4-3, 202 lb down and 90 lb up at 36-4-3, 202
lb
down and 90 lb up at 38-4-3, 202 lb down and 90 lb up at 40-4-3, 202 lb down and 90 lb up at 42-4-3, 202 lb down and 90 lb up at 44-4-3, and 202 lb down and 90 lb up at 46-4-3, and 202
lb
down and 90 lb up at 47-4-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-60, 4-14=-60, 2-15=-20
Concentrated Loads (lb)
Vert: 27=-203(F) 26=-202(F) 23=-202(F) 21=-202(F) 17=-202(F) 19=-202(F) 28=-146(F) 29=-203(F) 30=-202(F) 31=-202(F) 32=-202(F) 33=-202(F) 34=-202(F) 35=-202(F) 36=-202(F)
37=-202(F) 38=-202(F) 39=-202(F) 40=-202(F) 41=-202(F) 42=-202(F) 43=-202(F) 44=-202(F) 45=-202(F)
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
Job
B11112048
Truss
GR03
Truss Type
Half Hip Truss
Qty
3
Ply
1
Job Reference (optional)
I4797734
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:43 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-0RP8XeERcU3dDe?UySkTzquts8s_Qgr?Tze9D6z3Jfg
Scale = 1:15.8
T1
T2
W1
B1
W1 W2
HW1
1
2
3
4
6 5
7 8
9 10
4x6 1.5x4
3x4 4x6
3x8
2x4
1-4-12
1-4-12
5-10-12
4-6-0
10-1-2 10-1-2
-1-3-4
1-3-4
1-4-12
1-4-12
3-5-8
2-0-12
5-5-8
2-0-0
5-10-12
0-5-4
10-1-2 10-1-2
0-8-7
2-1-3
12.00 12
Plate Offsets (X,Y): [2:0-1-0,0-4-3], [2:0-0-0,0-0-8], [3:0-4-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
Job
B11112048
Truss
GR04
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797735
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:44 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-VezWk_F3NoBUroagW9FiV2R2FYAg94C8idOjlYz3Jff
Scale: 3/8"=1’
T1
T2
T1
B1
W1 W2 W1
W2 W1
HW1 HW1
1
2
3
4
5
6
7
10 9 8
11 12 13 14 15
4x6
4x6
4x8 4x8
2x4 3x8
1.5x4
2x4
2-8-3
2-8-3
8-0-0
5-3-13
13-3-1
5-3-1
13-3-13
0-0-12
16-0-0
2-8-3
10-1-2 10-1-2
-1-3-4
1-3-4
2-8-3
2-8-3
8-0-0
5-3-13
13-3-13
5-3-13
16-0-0
2-8-3
17-3-4
1-3-4
Job
B11112048
Truss
J01
Truss Type
Jack-Open Truss
Qty
9
Ply
1
Job Reference (optional)
I4797736
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:44 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-VezWk_F3NoBUroagW9FiV2R4PYEi98Q8idOjlYz3Jff
Scale = 1:14.8
T1
B1
1
2
3
4
2x4
2-2-11
2-2-11
2-3-7
0-0-12
10-1-2 11-8-13
10-1-2
-1-3-4
1-3-4
2-3-7
2-3-7
10-1-2 11-8-13
10-1-2
0-4-10
2-1-3
1-7-11
9.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
Job
B11112048
Truss
J02
Truss Type
Jack-Open Truss
Qty
1
Ply
1
Job Reference (optional)
I4797737
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:45 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-zqWuyJFi85JLTy9t4tnx2F_GkyaMubgIxH7GH_z3Jfe
Scale = 1:11.6
T1
B1
1
2
4
5
3
6
2x4
1-4-12
1-4-12
10-1-2 11-0-1
10-1-2
-1-3-4
1-3-4
1-4-12
1-4-12
10-1-2 11-0-1
10-1-2
0-4-10
1-5-3
1-4-7
0-10-15
9.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
Job
B11112048
Truss
J03
Truss Type
Jack-Open Truss
Qty
1
Ply
1
Job Reference (optional)
I4797738
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:45 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-zqWuyJFi85JLTy9t4tnx2F_GpyaMubgIxH7GH_z3Jfe
Scale = 1:14.2
T1
B1
HW1
1
2
4
3
3x6 5
1-2-6
1-2-6
10-1-2 11-4-15
10-1-2
-1-3-4
1-3-4
1-2-6
1-2-6
10-1-2 11-4-15
10-1-2
0-8-7
1-10-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
B11112048
Truss
J04
Truss Type
Jack-Open Truss
Qty
1
Ply
1
Job Reference (optional)
I4797739
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:45 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-zqWuyJFi85JLTy9t4tnx2F_GkyaMubgIxH7GH_z3Jfe
Scale = 1:11.6
T1
B1
1
2
4
5
3
6
2x4
1-4-12
1-4-12
10-1-2 11-0-1
10-1-2
-1-3-4
1-3-4
1-4-12
1-4-12
10-1-2 11-0-1
10-1-2
0-4-10
1-5-3
1-4-7
0-10-15
9.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
Job
B11112048
Truss
J05
Truss Type
Jack-Open Truss
Qty
1
Ply
1
Job Reference (optional)
I4797740
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:46 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-R04H9fGKvPRB46k3daIAaTWQZLved2vRAxtqpRz3Jfd
Scale = 1:14.2
T1
B1
HW1
1
2
4
5
3
6
3x6
1-2-6
1-2-6
10-1-2 11-4-15
10-1-2
-1-3-4
1-3-4
1-2-6
1-2-6
10-1-2 11-4-15
10-1-2
0-8-7
1-10-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
Job
B11112048
Truss
M01
Truss Type
Monopitch Truss
Qty
33
Ply
1
Job Reference (optional)
I4797741
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:46 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-R04H9fGKvPRB46k3daIAaTWKWLqSd2vRAxtqpRz3Jfd
Scale = 1:36.1
T1
W1
B1
HW1
1
2
3
4
1.5x4
3x6 1.5x4
5-10-12
5-10-12
10-1-2 10-1-2
-1-3-4
1-3-4
5-10-12
5-10-12
10-1-2 10-1-2
0-8-7
6-7-3
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
B11112048
Truss
M02
Truss Type
Monopitch Truss
Qty
1
Ply
1
Job Reference (optional)
I4797742
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:47 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-vDefN?Hygja2iFJFBIpP7g3VGlAhMV9aObcNMtz3Jfc
Scale = 1:36.1
T1
W1
B1
HW1
1
2
3
4
1.5x4
3x6 1.5x4
5-10-12
5-10-12
10-1-2
-1-3-4
1-3-4
5-10-12
5-10-12
10-1-2
0-8-7
6-7-3
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
B11112048
Truss
M03
Truss Type
Monopitch Truss
Qty
7
Ply
1
Job Reference (optional)
I4797743
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:47 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-vDefN?Hygja2iFJFBIpP7g3aRlDmMV9aObcNMtz3Jfc
Scale = 1:20.8
T1
W1
B1
1
2
3
4
1.5x4
2x4 1.5x4
4-0-0
4-0-0
10-1-2 10-1-2
-1-3-4
1-3-4
4-0-0
4-0-0
10-1-2 10-1-2
0-4-10
3-4-10
9.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.18
Job
B11112048
Truss
T01
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797744
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:48 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-NPC1aLIaR0ivKPuSl?KegucYr9NM5ixkdEMwuJz3Jfb
Scale = 1:87.9
T2
T3
T2
B1
W1 W2
W3 W4 W3
W4 W3
W5 W6
T1
T4
T1
B2 B3 B1
O3 O3
1
2
3
4
5 6 7 8
9
10
11
12
20 19
18 17 16
15 14
13
3x6
5x10 MT18H
3x8 7x16 MT18H
3x6
5x8
3x6
3x6
2x4 3x6 4x8
2x4
3x6
3x6
3x6 3x4
5x8
3x6
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
Job
B11112048
Truss
T01A
Truss Type
HIP TRUSS
Qty
3
Ply
1
Job Reference (optional)
I4797745
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:49 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-rbmPnhICCKqmxZTeJjrtC58oHZjaq9Itsu5UQlz3Jfa
Scale = 1:86.6
T2
T3
T2
B1
W1 W2
W3 W4 W3
W4 W3
W5 W6
T1
T4
T5
B2 B3 B1
O3 O3
1
2
3
4 5 6 7
8
9
10
11
19 18
17 16 15
14 13
12
3x6
5x10 MT18H
3x8 7x16 MT18H
3x6
4x8
3x6
3x6
2x4 3x6 4x8
2x4
3x6
3x6
3x6 3x4
5x8
3x6
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
8-0-1
Job
B11112048
Truss
T01B
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797746
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:51 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-o_u9CNKSkx4UBtc0Q8tLHWE7JMQaIAnAJCabVez3JfY
Scale = 1:86.7
T2
T3
T2
B1
W1 W2
W3 W4 W3
W4 W3
W2 W1
T1
T4
T5
B2 B3 B1
O3
1
2
3
4 5 6 7
8
9
10
11
19
18
17 16
15
14
13
12
3x6
8x14 MT18H
3x8 8x14 MT18H
3x6
4x10
3x6
3x6
2x4 3x6 3x8
2x4
3x6
3x6
3x6 2x4
4x10
3x6
8-3-14
8-3-14
16-3-7
Job
B11112048
Truss
T01C
Truss Type
HIP TRUSS
Qty
5
Ply
1
Job Reference (optional)
I4797747
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:52 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-GARYQjL5VFCLo1BD_rPaqkmI1mlo1d0KYsK814z3JfX
Scale = 1:85.3
T2
T3
T2
B1
W1
W2
W3
W4
W3
W4
W3
W2
W1
T1
T4
T1
B2 B3 B1
1
2
3
4 5 6 7
8
9
10
18 17
16 15 14
13 12
11
3x6
8x14 MT18H
3x8 8x14 MT18H
3x6
4x10
3x6
3x6
2x4 3x6 3x8
2x4
3x6
3x6
2x4
4x10
3x6 3x6
8-3-14
8-3-14
16-3-7
Job
B11112048
Truss
T01D
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797748
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:53 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-kN?wd2MjGZKCQAmPYYwpMxJTpA52m4FTnW3hZXz3JfW
Scale = 1:86.6
T2
T3
T2
B1
W1 W2
W3 W4
W3 W4
W3
W2 W1
T1
T4
T5
B2 B3 B1
O3
1
2
3
4
5 6 7 8
9
10
11
19
18
17 16
15
14
13
12
3x6
8x14 MT18H
3x8 8x14 MT18H
3x6
4x10
3x6
3x6
2x4 3x6 3x8
2x4
3x6
3x6
2x4
4x10
3x6 3x6
8-3-14
8-3-14
Job
B11112048
Truss
T02
Truss Type
HIP TRUSS
Qty
1
Ply
1
Job Reference (optional)
I4797749
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:55 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-gl7g2kNzoAawfUwofzyISMOne_ltEuhmEqYoePz3JfU
Scale = 1:87.4
T2
T3
T5
B1
B2
B3
B5
B6
W7 W7
W9 W10
W8
W6
W3 W4 W5
W1 W2
T1
T4
T6
B4
B7
O1
HW2
O3 O4 O4
1
2
23
3
4 5 6 7 8
9
10
11
12
21 20 19
18
17 16 15
14
13
8x8
5x8 3x6
8x8
3x6
3x8 2x4
5x8
3x6
3x6
3x4
Job
B11112048
Truss
T03
Truss Type
HIP TRUSS
Qty
1
Ply
1
Job Reference (optional)
I4797750
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:56 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-8xh2F4ObZUinHeV_DhTX_axzZN6PzKvvTUILAsz3JfT
Scale = 1:86.9
T2
T3
T4
T5
T6
B1
B2
B3
B5
B6
W1
W3
W2
W4
W8
W7
W6
W5
W3
W10 W11
W3 W9 W9
T1
O1
T7
B4
B7
O4 O5
O7
1
2
24
3
4 5
6
7
8
9
10
11
22 21 12
20
19
18 17 16 15 14
13
8x8
Job
B11112048
Truss
T04
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797751
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:57 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-c8FRTQPDJnqevo4AnO_mXnU83nVDiu43h81viIz3JfS
Scale = 1:70.7
T2
T3
T2
B1
W1 W2
W3 W4
W3
W2 W1
T1 T1
B2 B1
1
2
3
4
5 6
7
8
9
10
16 15
14 13 12
11
3x6
6x8 5x8
3x6
4x8 3x6
3x6
1.5x4 3x4 3x8
3x6
1.5x4
3x6 4x8
8-3-14
8-3-14
16-3-7
7-11-9
22-3-9
6-0-3
30-3-2
7-11-9
38-7-0
8-3-14
10-1-2 10-1-2
-1-3-4
1-3-4
8-3-14
Job
B11112048
Truss
T04A
Truss Type
Hip Truss
Qty
2
Ply
1
Job Reference (optional)
I4797752
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:34:58 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-4KppgmPr45yUWyfNK6V?3?0IABrdRLACwonSEkz3JfR
Scale = 1:68.8
T2
T3
T2
B1
W1 W2
W3 W4 W3
W2 W1
T1
T4
B2 B1
1
2
3
4
5 6
7
8
9
15 14
13 12 11
10
3x6
6x8 5x8
3x6
4x8 3x6
3x6
1.5x4 3x4 3x8
3x6
1.5x4
3x6 5x8
8-3-14
8-3-14
16-3-7
7-11-9
22-3-9
6-0-3
30-3-2
7-11-9
38-7-0
8-3-14
10-1-2 10-1-2
-1-3-4
1-3-4
8-3-14
8-3-14
Job
B11112048
Truss
T04B
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797753
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:00 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-1jwZ5SR6ciCCmFolSXYT9Q6kz?TBvJnVO6GZJdz3JfP
Scale = 1:70.7
T2
T3
T2
B1
W1 W2
W3 W4 W4
W3
W2 W1
T1 T1
B2 B1
1
2
3
4
5 6
7
8
9
10
11
17 16
15 14
13 12
3x6
5x6 5x6
3x6
4x8 3x6
3x6
1.5x4 3x8
3x4
3x8
3x6
3x6 1.5x4
4x8
6-11-14
6-11-14
13-7-7
6-7-9
24-11-9
11-4-3
31-7-2
6-7-9
38-7-0
6-11-14
10-1-2 10-1-2
Job
B11112048
Truss
T04C
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797754
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:01 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-VvUxJoSkN0K3NPNx0E3ihderWOoiekoecm?6r3z3JfO
Scale = 1:70.7
T1
T2
T1
B1
W1
W2 W3
W2 W3
W2
W1
T3
B2 B1
O1
1
2
3
4 5 6 7
8
9
10
15 14
13 12
11
5x8 3x8
5x8
6x10
3x4 3x6
1.5x4
3x8
1.5x4
3x4
1.5x4
3x6 6x10
10-11-7
10-11-7
19-3-8
8-4-1
27-7-9
8-4-1
38-7-0
10-11-7
10-1-2 10-1-2
-1-3-4
1-3-4
5-7-14
5-7-14
Job
B11112048
Truss
T05
Truss Type
HIP TRUSS
Qty
1
Ply
1
Job Reference (optional)
I4797755
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:02 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-z52KW7TM8KTw?Zy8ZxaxErB3boBNN4ForQlgNVz3JfN
Scale = 1:69.1
T2
T3
T4
T5
T6
B1
B2
B3
B5
B6
W1
W3 W4
W2
W9
W7
W6
W5
W8 W10 W9 W11 W13
W12
T1O1
B4
B4
O4
O7
O5
O7
1
22
2
23
3
4 5
6
7 8
9
10
21
20 19 18
17
16 15 14 13 12
11
8x8
6x8 5x8
5x6 6x6
3x6
Job
B11112048
Truss
T06
Truss Type
HIP TRUSS
Qty
2
Ply
1
Job Reference (optional)
I4797756
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:03 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-RIcijTT_vdbndjXK7f5Am2j8sCWF6XUx44UDwyz3JfM
Scale = 1:67.3
T2
T3
T4
B1
B2
B3
B5
B6
W7
W9
W6
W5
W8
W3 W4
W1 W2
T1 O1 T5
B4
B7
O4
O5
1
2
19
3
4 5
6
7
8
9
17 16 15
14
13 12
11
10
8x8
6x8 8x8
3x6
3x8
1.5x4
4x8
3x6 3x6
3x4
2x4 3x6
8x8
3x6
Job
B11112048
Truss
T07
Truss Type
Common Truss
Qty
15
Ply
1
Job Reference (optional)
I4797757
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:04 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-vUA4xpUcgxjeEt6WhMcPJGGPAcsPr725IkEnSOz3JfL
Scale = 1:61.7
T2 T2
B1
W2
W1 W1
HW1 HW1
T1 T1
B1
1
2
3
4
5
6
7
8
9
10
3x6
4x6
3x6
6x10
5x12
1.5x4
1.5x4
6x10
11-3-8
11-3-8
22-7-0
11-3-8
10-1-2 10-1-2
-1-3-4
1-3-4
5-7-12
5-7-12
11-3-8
5-7-12
16-11-4
5-7-12
22-7-0
5-7-12
23-10-4
1-3-4
10-1-2 10-1-2
0-8-7
11-11-15
Job
B11112048
Truss
T08
Truss Type
Half Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797758
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:05 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-NgkS89VERFrVs0hjF48esTpUn0DmaTbEXOzK_qz3JfK
Scale = 1:87.3
T2
T3
W6
B1
W1 W2
W3 W4 W3
W5 W3 W5
W3 W4
T1
T4 T5
B2 B3 B4
O3 O3 O6
1
2
3
4
5 6 7
8 9
10
11
20 19
18
17
16
15
14
13 12
3x6
8x14 MT18H
3x6 5x8
3x6
5x8
3x6
3x6
2x4 3x6 3x8
2x4
2x4
3x8 2x4
6x10
3x8
3x6 3x6
6-11-14
6-11-14
13-7-7
6-7-9
Job
B11112048
Truss
T10
Truss Type
Half Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797759
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:06 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-rtIqMVWtCYzMUAGvonftOhLiCPY7JsdNm2jtXGz3JfJ
Scale = 1:87.5
T1
T2
W5
B1
W1
W2 W3 W2 W3 W2 W3 W2 W3 W2 W4
T3 T4
B2 B3 B4
1
2
3
4 5 6
7 8 9 10 11
20
19
18 17
16
15
14
13 12
5x8 3x6 5x8
3x4
5x12 3x6
4x8
2x4
3x8
2x4
2x4
3x8 2x4
3x8 2x4
6x8
3x6
3x6 3x6
10-11-7
10-11-7
18-6-8
7-7-1
26-0-5
7-5-13
33-6-2
7-5-13
40-11-15
7-5-13
48-7-0
7-7-1
Job
B11112048
Truss
T11
Truss Type
Half Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797760
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:07 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-K3rDZrWVzs5D5Kr5MVA6xuuwap?J2UAX?iSR3jz3JfI
Scale = 1:38.5
W1
T1
T2
B1
W2 W1
HW2
1 2
3
4
6
5
3x6
5x6
4x6
3x4 4x8
2-8-5
2-8-5
9-1-8
6-5-3
10-1-2 10-1-2
2-8-5
2-8-5
9-1-8
6-5-3
10-4-12
1-3-4
10-1-2 10-1-2
7-1-10
0-8-7
7-1-10
12.00 12
Plate Offsets (X,Y): [3:Edge,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Job
B11112048
Truss
T12
Truss Type
Half Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797761
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:07 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-K3rDZrWVzs5D5Kr5MVA6xuu_cp1f2WZX?iSR3jz3JfI
Scale: 3/8"=1’
W1
T1
T2
B1
W2 W1
HW2
1 2
3
4
6
5
2x4
3x6
4x6
3x8
3x4
4-2-5
4-2-5
9-1-8
4-11-3
10-1-2 10-1-2
4-2-5
4-2-5
9-1-8
4-11-3
10-4-12
1-3-4
10-1-2 10-1-2
5-7-10
0-8-7
5-7-10
12.00 12
Plate Offsets (X,Y): [2:0-4-8,0-2-0], [3:Edge,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Job
B11112048
Truss
T13
Truss Type
Common Truss
Qty
1
Ply
1
Job Reference (optional)
I4797762
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:08 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-oFPbnBX7kAD4jUQIwChLT6R9XDNtnzGgDMC_b9z3JfH
Scale: 3/8"=1’
T1
T2
B1
W1
HW1 HW1
1
2
3
4
5
3x8
4x6
3x8
1.5x4
4-8-0
4-8-0
9-4-0
4-8-0
10-1-2 10-1-2
4-8-0
4-8-0
9-4-0
4-8-0
10-7-4
1-3-4
10-1-2 10-1-2
0-8-7
5-4-7
0-8-7
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
Job
B11112048
Truss
T14
Truss Type
Special Truss
Qty
1
Ply
1
Job Reference (optional)
I4797763
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:09 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-GSzz_XYlVTLxLe?UUvCa0JzK5dkLWQEqS0xX7bz3JfG
Scale: 3/8"=1’
W1
T1
T2
T3
B1
W2 W3
W4
HW2
1
2
3
4
5
7
6
3x4
1.5x4
4x6
4x6
3x8
3x4
4-8-0
4-8-0
9-4-0
4-8-0
10-1-2 10-1-2
1-11-3
1-11-3
4-8-0
2-8-13
9-4-0
4-8-0
10-7-4
1-3-4
10-1-2 10-1-2
2-7-10
5-4-7
0-8-7
2-7-10
12.00 12
Plate Offsets (X,Y): [4:Edge,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
Job
B11112048
Truss
T15
Truss Type
Special Truss
Qty
1
Ply
1
Job Reference (optional)
I4797764
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:09 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-GSzz_XYlVTLxLe?UUvCa0JzK0dkKWPrqS0xX7bz3JfG
Scale: 3/8"=1’
W1
T1
T2
T3
B1
W2 W3
W4
HW2
1
2
3
4
5
7
6
3x4
1.5x4
5x6
4x6
3x8
3x4
4-5-8
4-5-8
9-1-8
4-8-0
10-1-2 10-1-2
3-2-11
3-2-11
4-5-8
1-2-13
9-1-8
4-8-0
10-4-12
1-3-4
10-1-2 10-1-2
4-1-10
5-4-7
0-8-7
4-1-10
12.00 12
Plate Offsets (X,Y): [4:Edge,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
Job
B11112048
Truss
T16
Truss Type
Half Hip Truss
Qty
3
Ply
1
Job Reference (optional)
I4797765
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:10 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-keXLBsZNGnToyoZg1djpZXWT714SFtyzhgh5g2z3JfF
Scale = 1:29.3
T1
T2
W1
B1
W1 W2
HW1
1
2
3 4
6 5
1.5x4
3x6 3x4
1.5x4
4x6
4-4-12
4-4-12
5-10-12
1-6-0
10-1-2 10-1-2
-1-3-4
1-3-4
4-4-12
4-4-12
5-10-12
1-6-0
10-1-2 10-1-2
0-8-7
5-1-3
12.00 12
Plate Offsets (X,Y): [3:0-4-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
Job
B11112048
Truss
T17
Truss Type
Half Hip Truss
Qty
3
Ply
1
Job Reference (optional)
I4797766
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:10 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-keXLBsZNGnToyoZg1djpZXWWk15xFtmzhgh5g2z3JfF
Scale = 1:22.2
T1
T2
W1
B1
W1 W2
HW1
1
2
3 4
6 5
1.5x4
3x6 3x4
1.5x4
4x6
2-10-12
2-10-12
5-10-12
3-0-0
10-1-2 10-1-2
-1-3-4
1-3-4
2-10-12
2-10-12
5-10-12
3-0-0
10-1-2 10-1-2
0-8-7
3-7-3
12.00 12
Plate Offsets (X,Y): [3:0-4-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
Job
B11112048
Truss
T18
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797767
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:11 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-Cq5jPCZ?05beax8sbKE25k3aCQKC_GW7vJQeCUz3JfE
Scale = 1:39.1
T1
T2
T1
B1
W1 W2 W1
HW1 HW1
1
2
3 4
5
6
8 7
5x8
4x8
4x10 1.5x4 3x4 4x10
7-2-3
7-2-3
8-9-13
1-7-10
16-0-0
7-2-3
10-1-2 10-1-2
-1-3-4
1-3-4
7-2-3
7-2-3
8-9-13
1-7-10
16-0-0
7-2-3
17-3-4
1-3-4
10-1-2 10-1-2
0-8-7
7-10-10
0-8-7
7-10-10
12.00 12
Plate Offsets (X,Y): [2:0-3-8,Edge], [3:0-4-8,0-1-4], [4:0-4-8,0-1-4], [5:0-3-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
Job
B11112048
Truss
T18A
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797768
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:12 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-g0f6cYadnOjVC5j392mHeyboZqjUjmAG8zACkwz3JfD
Scale = 1:32.8
T1
T2
T1
B1
W1 W2 W1
HW1 HW1
1
2
3 4
5
6
8 7
4x6
4x6
3x8 3x8
1.5x4 3x4
5-8-3
5-8-3
10-3-13
4-7-10
16-0-0
5-8-3
10-1-2 10-1-2
-1-3-4
1-3-4
5-8-3
5-8-3
10-3-13
4-7-10
16-0-0
5-8-3
17-3-4
1-3-4
10-1-2 10-1-2
0-8-7
6-4-10
0-8-7
6-4-10
12.00 12
Plate Offsets (X,Y): [3:0-4-4,0-1-12], [4:0-4-4,0-1-12], [5:Edge,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
Job
B11112048
Truss
T18B
Truss Type
Hip Truss
Qty
1
Ply
1
Job Reference (optional)
I4797769
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:12 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-g0f6cYadnOjVC5j392mHeybmRqhkjn1G8zACkwz3JfD
Scale: 3/8"=1’
T1
T2
T1
B1
W1 W2
W1
HW1 HW1
1
2
3 4
5
6
8 7
5x8
4x6
3x8 3x8
1.5x4 3x4
4-2-3
4-2-3
11-9-13
7-7-10
16-0-0
4-2-3
10-1-2 10-1-2
-1-3-4
1-3-4
4-2-3
4-2-3
11-9-13
7-7-10
16-0-0
4-2-3
17-3-4
1-3-4
10-1-2 10-1-2
0-8-7
4-10-10
0-8-7
4-10-10
12.00 12
Plate Offsets (X,Y): [3:0-4-12,0-1-8], [5:Edge,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
Job
B11112048
Truss
V01
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
I4797770
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:13 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-8DDUqubGYirMqFIFjlHWA98zHE1XSBhPNdvlGMz3JfC
Scale = 1:55.3
T1
W1
B1
ST2
ST1
O1
1
2
3
4
3x4 7 6 5
4x6
3x6
1.5x4
1.5x4
1.5x4
1.5x4
11-5-9
11-5-9
10-4-0
11-5-9
11-5-9
10-4-0
0-0-4
11-5-9
12.00 12
Plate Offsets (X,Y): [4:0-4-7,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
Job
B11112048
Truss
V02
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797771
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:13 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-8DDUqubGYirMqFIFjlHWA98wWE2WSBZPNdvlGMz3JfC
Scale = 1:49.3
T1
W1
B1
ST1
O1
1
2
3
3x8 5 4
3x6
3x8
1.5x4
1.5x4
9-11-9
9-11-9
11-10-0
9-11-9
9-11-9
11-10-0
9-11-9
12.00 12
Plate Offsets (X,Y): [1:0-6-1,Edge], [4:0-3-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
Job
B11112048
Truss
V03
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797772
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:14 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-cPns1EcuJ?zDRPtRGToljNh2QeRnAhuZcHfIppz3JfB
Scale = 1:42.0
T1
W1
B1
ST1
1
2
3
2x4 5 4
1.5x4
1.5x4 1.5x4
1.5x4
8-5-9
8-5-9
13-4-0
8-5-9
8-5-9
13-4-0
8-5-9
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.83
0.17
Job
B11112048
Truss
V04
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797773
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:14 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-cPns1EcuJ?zDRPtRGToljNh6qeQ1AizZcHfIppz3JfB
Scale = 1:35.3
T1
W1
B1
ST1
1
2
3
5 4
2x4
1.5x4
1.5x4 1.5x4
1.5x4
6-11-9
6-11-9
14-10-0
6-11-9
6-11-9
14-10-0
6-11-9
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.55
Job
B11112048
Truss
V05
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797774
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:14 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-cPns1EcuJ?zDRPtRGToljNh3eeMAAirZcHfIppz3JfB
Scale = 1:28.5
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
5-5-9
5-5-9
16-4-0
5-5-9
5-5-9
16-4-0
5-5-9
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.75
0.46
0.00
DEFL
Job
B11112048
Truss
V06
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797775
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:15 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-5bKEFadW4J543ZSeqAJ_GaDKM2m4v95iqxOsLFz3JfA
Scale = 1:21.6
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-11-9
3-11-9
17-10-0
3-11-9
3-11-9
17-10-0
3-11-9
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.37
0.23
0.00
DEFL
Job
B11112048
Truss
V07
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797776
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:15 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-5bKEFadW4J543ZSeqAJ_GaDOE2oRv95iqxOsLFz3JfA
Scale = 1:14.5
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
2-5-9
2-5-9
19-4-0
2-5-9
2-5-9
19-4-0
2-5-9
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.12
0.07
0.00
DEFL
Job
B11112048
Truss
V08
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797777
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:43:01 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-RFUP2wGpLVpyzA4C72gG8rW1Rusa5vSI_RHWhEz3JXu
Scale = 1:7.2
T1
W1
B1
1
2
3
4x6
0-11-9
0-11-9
20-10-0
0-11-9
0-11-9
20-10-0
0-11-9
12.00 12
Plate Offsets (X,Y): [1:0-2-0,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.00
0.00
0.00
DEFL
Vert(LL)
Job
B11112048
Truss
V14
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797778
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:16 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-ZoucSwd8rdDxhj1qOuqDoomRcR6NecMs3b8Pthz3Jf9
Scale = 1:36.6
T1
W1
B1
ST1
1
2
3
5 4
2x4
1.5x4
1.5x4 1.5x4
1.5x4
7-2-13
7-2-13
11-1-0
7-2-13
7-2-13
11-1-0
7-2-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.59
Job
B11112048
Truss
V15
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797779
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:16 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-ZoucSwd8rdDxhj1qOuqDoomNqR2recLs3b8Pthz3Jf9
Scale = 1:29.8
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
5-8-13
5-8-13
12-7-0
5-8-13
5-8-13
12-7-0
5-8-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.83
0.51
0.00
DEFL
Job
B11112048
Truss
V16
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797780
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:17 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-1_S?fGemcwLoIsc0ybLSL?JfxrRzN3b?IFtzP8z3Jf8
Scale = 1:22.8
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
4-2-13
4-2-13
14-1-0
4-2-13
4-2-13
14-1-0
4-2-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.43
0.26
0.00
DEFL
Job
B11112048
Truss
V17
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797781
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:17 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-1_S?fGemcwLoIsc0ybLSL?JjBrUaN3b?IFtzP8z3Jf8
Scale = 1:15.7
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
2-8-13
2-8-13
15-7-0
2-8-13
2-8-13
15-7-0
2-8-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.16
0.10
0.00
DEFL
Job
B11112048
Truss
V18
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797782
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:18 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-VA0NtcfONEUfw0BDVIshtDrv3Fq76Wr8WvdWyaz3Jf7
Scale = 1:8.5
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
1-2-13
1-2-13
17-1-0
1-2-13
1-2-13
17-1-0
1-2-13
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.02
0.01
0.00
DEFL
Job
B11112048
Truss
V19
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797783
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:18 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-VA0NtcfONEUfw0BDVIshtDrtoFpq6UY8WvdWyaz3Jf7
Scale = 1:36.1
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
3x4
4x6
1.5x4 1.5x4 3x4
1.5x4
1.5x4
1.5x4
13-10-2
13-10-2
11-7-0
6-11-1
6-11-1
13-10-2
6-11-1
11-7-0
6-11-1
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
Job
B11112048
Truss
V20
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797784
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:19 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-zNal4xg18YcWYAlP30OwQQOzzf7ury9IlZM3U0z3Jf6
Scale = 1:28.9
T1 T1
B1
ST1
1
2
3
4
3x6
4x6
3x6
1.5x4
10-10-2
10-10-2
13-1-0
5-5-1
5-5-1
10-10-2
5-5-1
13-1-0
5-5-1
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
B11112048
Truss
V21
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797785
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:19 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-zNal4xg18YcWYAlP30OwQQO?7f7orzPIlZM3U0z3Jf6
Scale = 1:22.6
T1 T1
B1
ST1
1
2
3
4
2x4
4x6
1.5x4 2x4
7-10-2
7-10-2
14-7-0
3-11-1
3-11-1
7-10-2
3-11-1
14-7-0
3-11-1
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.38
Job
B11112048
Truss
V22
Truss Type
Valley Truss
Qty
1
Ply
1
Job Reference (optional)
I4797786
PROBUILD, MOORESVILLE, IN 46158 7.250 s Apr 21 2011 MiTek Industries, Inc. Thu Jun 23 18:35:20 2011 Page 1
ID:IvJazOcGaW7oP7FTFIz4YgzLu67-RZ87IHgfvrkN9KKbdjv9zexDr3VVaQ5R_D6d0Sz3Jf5
Scale = 1:14.0
T1 T1
B1
ST1
1
2
3
4
2x4
4x6
1.5x4 2x4
4-10-2
4-10-2
16-1-0
2-5-1
2-5-1
4-10-2
2-5-1
16-1-0
2-5-1
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.13
edge of truss.
/ 16 " from outside
1
0 -
PRODUCT CODE APPROVALS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
W4-6
W3-6
W3-7
W2-7
W1-7
C1-8
C7-8 C6-7 C5-6
C4-5
C3-4
C1-2 C2-3
TOP CHORD
TOP CHORD
8 7 6 5
4
1 2 3
BOTTOM CHORDS
TOP CHORDS
BEARING
LATERAL BRACING LOCATION
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or proprietay bracing
(e.g. eliminator) if indicated.
The first dimension is the plate
width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
4 x 4
PLATE SIZE
This symbol indicates the
required direction of slots in
connector plates.
/ 16 "
1
For 4 x 2 orientation, locate
plates 0-
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
1 "
/ 4
3
PLATE LOCATION AND ORIENTATION
Symbols Numbering System
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI1.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative T, I, or Eliminator
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
21. Unless information is otherwise provided to DrJ in writing,
the use of these designs presumes approval, through the building
designer or owner of the trusses, of the loads and related design
assumptions (e.g. spans, profiles, deflection, etc.) found on each of the individ
22. These trusses are designed using MiTek Sapphire
standard analysis methods in accordance with
ANSI/TPI 1 and related proprietary information.
23. It is extremely important to properly install temporary lateral
restraint and diagonal bracing, in accordance with BCSI-B2
or using proprietary methods (e.g. Stabilizer, etc.).
24. Sheathing applied in the plane of the truss is not considered in the design of th
components unles specifically noted.
25. Graphical purlin representation, if shown, does not depict the size or orientatio
of the purlin along the top and/or bottom chord. Purlins must be
designed by others for size, and positioned in such a way as to support
the imposed load along the clearspan of the purlin.
Failure to Follow Could Cause Property
Damage or Personal Injury
General Safety Notes
* Plate location details available in MiTek 20/20
software or upon request.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
' 2011 DrJ Consulting, LLC All Rights Reserved
WEBS
edge of truss.
/ 16 " from outside
1
0 -
ICC-ES Reports:
ESR-1311, ESR-1352, ER-5243, 9604B,
9730, 95-43, 96-31, 9667A
NER-487, NER-561
95110, 84-32, 96-67, ER-3907, 9432A
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
W4-6
W3-6
W3-7
W2-7
W1-7
C1-8
C7-8 C6-7 C5-6
C4-5
C3-4
C1-2 C2-3
TOP CHORD
TOP CHORD
8 7 6 5
4
1 2 3
BOTTOM CHORDS
TOP CHORDS
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
4 x 4
PLATE SIZE
This symbol indicates the
required direction of slots in
connector plates.
/ 16 "
1
For 4 x 2 orientation, locate
plates 0-
1 "
/ 4
3
PLATE LOCATION AND ORIENTATION
Symbols Numbering System General Safety Notes
* Plate location details available in MiTek 20/20
software or upon request.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 dimensions shown in ft-in-sixteenths
WEBS
DrJ Consulting, LLC
6300 Enterprise Lane
Madison, WI 53719
0.08
0.02
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=102/4-10-2 (min. 0-1-8), 3=102/4-10-2 (min. 0-1-8), 4=128/4-10-2 (min. 0-1-8)
Max Horz 1=-48(LC 4)
Max Uplift 1=-17(LC 7), 3=-17(LC 7)
Max Grav 1=102(LC 1), 3=102(LC 1), 4=129(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.24
0.04
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 23 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=175/7-10-2 (min. 0-1-8), 3=175/7-10-2 (min. 0-1-8), 4=221/7-10-2 (min. 0-1-8)
Max Horz 1=-83(LC 4)
Max Uplift 1=-29(LC 7), 3=-29(LC 7)
Max Grav 1=175(LC 1), 3=175(LC 1), 4=222(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.46
0.23
0.12
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 33 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=224/10-10-2 (min. 0-1-8), 3=224/10-10-2 (min. 0-1-8), 4=363/10-10-2 (min. 0-1-8)
Max Horz 1=-118(LC 4)
Max Uplift 1=-19(LC 7), 3=-19(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
CSI
TC
BC
WB
(Matrix)
0.16
0.09
0.15
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 46 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 13-10-2.
(lb) - Max Horz 1=-153(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-141(LC 6), 6=-141(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=302(LC 10), 6=302(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=141,
6=141.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 3 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-2-13 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=31/1-2-13 (min. 0-1-8), 3=31/1-2-13 (min. 0-1-8)
Max Horz 1=23(LC 5)
Max Uplift 3=-9(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 9 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=91/2-8-13 (min. 0-1-8), 3=91/2-8-13 (min. 0-1-8)
Max Horz 1=69(LC 5)
Max Uplift 3=-27(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=151/4-2-13 (min. 0-1-8), 3=151/4-2-13 (min. 0-1-8)
Max Horz 1=114(LC 5)
Max Uplift 3=-45(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 19 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=211/5-8-13 (min. 0-1-8), 3=211/5-8-13 (min. 0-1-8)
Max Horz 1=159(LC 5)
Max Uplift 3=-62(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.22
0.06
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 29 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 4 SPF Stud
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=74/7-2-13 (min. 0-1-8), 4=123/7-2-13 (min. 0-1-8), 5=342/7-2-13 (min. 0-1-8)
Max Horz 1=203(LC 5)
Max Uplift 1=-55(LC 4), 4=-60(LC 5), 5=-161(LC 6)
Max Grav 1=150(LC 5), 4=123(LC 1), 5=342(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-256/229
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=161.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 2 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 0-11-9 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=15/0-11-9 (min. 0-1-8), 3=15/0-11-9 (min. 0-1-8)
Max Horz 1=15(LC 5)
Max Uplift 1=-2(LC 4), 3=-9(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=80/2-5-9 (min. 0-1-8), 3=80/2-5-9 (min. 0-1-8)
Max Horz 1=60(LC 5)
Max Uplift 3=-24(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-11-9 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=140/3-11-9 (min. 0-1-8), 3=140/3-11-9 (min. 0-1-8)
Max Horz 1=106(LC 5)
Max Uplift 3=-41(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF Stud
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=200/5-5-9 (min. 0-1-8), 3=200/5-5-9 (min. 0-1-8)
Max Horz 1=151(LC 5)
Max Uplift 3=-59(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.21
0.06
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 28 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF Stud
WEBS 2 X 4 SPF Stud
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=60/6-11-9 (min. 0-1-8), 4=124/6-11-9 (min. 0-1-8), 5=333/6-11-9 (min. 0-1-8)
Max Horz 1=195(LC 5)
Max Uplift 1=-57(LC 4), 4=-58(LC 5), 5=-156(LC 6)
Max Grav 1=146(LC 5), 4=124(LC 1), 5=333(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=156.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.13
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 35 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=126/8-5-9 (min. 0-1-8), 4=113/8-5-9 (min. 0-1-8), 5=398/8-5-9 (min. 0-1-8)
Max Horz 1=240(LC 5)
Max Uplift 1=-51(LC 4), 4=-66(LC 5), 5=-187(LC 6)
Max Grav 1=172(LC 5), 4=118(LC 4), 5=398(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-298/260
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=187.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
(Matrix)
0.58
0.36
0.26
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 39 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-4
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 (lb/size) 1=182/9-11-9 (min. 0-1-8), 4=95/9-11-9 (min. 0-1-8), 5=484/9-11-9 (min. 0-1-8)
Max Horz 1=286(LC 5)
Max Uplift 1=-48(LC 4), 4=-75(LC 5), 5=-230(LC 6)
Max Grav 1=200(LC 5), 4=128(LC 4), 5=484(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-277/185
WEBS 2-5=-339/232
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=230.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.41
0.42
0.31
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 51 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 4-5
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 11-5-9.
(lb) - Max Horz 1=330(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-164(LC 6), 7=-146(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=337(LC 1), 7=312(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-341/191, 2-3=-264/192
WEBS 3-6=-256/166
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 6=164,
7=146.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.54
0.39
0.08
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.18
0.02
(loc)
7-8
7-8
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 61 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-7
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 (lb/size) 2=716/0-3-8 (min. 0-1-8), 5=716/0-3-8 (min. 0-1-8)
Max Horz 2=-109(LC 4)
Max Uplift 2=-50(LC 6), 5=-50(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-777/76, 3-4=-490/108, 4-5=-778/76
BOT CHORD 2-8=-73/487, 7-8=-71/490, 5-7=-13/487
WEBS 3-8=0/266, 4-7=0/267
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.40
0.28
0.14
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.10
0.01
(loc)
2-8
2-8
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 64 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=716/0-3-8 (min. 0-1-8), 5=716/0-3-8 (min. 0-1-8)
Max Horz 2=-144(LC 4)
Max Uplift 2=-55(LC 6), 5=-55(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-721/88, 3-4=-415/128, 4-5=-721/88
BOT CHORD 2-8=-50/413, 7-8=-49/415, 5-7=0/413
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.64
0.48
0.36
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.23
0.01
(loc)
5-7
5-7
5
l/defl
>999
>844
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 68 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=716/0-3-8 (min. 0-1-8), 5=716/0-3-8 (min. 0-1-8)
Max Horz 2=-180(LC 4)
Max Uplift 2=-57(LC 6), 5=-57(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-695/95, 3-4=-383/155, 4-5=-695/94
BOT CHORD 2-8=-23/377, 7-8=-23/379, 5-7=0/379
WEBS 3-7=-249/258, 4-7=-151/264
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.17
0.10
0.07
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
0.00
(loc)
2-6
2-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 8 SYP 2400F 2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end
verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 4
REACTIONS (lb/size) 5=223/Mechanical, 2=316/0-5-8 (min. 0-1-8)
Max Horz 2=112(LC 5)
Max Uplift 5=-38(LC 5), 2=-46(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.34
0.19
0.12
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.04
0.00
(loc)
2-6
2-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 31 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 8 SYP 2400F 2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end
verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 4
REACTIONS (lb/size) 5=223/Mechanical, 2=316/0-5-8 (min. 0-1-8)
Max Horz 2=157(LC 5)
Max Uplift 5=-57(LC 5), 2=-35(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.23
0.18
0.18
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.03
0.00
(loc)
4-6
4-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 41 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 1
REACTIONS (lb/size) 7=355/0-5-8 (min. 0-1-8), 4=442/0-3-8 (min. 0-1-8)
Max Horz 7=-179(LC 4)
Max Uplift 7=-50(LC 4), 4=-48(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-373/65
WEBS 2-7=-291/52
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.23
0.18
0.09
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.03
0.00
(loc)
4-6
4-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 39 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 1
REACTIONS (lb/size) 7=364/0-3-8 (min. 0-1-8), 4=451/0-3-8 (min. 0-1-8)
Max Horz 7=-161(LC 4)
Max Uplift 7=-9(LC 7), 4=-51(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-296/80, 3-4=-385/61
WEBS 2-7=-339/58
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.21
0.20
0.07
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.04
0.00
(loc)
1-5
1-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 34 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=368/0-3-8 (min. 0-1-8), 3=455/0-3-8 (min. 0-1-8)
Max Horz 1=-131(LC 4)
Max Uplift 1=-7(LC 6), 3=-53(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-395/63, 2-3=-398/66
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.23
0.20
0.10
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.05
0.00
(loc)
3-5
3-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 40 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 1
REACTIONS (lb/size) 6=355/0-5-8 (min. 0-1-8), 3=442/0-3-8 (min. 0-1-8)
Max Horz 6=-173(LC 4)
Max Uplift 6=-60(LC 4), 3=-43(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-326/103, 2-3=-366/72
WEBS 1-5=-64/289
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.48
0.35
0.25
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.15
0.00
(loc)
3-5
3-5
3
l/defl
>999
>738
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 43 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 1
REACTIONS (lb/size) 6=355/0-5-8 (min. 0-1-8), 3=442/0-3-8 (min. 0-1-8)
Max Horz 6=-219(LC 4)
Max Uplift 6=-78(LC 4), 3=-32(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-372/120, 2-3=-333/73
WEBS 1-5=-120/400
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
10-1-2 10-1-2
-1-3-4
1-3-4
5-7-14
5-7-14
10-11-7
5-3-9
18-6-8
7-7-1
26-0-5
7-5-13
33-6-2
7-5-13
40-11-15
7-5-13
48-7-0
7-7-1
10-1-2 10-1-2
0-4-10
8-7-3
9.00 12
Plate Offsets (X,Y): [2:0-1-10,Edge], [4:0-5-4,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.65
0.79
0.98
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.30
-0.83
0.18
(loc)
2-20
2-20
12
l/defl
>999
>700
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 236 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2 *Except*
B1,B2: 2 X 4 SYP No.1
WEBS 2 X 4 SPF No.2 *Except*
W1,W2: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins, except end
verticals, and 2-0-0 oc purlins (2-11-7 max.): 4-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF No.2 - 8-13
2 X 4 SPF Stud - 5-20, 7-17, 10-13
2 X 6 SPF No.2 - 11-12
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.
JOINTS 1 Brace at Jt(s): 11
REACTIONS (lb/size) 12=1927/0-5-8 (min. 0-3-0), 2=2020/0-5-8 (min. 0-2-6)
Max Horz 2=262(LC 5)
Max Uplift 12=-235(LC 4), 2=-66(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2798/287, 3-4=-2567/293, 4-5=-1994/282, 5-6=-2823/367, 6-7=-2823/367, 7-8=-2823/367,
8-9=-1506/256, 9-10=-1506/256, 10-11=-1506/256, 11-12=-1851/284
BOT CHORD 2-20=-277/2144, 19-20=-305/2674, 18-19=-305/2674, 17-18=-305/2674, 16-17=-272/2432,
15-16=-272/2432, 14-15=-272/2432, 13-14=-272/2432
WEBS 4-20=-40/1090, 5-20=-1017/271, 5-18=0/261, 7-17=-445/177, 8-17=-56/584, 8-15=0/291,
8-13=-1383/133, 10-13=-471/179, 11-13=-257/2212
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 12=235.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
22-4-15
8-9-8
31-1-3
8-8-4
39-9-8
8-8-4
48-7-0
8-9-8
10-1-2 10-1-2
-1-3-4
1-3-4
6-11-14
6-11-14
13-7-7
6-7-9
22-4-15
8-9-8
31-1-3
8-8-4
39-9-8
8-8-4
48-7-0
8-9-8
10-1-2 10-1-2
0-4-10
10-7-3
9.00 12
Plate Offsets (X,Y): [2:0-1-4,Edge], [5:0-10-8,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.89
0.74
0.71
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.51
0.17
(loc)
17-19
17-19
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 248 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W6: 2 X 4 SYP No.1, W1,W2: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, except end
verticals, and 2-0-0 oc purlins (2-8-12 max.): 5-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-19, 5-17, 6-17, 8-17, 9-13, 11-13
2 X 6 SPF No.2 - 11-12, 8-13
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.
JOINTS 1 Brace at Jt(s): 11
REACTIONS (lb/size) 12=1927/0-5-8 (min. 0-3-0), 2=2020/0-5-8 (min. 0-3-3)
Max Horz 2=323(LC 5)
Max Uplift 12=-201(LC 4), 2=-79(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2863/249, 3-4=-2417/267, 4-5=-2202/311, 5-6=-2288/341, 6-7=-2288/342, 7-8=-2288/342,
8-9=-1378/256, 9-10=-1378/256, 10-11=-1378/256, 11-12=-1840/259
BOT CHORD 2-20=-266/2161, 19-20=-266/2161, 18-19=-251/1848, 17-18=-251/1848, 16-17=-261/2121,
15-16=-261/2121, 14-15=-261/2121, 13-14=-261/2121
WEBS 3-20=0/280, 3-19=-404/154, 5-19=0/500, 5-17=-245/677, 6-17=-535/230, 8-17=-34/259,
8-15=0/341, 8-13=-1153/110, 9-13=-549/207, 11-13=-198/2093
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 12=201.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0-8-7
12.00 12
Plate Offsets (X,Y): [2:0-5-0,Edge], [8:0-5-0,Edge], [10:0-6-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.49
0.87
0.28
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.30
-0.78
0.03
(loc)
2-10
2-10
8
l/defl
>915
>349
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 94 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W2: 2 X 4 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-10, 3-10
REACTIONS (lb/size) 2=980/0-3-8 (min. 0-1-9), 8=980/0-3-8 (min. 0-1-9)
Max Horz 2=-274(LC 4)
Max Uplift 2=-64(LC 6), 8=-64(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1005/124, 3-4=-794/134, 4-5=-666/178, 5-6=-666/178, 6-7=-794/134, 7-8=-1005/124
BOT CHORD 2-10=-70/642, 8-10=0/642
WEBS 5-10=-116/666, 7-10=-261/202, 3-10=-261/201
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
1.5x4
6x16
1.5x4 3x6
5x8
3-1-15
3-1-15
9-8-11
6-6-12
16-3-7
6-6-12
20-5-15
4-2-8
22-3-9
1-9-10
30-3-2
7-11-9
38-7-0
8-3-14
10-1-2 10-1-2
9-8-11
9-8-11
16-3-7
6-6-12
22-3-9
6-0-3
30-3-2
7-11-9
38-7-0
8-3-14
10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
2-0-0
12-7-3
9.00 12
Plate Offsets (X,Y): [1:0-1-4,0-1-8], [2:0-2-11,0-0-12], [4:0-4-8,0-1-12], [6:0-4-8,0-1-12], [9:0-1-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.85
0.87
0.87
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.31
-0.80
0.63
(loc)
2-17
2-17
9
l/defl
>999
>572
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 249 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1: 2 X 8 SYP 2400F 2.0E
BOT CHORD 2 X 4 SPF No.2 *Except*
B2: 2 X 3 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W7,W5,W3,W4: 2 X 4 SPF No.2
OTHERS 2 X 8 SYP 2400F 2.0E
LBR SCAB 1-3 2 X 8 SYP 2400F 2.0E one side
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (3-11-15 max.): 4-6.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 13-14.
T-Brace: 2 X 4 SPF Stud - 5-14
WEBS T-Brace: 2 X 4 SPF Stud - 6-12, 8-12, 4-14, 3-16
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 (lb/size) 1=1537/0-5-8 (min. 0-2-11), 9=1525/0-5-8 (min. 0-2-6)
Max Horz 1=286(LC 5)
Max Uplift 1=-46(LC 6), 9=-52(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-842/137, 2-19=-2482/159, 3-19=-2269/193, 3-4=-1887/248, 4-5=-1399/245, 5-6=-1387/245,
6-7=-1475/260, 7-8=-1626/208, 8-9=-2195/193
BOT CHORD 2-17=-71/2166, 16-17=-69/2170, 15-16=-12/1402, 14-15=-12/1402, 11-12=-42/1629,
10-11=-42/1629, 9-10=-42/1629
WEBS 6-12=-963/123, 8-10=0/360, 12-14=0/1807, 6-14=-145/1398, 8-12=-579/191, 4-16=-41/716,
3-17=0/308, 3-16=-978/192
NOTES
1) Attached 12-3-1 scab 1 to 3, front face(s) 2 X 8 SYP 2400F 2.0E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 2-9-12
from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 10-1-0 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Bearing at joint(s) 1 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 100 lb uplift at joint(s) 1, 9.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
4x8
1.5x4
4x8
3x6 3x6
2x4
2x4 3x6
1.5x4 3x4
8x8 4x6
6x16
4x6
5x6 3x8
3-1-15
3-1-15
9-8-11
6-6-12
16-3-7
6-6-12
20-5-15
4-2-8
22-3-9
1-9-10
27-7-9
5-4-0
32-7-9
5-0-0
38-7-0
5-11-7
10-1-2 10-1-2
9-8-11
9-8-11
16-3-7
6-6-12
22-3-9
6-0-3
27-7-9
5-4-0
32-7-9
5-0-0
37-7-9
5-0-0
38-7-0
0-11-7
10-1-2 10-1-2
0-4-10
8-7-3
12-7-3
7-10-10
2-0-0
12-7-3
9.00 12
Plate Offsets (X,Y): [2:0-2-11,0-0-12], [4:0-4-8,0-1-12], [6:0-5-12,0-1-12], [8:0-2-8,0-2-0], [9:0-4-0,0-2-0], [13:0-2-8,0-2-8], [14:0-2-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.50
0.78
0.87
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.63
0.53
(loc)
2-20
2-20
11
l/defl
>999
>722
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 285 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1: 2 X 8 SYP 2400F 2.0E
BOT CHORD 2 X 4 SPF No.2 *Except*
B2: 2 X 3 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W3,W4,W7,W5: 2 X 4 SPF No.2, W13: 2 X 4 SPF Stud
OTHERS 2 X 8 SYP 2400F 2.0E
LBR SCAB 1-3 2 X 8 SYP 2400F 2.0E one side
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except end
verticals, and 2-0-0 oc purlins (4-7-7 max.): 4-6, 7-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 16-17.
T-Brace: 2 X 4 SPF Stud - 5-17
WEBS T-Brace: 2 X 4 SPF Stud - 4-17, 3-19, 7-14, 6-15, 7-15, 8-13,
9-11
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 (lb/size) 1=1509/0-5-8 (min. 0-2-10), 11=1509/0-5-8 (min. 0-2-6)
Max Horz 1=381(LC 5)
Max Uplift 1=-45(LC 6), 11=-74(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-917/73, 2-22=-843/86, 2-23=-2406/166, 3-23=-2193/201, 3-4=-1839/255, 4-5=-1372/252,
5-6=-1361/252, 6-7=-1527/276, 7-8=-1410/223, 8-9=-915/183
BOT CHORD 2-20=-302/2056, 19-20=-301/2059, 18-19=-205/1364, 17-18=-205/1364, 14-15=-107/1419,
13-14=-111/915
WEBS 3-20=0/302, 4-19=-47/663, 3-19=-885/201, 7-14=-754/137, 6-15=-876/233, 15-17=-173/1758,
6-17=-301/1427, 7-15=-503/140, 8-13=-1157/160, 8-14=-80/975, 9-13=-133/1481,
9-11=-1395/262
NOTES
1) Attached 12-3-1 scab 1 to 3, front face(s) 2 X 8 SYP 2400F 2.0E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-7-15
from end at joint 1, nail 2 row(s) at 2" o.c. for 2-0-0; starting at 2-9-12 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 10-1-0 from
end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Bearing at joint(s) 1 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 100 lb uplift at joint(s) 1, 11.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
10-11-7
5-3-9
19-3-8
8-4-1
27-7-9
8-4-1
32-11-2
5-3-9
38-7-0
5-7-14
39-10-4
1-3-4
10-1-2 10-1-2
0-4-10
8-7-3
0-4-10
8-7-3
9.00 12
Plate Offsets (X,Y): [2:0-3-0,Edge], [4:0-4-8,0-1-12], [7:0-4-8,0-1-12], [9:0-3-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.71
1.00
0.44
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.32
-0.85
0.12
(loc)
2-15
2-15
9
l/defl
>999
>536
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 155 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W3: 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except
2-0-0 oc purlins (3-7-2 max.): 4-7.
BOT CHORD Structural wood sheathing directly applied.
WEBS T-Brace: 2 X 4 SPF Stud - 5-13
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 (lb/size) 2=1615/0-5-8 (min. 0-2-9), 9=1615/0-5-8 (min. 0-2-9)
Max Horz 2=196(LC 5)
Max Uplift 2=-78(LC 6), 9=-78(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2149/224, 3-4=-1914/230, 4-5=-1797/272, 5-6=-1796/272, 6-7=-1797/272, 7-8=-1913/230,
8-9=-2149/224
BOT CHORD 2-15=-184/1637, 14-15=-131/1464, 13-14=-131/1464, 12-13=-13/1463, 11-12=-13/1463,
9-11=-51/1638
WEBS 4-15=0/483, 4-13=-181/563, 5-13=-535/223, 7-13=-182/564, 7-11=0/484
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
-1-3-4
1-3-4
6-11-14
6-11-14
13-7-7
6-7-9
19-3-8
5-8-1
24-11-9
5-8-1
31-7-2
6-7-9
38-7-0
6-11-14
39-10-4
1-3-4
10-1-2 10-1-2
0-4-10
10-7-3
0-4-10
10-7-3
9.00 12
Plate Offsets (X,Y): [2:0-8-7,0-0-10], [5:0-3-4,0-2-4], [7:0-3-4,0-2-4], [10:0-8-7,0-0-10]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.51
0.95
0.29
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.35
-0.94
0.12
(loc)
13-16
13-16
10
l/defl
>999
>488
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 170 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, except
2-0-0 oc purlins (4-10-5 max.): 5-7.
BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-16, 6-16, 6-13, 9-13
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 (lb/size) 2=1615/0-5-8 (min. 0-2-9), 10=1615/0-5-8 (min. 0-2-9)
Max Horz 2=242(LC 5)
Max Uplift 2=-91(LC 6), 10=-91(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2206/190, 3-4=-1765/199, 4-5=-1642/243, 5-6=-1321/245, 6-7=-1321/245, 7-8=-1642/243,
8-9=-1765/199, 9-10=-2206/190
BOT CHORD 2-17=-118/1648, 16-17=-118/1648, 15-16=-57/1403, 14-15=-57/1403, 13-14=-57/1403,
12-13=-14/1648, 10-12=-14/1648
WEBS 3-16=-432/162, 5-16=-11/625, 6-16=-303/194, 6-13=-303/194, 7-13=-11/625, 9-13=-432/162
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
16-3-7
7-11-9
22-3-9
6-0-3
30-3-2
7-11-9
38-7-0
8-3-14
10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [2:0-8-7,0-0-10], [5:0-4-8,0-1-12], [6:0-4-8,0-1-12], [9:0-1-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.85
0.77
0.56
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.39
0.12
(loc)
9-10
9-10
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 168 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W3,W4: 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (4-9-9 max.): 5-6.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-13, 5-12, 8-12
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 (lb/size) 2=1617/0-5-8 (min. 0-2-9), 9=1523/0-5-8 (min. 0-2-6)
Max Horz 2=299(LC 5)
Max Uplift 2=-101(LC 6), 9=-52(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2185/184, 3-4=-1618/206, 4-5=-1464/258, 5-6=-1177/265, 6-7=-1466/259, 7-8=-1619/207,
8-9=-2193/191
BOT CHORD 2-15=-70/1619, 14-15=-70/1619, 13-14=-70/1619, 12-13=-13/1176, 11-12=-41/1628,
10-11=-41/1628, 9-10=-41/1628
WEBS 3-15=0/366, 3-13=-570/185, 5-13=-31/527, 6-12=-25/529, 8-12=-580/194, 8-10=0/368
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=101.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
8-3-14
16-3-7
7-11-9
22-3-9
6-0-3
30-3-2
7-11-9
38-7-0
8-3-14
39-10-4
1-3-4
10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [2:0-8-7,0-0-10], [5:0-4-8,0-1-12], [6:0-4-8,0-1-12], [9:0-8-7,0-0-10]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.81
0.71
0.55
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.36
0.12
(loc)
2-16
2-16
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 170 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W3,W4: 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (4-9-8 max.): 5-6.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-14, 5-13, 8-13
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 (lb/size) 2=1615/0-5-8 (min. 0-2-9), 9=1615/0-5-8 (min. 0-2-9)
Max Horz 2=-289(LC 4)
Max Uplift 2=-100(LC 6), 9=-100(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2182/182, 3-4=-1615/204, 4-5=-1461/256, 5-6=-1174/263, 6-7=-1462/256, 7-8=-1615/204,
8-9=-2182/182
BOT CHORD 2-16=-54/1617, 15-16=-54/1617, 14-15=-54/1617, 13-14=-2/1173, 12-13=0/1617, 11-12=0/1617,
9-11=0/1617
WEBS 3-16=0/366, 3-14=-570/185, 5-14=-31/527, 6-13=-25/527, 8-13=-569/185, 8-11=0/365
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=100, 9=100.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
6x8 5x8
5x6 5x6
3x6
3x8 2x4
5x8
3x6
3x6
3x4
3x4 3x6
2x4 3x6
5x12
8x8 4x10
5x6
3x6 3x6
3x6
5x8
3-1-15
3-1-15
9-8-11
6-6-12
16-3-7
6-6-12
20-5-15
4-2-8
22-3-9
1-9-10
24-11-9
2-8-0
34-11-9
10-0-0
43-8-4
8-8-11
48-7-0
4-10-12
10-1-2 10-1-2 10-1-2
9-8-11
9-8-11
16-3-7
6-6-12
22-3-9
6-0-3
24-11-9
2-8-0
29-11-9
5-0-0
34-11-9
5-0-0
41-7-2
6-7-9
48-7-0
6-11-14
10-1-2 10-1-2 10-1-2
0-4-10
10-7-3
12-7-3
0-4-10
2-0-0
12-7-3
9.00 12
Plate Offsets (X,Y): [1:0-1-4,0-1-8], [2:0-2-11,0-0-12], [4:0-4-8,0-1-12], [6:0-6-0,0-2-0], [9:0-3-0,0-2-2], [12:0-1-4,Edge], [19:0-2-12,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.79
0.94
0.99
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.34
-0.88
0.66
(loc)
2-22
2-22
13
l/defl
>999
>590
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 330 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1: 2 X 8 SYP 2400F 2.0E
BOT CHORD 2 X 4 SPF No.2 *Except*
B2: 2 X 3 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2,W6,W10,W11: 2 X 3 SPF No.2
OTHERS 2 X 8 SYP 2400F 2.0E
LBR SCAB 1-3 2 X 8 SYP 2400F 2.0E one side
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except
2-0-0 oc purlins (4-3-1 max.): 4-6, 7-9.
BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. Except:
T-Brace: 2 X 4 SPF Stud - 5-19
WEBS T-Brace: 2 X 4 SPF Stud - 3-21, 4-19, 7-17, 6-17, 11-13, 7-16,
8-15
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 (lb/size) 1=1652/0-5-8 (min. 0-2-14), 13=2963/0-5-8 (min. 0-4-10), 12=-746/0-3-8 (min. 0-1-8)
Max Horz 1=286(LC 5)
Max Uplift 1=-41(LC 6), 13=-56(LC 7), 12=-746(LC 1)
Max Grav 1=1652(LC 1), 13=2963(LC 1), 12=117(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-907/144, 2-24=-2721/192, 3-24=-2508/228, 3-4=-2114/281, 4-5=-1628/280, 5-6=-1617/281,
6-7=-1754/342, 7-8=-1577/277, 8-9=-892/225, 9-10=-1111/220, 10-11=-1238/177,
11-12=-129/1629
BOT CHORD 2-22=-209/2377, 21-22=-207/2381, 20-21=-130/1581, 19-20=-130/1581, 16-17=-76/1583,
15-16=-71/1303, 12-13=-1182/146
WEBS 3-22=0/310, 4-21=-40/742, 3-21=-1017/191, 4-19=-182/306, 7-17=-883/183, 6-17=-831/108,
17-19=-123/2083, 6-19=-178/1697, 9-15=-7/382, 11-15=-99/1203, 11-13=-2976/293,
7-16=-433/114, 8-16=-13/643, 8-15=-964/174
NOTES
1) Attached 12-3-1 scab 1 to 3, front face(s) 2 X 8 SYP 2400F 2.0E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 2-9-12
from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 10-1-0 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Bearing at joint(s) 1 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 100 lb uplift at joint(s) 1, 13 except (jt=lb) 12=746.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
3x6 3x8
3x6
4x10 3x6
4x8
3x6
3x6
5x8
2x4
6x6
3-1-15
3-1-15
9-8-11
6-6-12
16-3-7
6-6-12
20-5-15
4-2-8
26-4-12
5-10-13
32-3-9
5-10-13
43-8-4
11-4-11
48-7-0
4-10-12
10-1-2 10-1-2 10-1-2
9-8-11
9-8-11
16-3-7
6-6-12
26-4-12
10-1-5
32-3-9
5-10-13
40-3-2
7-11-9
48-7-0
8-3-14
49-10-4
1-3-4
10-1-2 10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
2-0-0
12-7-3
9.00 12
Plate Offsets (X,Y): [1:0-1-4,0-1-8], [2:0-3-12,0-2-8], [2:0-3-11,0-1-0], [4:0-6-0,0-2-0], [8:0-4-8,0-1-12], [11:0-1-6,Edge], [18:0-2-12,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.87
0.96
0.93
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.39
-0.99
0.59
(loc)
13-15
13-15
13
l/defl
>999
>527
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 313 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T2: 2 X 4 SYP 2400F 2.0E, T1: 2 X 8 SYP 2400F 2.0E
BOT CHORD 2 X 4 SPF No.2 *Except*
B2: 2 X 3 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W9,W6,W1,W2: 2 X 3 SPF No.2, W10: 2 X 4 SPF Stud
OTHERS 2 X 8 SYP 2400F 2.0E
LBR SCAB 1-3 2 X 8 SYP 2400F 2.0E one side
WEDGE
Right: 2 X 4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except
2-0-0 oc purlins (4-3-0 max.): 4-8.
BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. Except:
T-Brace: 2 X 4 SPF Stud - 5-18
WEBS T-Brace: 2 X 4 SPF Stud - 6-16, 8-15, 8-16, 3-20
2 X 6 SPF No.2 - 10-13
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 (lb/size) 1=1679/0-5-8 (min. 0-2-15), 13=2687/0-5-8 (min. 0-4-3), 11=-412/0-3-8 (min. 0-1-8)
Max Horz 1=-299(LC 4)
Max Uplift 1=-44(LC 6), 11=-571(LC 10)
Max Grav 1=1679(LC 1), 13=2687(LC 1), 11=91(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-921/173, 2-23=-2782/197, 3-23=-2569/231, 3-4=-2168/286, 4-5=-1694/289, 5-6=-1693/291,
6-7=-1333/303, 7-8=-1334/303, 8-9=-1303/272, 9-10=-1454/220, 10-11=-108/1270
BOT CHORD 2-21=-243/2434, 20-21=-241/2437, 19-20=-158/1619, 18-19=-158/1619, 5-18=-313/140,
15-16=-11/1038, 14-15=-52/529, 13-14=-52/529, 11-13=-882/151
WEBS 6-16=-1021/272, 8-15=-297/187, 10-15=-112/803, 10-13=-2769/270, 8-16=-203/777,
16-18=-117/1349, 6-18=-116/749, 4-20=-41/747, 4-18=-236/364, 3-21=0/311, 3-20=-1041/191
NOTES
1) Attached 12-3-1 scab 1 to 3, front face(s) 2 X 8 SYP 2400F 2.0E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 2-9-12
from end at joint 1, nail 2 row(s) at 4" o.c. for 2-0-0; starting at 10-1-0 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Bearing at joint(s) 1 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 100 lb uplift at joint(s) 1 except (jt=lb) 11=571.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
16-3-7
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
10-1-2 10-1-2
-1-3-4
1-3-4
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [2:0-10-11,0-0-14], [5:0-10-8,0-1-12], [8:0-10-8,0-1-12], [11:0-10-11,0-0-14]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.76
0.86
0.54
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.42
0.20
(loc)
16
11-12
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 231 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1,T5: 2 X 4 SYP No.1
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (3-8-2 max.): 5-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-17, 5-16, 6-16, 8-16, 10-14
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 (lb/size) 2=2016/0-5-8 (min. 0-3-3), 11=1924/0-5-8 (min. 0-3-0)
Max Horz 2=299(LC 5)
Max Uplift 2=-98(LC 6), 11=-50(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2830/246, 3-4=-2275/267, 4-5=-2017/319, 5-6=-1914/332, 6-7=-1913/332, 7-8=-1914/332,
8-9=-2129/321, 9-10=-2278/269, 10-11=-2840/254
BOT CHORD 2-19=-176/2129, 18-19=-176/2129, 17-18=-176/2129, 16-17=-126/1706, 15-16=0/1707,
14-15=0/1707, 13-14=-90/2139, 12-13=-90/2139, 11-12=-90/2139
WEBS 3-19=0/352, 3-17=-547/187, 5-17=-17/566, 5-16=-198/526, 6-16=-496/219, 8-16=-198/525,
8-14=-21/569, 10-14=-559/196, 10-12=0/355
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
10-1-2 10-1-2
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [1:0-10-11,0-0-14], [4:0-10-8,0-1-12], [7:0-10-8,0-1-12], [10:0-10-11,0-0-14]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.76
0.86
0.54
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.42
0.20
(loc)
15
1-18
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 229 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1: 2 X 4 SYP No.1
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (3-8-1 max.): 4-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-16, 4-15, 5-15, 7-15, 9-13
REACTIONS (lb/size) 1=1925/0-5-8 (min. 0-3-0), 10=1925/0-5-8 (min. 0-3-0)
Max Horz 1=286(LC 5)
Max Uplift 1=-50(LC 6), 10=-50(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2842/256, 2-3=-2280/271, 3-4=-2022/323, 4-5=-1916/334, 5-6=-1916/335, 6-7=-1917/335,
7-8=-2132/323, 8-9=-2280/271, 9-10=-2842/256
BOT CHORD 1-18=-178/2141, 17-18=-178/2141, 16-17=-178/2141, 15-16=-126/1709, 14-15=0/1709,
13-14=0/1709, 12-13=-92/2141, 11-12=-92/2141, 10-11=-92/2141
WEBS 2-18=0/355, 2-16=-558/195, 4-16=-20/568, 4-15=-198/526, 5-15=-497/219, 7-15=-198/527,
7-13=-21/569, 9-13=-559/196, 9-11=0/355
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
10-1-2 10-1-2
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
49-10-4
1-3-4
10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [1:0-10-11,0-0-14], [4:0-10-8,0-1-12], [7:0-10-8,0-1-12], [10:0-10-11,0-0-14]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.76
0.86
0.54
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.42
0.20
(loc)
16
1-19
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 231 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1,T5: 2 X 4 SYP No.1
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (3-8-2 max.): 4-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 2-17, 4-16, 5-16, 7-16, 9-14
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 (lb/size) 1=1924/0-5-8 (min. 0-3-0), 10=2016/0-5-8 (min. 0-3-3)
Max Horz 1=-299(LC 4)
Max Uplift 1=-50(LC 6), 10=-98(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2840/254, 2-3=-2278/269, 3-4=-2020/321, 4-5=-1914/332, 5-6=-1913/332, 6-7=-1914/332,
7-8=-2128/319, 8-9=-2275/267, 9-10=-2831/246
BOT CHORD 1-19=-167/2139, 18-19=-167/2139, 17-18=-167/2139, 16-17=-115/1708, 15-16=0/1705,
14-15=0/1705, 13-14=-42/2130, 12-13=-42/2130, 10-12=-42/2130
WEBS 2-19=0/355, 2-17=-558/195, 4-17=-20/568, 4-16=-198/524, 5-16=-496/219, 7-16=-199/527,
7-14=-17/567, 9-14=-549/187, 9-12=0/352
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
32-3-9
8-0-1
43-8-4
11-4-11
48-7-0
4-10-12
10-1-2 10-1-2 10-1-2
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
49-10-4
1-3-4
10-1-2 10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [1:0-8-7,0-0-6], [4:0-6-0,0-1-4], [7:1-0-8,0-1-12], [10:0-1-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.67
0.96
0.98
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.37
-0.92
0.13
(loc)
12-14
12-14
12
l/defl
>999
>568
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 227 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2 *Except*
T1: 2 X 4 SYP No.1
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2,W5,W6: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins, except
2-0-0 oc purlins (4-2-2 max.): 4-7.
BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 2-17, 4-16, 5-16, 7-16, 7-14, 9-12
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 (lb/size) 1=1733/0-5-8 (min. 0-2-11), 12=2007/0-5-8 (min. 0-3-2), 10=202/0-3-8 (min. 0-1-8)
Max Horz 1=-299(LC 4)
Max Uplift 1=-54(LC 6), 10=-109(LC 7)
Max Grav 1=1733(LC 1), 12=2007(LC 1), 10=232(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2529/238, 2-3=-1966/253, 3-4=-1713/305, 4-5=-1539/314, 5-6=-1538/315, 6-7=-1540/315,
7-8=-1521/282, 8-9=-1667/230, 9-10=-77/270
BOT CHORD 1-19=-193/1894, 18-19=-193/1894, 17-18=-193/1894, 16-17=-141/1459, 15-16=-28/1215,
14-15=-28/1215, 13-14=-1/880, 12-13=-1/880
WEBS 2-19=0/353, 2-17=-562/196, 4-17=-18/579, 4-16=-213/310, 5-16=-498/220, 7-16=-185/690,
9-14=-92/520, 9-12=-1995/230
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 10=109.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
TRUSS NOT SYMMETRIC
DO NOT ERECT THE TRUSS BACKWARDS
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
8-0-1
32-3-9
8-0-1
43-8-4
11-4-11
48-7-0
4-10-12
10-1-2 10-1-2 10-1-2
-1-3-4
1-3-4
8-3-14
8-3-14
16-3-7
7-11-9
24-3-8
8-0-1
32-3-9
8-0-1
40-3-2
7-11-9
48-7-0
8-3-14
49-10-4
1-3-4
10-1-2 10-1-2 10-1-2
0-4-10
12-7-3
0-4-10
12-7-3
9.00 12
Plate Offsets (X,Y): [2:0-1-4,Edge], [5:0-6-0,0-1-4], [8:1-0-8,0-1-12], [11:0-1-4,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.97
0.96
0.99
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.37
-0.92
0.13
(loc)
13-15
13-15
13
l/defl
>999
>567
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 224 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W1,W2,W5,W6: 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (4-2-5 max.): 5-8.
BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 3-18, 5-17, 6-17, 8-17, 8-15, 10-13
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 (lb/size) 2=1823/0-5-8 (min. 0-2-14), 13=2019/0-5-8 (min. 0-3-3), 11=189/0-3-8 (min. 0-1-8)
Max Horz 2=-289(LC 4)
Max Uplift 2=-102(LC 6), 11=-109(LC 7)
Max Grav 2=1823(LC 1), 13=2019(LC 1), 11=222(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2517/229, 3-4=-1959/249, 4-5=-1813/300, 5-6=-1534/312, 6-7=-1533/312, 7-8=-1535/312,
8-9=-1515/281, 9-10=-1661/229, 10-11=-62/291
BOT CHORD 2-20=-191/1880, 19-20=-191/1880, 18-19=-191/1880, 17-18=-141/1454, 16-17=-27/1210,
15-16=-27/1210, 14-15=0/871, 13-14=0/871
WEBS 3-20=0/353, 3-18=-550/186, 5-18=-13/576, 5-17=-213/310, 6-17=-497/220, 8-17=-185/689,
10-15=-92/525, 10-13=-2009/230
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=102, 11=109.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
TRUSS NOT SYMMETRIC
DO NOT ERECT THE TRUSS BACKWARDS
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.15
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.03
0.00
(loc)
2-4
2-4
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=134/Mechanical, 2=251/0-3-8 (min. 0-1-8)
Max Horz 2=101(LC 5)
Max Uplift 4=-22(LC 5), 2=-52(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.51
0.34
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.08
0.00
(loc)
1
1
4
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 26 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud
WEDGE
Left: 2 X 4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=222/5-10-12 (min. 0-1-8), 2=315/5-10-12 (min. 0-1-8)
Max Horz 2=196(LC 5)
Max Uplift 4=-78(LC 5), 2=-17(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.51
0.34
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.16
0.00
(loc)
2-4
2-4
4
l/defl
>999
>421
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud
WEDGE
Left: 2 X 8 SYP 2400F 2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=222/Mechanical, 2=315/0-5-8 (min. 0-1-8)
Max Horz 2=196(LC 5)
Max Uplift 4=-78(LC 5), 2=-17(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
WB
(Matrix)
0.12
0.01
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2
2
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 7 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 2=164/0-3-8 (min. 0-1-8), 3=-10/Mechanical, 6=14/Mechanical
Max Horz 2=87(LC 6)
Max Uplift 2=-50(LC 6), 3=-19(LC 7)
Max Grav 2=164(LC 1), 3=19(LC 4), 6=29(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BC
WB
(Matrix)
0.12
0.01
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2
2
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=168/0-3-8 (min. 0-1-8), 3=-2/Mechanical, 6=16/Mechanical
Max Horz 2=72(LC 6)
Max Uplift 2=-66(LC 6), 3=-8(LC 7)
Max Grav 2=168(LC 1), 3=18(LC 4), 6=32(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
0.12
0.01
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2
2
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 7 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=165/0-3-8 (min. 0-1-8), 5=12/Mechanical, 3=-10/Mechanical
Max Horz 2=87(LC 6)
Max Uplift 2=-49(LC 6), 3=-19(LC 7)
Max Grav 2=165(LC 1), 5=24(LC 2), 3=19(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BC
WB
(Matrix)
0.12
0.01
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2
2
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=168/0-3-8 (min. 0-1-8), 3=-2/Mechanical, 6=16/Mechanical
Max Horz 2=72(LC 6)
Max Uplift 2=-66(LC 6), 3=-8(LC 7)
Max Grav 2=168(LC 1), 3=18(LC 4), 6=32(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
WB
(Matrix)
0.16
0.04
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2
2-4
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=26/Mechanical, 2=204/0-5-8 (min. 0-1-8), 4=29/Mechanical
Max Horz 2=92(LC 5)
Max Uplift 3=-19(LC 6), 2=-57(LC 5)
Max Grav 3=26(LC 1), 2=204(LC 1), 4=77(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 11 lb up at 2-2-11 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
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) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-60, 2-4=-20
Concentrated Loads (lb)
Vert: 4=-9(B)
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
10-1-2 10-1-2
0-8-7
3-4-10
0-8-7
3-4-10
12.00 12
Plate Offsets (X,Y): [2:0-4-0,0-0-15], [3:0-4-4,0-1-12], [5:0-4-4,0-1-12], [6:0-4-0,0-0-15]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.30
0.30
0.27
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.09
0.02
(loc)
8-9
8-9
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 71 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, except
2-0-0 oc purlins (4-7-4 max.): 3-5.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=1085/0-3-8 (min. 0-1-11), 6=1139/0-3-8 (min. 0-1-13)
Max Horz 2=-73(LC 3)
Max Uplift 2=-161(LC 4), 6=-177(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1265/231, 3-4=-1495/308, 4-5=-1495/308, 5-6=-1340/253
BOT CHORD 2-10=-175/810, 10-11=-175/820, 11-12=-175/820, 9-12=-175/820, 9-13=-147/871,
13-14=-147/871, 14-15=-147/871, 8-15=-147/871, 6-8=-146/858
WEBS 3-10=-19/303, 3-9=-195/787, 4-9=-319/136, 5-9=-179/728, 5-8=-44/388
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=161, 6=177.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 34 lb up at 2-8-15, 114 lb
down and 34 lb up at 4-8-15, 114 lb down and 34 lb up at 6-8-15, 114 lb down and 34 lb up at 8-8-15, 114 lb down and 34 lb up at 10-8-15, and
114 lb down and 34 lb up at 12-8-15, and 114 lb down and 34 lb up at 13-3-1 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
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) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 5-7=-60, 2-6=-20
Concentrated Loads (lb)
Vert: 10=-114(B) 8=-114(B) 11=-114(B) 12=-114(B) 13=-114(B) 14=-114(B) 15=-114(B)
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.28
0.14
0.09
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.00
(loc)
5-6
5-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF No.2
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end
verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 4
REACTIONS (lb/size) 5=166/Mechanical, 2=292/0-5-8 (min. 0-1-8)
Max Horz 2=69(LC 5)
Max Uplift 5=-8(LC 4), 2=-56(LC 5)
Max Grav 5=207(LC 2), 2=292(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-269/0
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 34 lb up at 1-4-12, and 5 lb
down and 34 lb up at 3-5-8, and 5 lb down and 34 lb up at 5-5-8 on top chord, and 37 lb down at 1-5-8, and 37 lb down at 3-5-8, and 37 lb down
at 5-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
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) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 2-5=-20
Concentrated Loads (lb)
Vert: 3=34(F) 6=-9(F) 7=34(F) 8=34(F) 9=-9(F) 10=-9(F)
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
13-2-10
4-11-3
18-3-1
5-0-7
23-3-8
5-0-7
28-3-15
5-0-7
33-4-7
5-0-7
38-4-14
5-0-7
43-5-5
5-0-7
47-4-3
3-10-14
48-7-0
1-2-13
10-1-2 10-1-2
-1-3-4
1-3-4
4-5-3
4-5-3
8-3-7
3-10-3
13-2-10
4-11-3
18-3-1
5-0-7
23-3-8
5-0-7
28-3-15
5-0-7
33-4-7
5-0-7
38-4-14
5-0-7
43-5-5
5-0-7
48-7-0
5-1-11
10-1-2 10-1-2
0-4-10
6-7-3
9.00 12
Plate Offsets (X,Y): [2:0-3-6,0-2-4], [4:0-3-12,0-1-12], [15:Edge,0-2-8], [26:0-2-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.83
0.84
0.91
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.34
-0.73
0.18
(loc)
21-22
21-22
15
l/defl
>999
>789
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 530 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF No.2
WEBS 2 X 3 SPF No.2 *Except*
W4: 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purlins, except end
verticals, and 2-0-0 oc purlins (4-0-2 max.): 4-14.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 14-15
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.
JOINTS 1 Brace at Jt(s): 14
REACTIONS (lb/size) 15=4441/0-5-8 (min. 0-3-8), 2=4294/0-5-8 (min. 0-3-6)
Max Horz 2=201(LC 4)
Max Uplift 15=-1374(LC 3), 2=-971(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6442/1571, 3-4=-6018/1610, 4-5=-6676/1930, 5-6=-6675/1930, 6-7=-8467/2567,
7-8=-8467/2567, 8-9=-8467/2567, 9-10=-7324/2276, 10-11=-7324/2276, 11-12=-3243/1056,
12-13=-3243/1056, 13-14=-3243/1056, 14-15=-4117/1292
BOT CHORD 2-28=-1381/5004, 27-28=-1381/5004, 27-29=-1381/5004, 26-29=-1381/5004, 26-30=-1364/4746,
30-31=-1364/4746, 25-31=-1364/4746, 25-32=-2291/7946, 24-32=-2291/7946, 24-33=-2291/7946,
23-33=-2291/7946, 23-34=-2291/7946, 34-35=-2291/7946, 22-35=-2291/7946, 22-36=-2420/8265,
36-37=-2420/8265, 21-37=-2420/8265, 20-21=-2420/8265, 20-38=-2420/8265, 19-38=-2420/8265,
18-19=-2420/8265, 18-39=-1663/5651, 39-40=-1663/5651, 17-40=-1663/5651, 17-41=-1663/5651,
41-42=-1663/5651, 16-42=-1663/5651
WEBS 3-27=-18/372, 3-26=-325/95, 4-26=-227/845, 4-25=-1045/3101, 5-25=-262/119, 6-25=-2019/695,
6-23=-169/611, 6-22=-317/829, 7-22=-291/119, 9-22=-85/321, 9-21=-164/600, 9-18=-1496/419,
10-18=-293/118, 11-18=-785/2660, 11-17=-166/602, 11-16=-3828/1155, 13-16=-314/113,
14-16=-1575/5116
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 3 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 3 - 1 row at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=1374, 2=971.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
Continued on page 2
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
1-11-0
8-3-7
1-11-4
12-7-8
4-4-1
17-0-13
4-5-5
21-6-3
4-5-5
25-11-8
4-5-5
30-2-13
4-3-5
30-3-9
0-0-12
32-2-13
1-11-4
34-1-13
1-11-0
34-2-13
0-1-0
36-2-13
2-0-0
38-7-0
2-4-3
10-1-2 10-1-2
-1-3-4
1-3-4
4-5-3
4-5-3
8-3-7
3-10-3
12-7-8
4-4-1
17-0-13
4-5-5
21-6-3
4-5-5
25-11-8
4-5-5
30-3-9
4-4-1
34-1-13
3-10-3
38-7-0
4-5-3
39-10-4
1-3-4
10-1-2 10-1-2
0-4-10
6-7-3
0-4-10
6-7-3
9.00 12
Plate Offsets (X,Y): [2:0-4-2,0-2-12], [4:0-7-12,0-1-12], [9:0-2-8,0-2-0], [10:0-7-12,0-1-12], [12:0-4-2,0-2-12], [15:0-2-8,0-2-0], [16:0-2-8,0-3-0], [22:0-2-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.89
0.73
0.98
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.30
-0.67
0.17
(loc)
18-19
18-19
12
l/defl
>999
>688
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 215 lb FT = 20%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SYP No.1
WEBS 2 X 3 SPF No.2
WEDGE
Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except
2-0-0 oc purlins (2-2-0 max.): 4-10.
BOT CHORD Structural wood sheathing directly applied or 6-8-8 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 6-21
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 (lb/size) 2=3371/0-5-8 (min. 0-4-0), 12=3383/0-5-8 (min. 0-4-0)
Max Horz 2=148(LC 4)
Max Uplift 2=-757(LC 4), 12=-762(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4963/1216, 3-4=-4512/1224, 4-5=-4633/1322, 5-6=-4632/1322, 6-7=-5206/1482,
7-8=-5206/1482, 8-9=-5206/1482, 9-10=-4653/1330, 10-11=-4531/1233, 11-12=-4981/1225
BOT CHORD 2-24=-1041/3841, 23-24=-1041/3841, 23-25=-1041/3841, 22-25=-1041/3841, 22-26=-1000/3540,
21-26=-1000/3540, 21-27=-1489/5216, 20-27=-1489/5216, 20-28=-1489/5216, 19-28=-1489/5216,
19-29=-1489/5216, 29-30=-1489/5216, 18-30=-1489/5216, 17-18=-1268/4653, 17-31=-1268/4653,
16-31=-1268/4653, 16-32=-893/3556, 32-33=-893/3556, 15-33=-893/3556, 15-34=-900/3855,
14-34=-900/3855, 14-35=-900/3855, 12-35=-900/3855
WEBS 3-23=-25/393, 3-22=-385/111, 4-22=-219/830, 4-21=-650/1953, 6-21=-1043/358, 6-19=-155/554,
7-18=-264/107, 9-18=-337/991, 9-16=-1051/382, 10-16=-653/1963, 10-15=-224/834,
11-15=-383/110, 11-14=-24/392
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) The Fabrication Tolerance at joint 4 = 16%, joint 10 = 16%
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=757, 12=762.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 20 lb up at 2-4-3, 203 lb
down and 50 lb up at 4-4-3, 203 lb down and 69 lb up at 6-4-3, 202 lb down and 90 lb up at 8-4-3, 202 lb down and 90 lb up at 10-4-3, 202 lb
down and 90 lb up at 12-4-3, 202 lb down and 90 lb up at 14-4-3, 202 lb down and 90 lb up at 16-4-3, 202 lb down and 90 lb up at 18-4-3, 202
lb down and 90 lb up at 20-4-3, 202 lb down and 90 lb up at 22-4-3, 202 lb down and 90 lb up at 24-4-3, 202 lb down and 90 lb up at 26-4-3,
202 lb down and 90 lb up at 28-4-3, 202 lb down and 90 lb up at 30-2-13, 203 lb down and 69 lb up at 32-2-13, and 203 lb down and 50 lb up
at 34-2-13, and 167 lb down and 20 lb up at 36-2-13 on bottom 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
Continued on page 2
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT
BRACING OF ROOF SYSTEM.
4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB
OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF
DIAPHRAM AT 4’-0" O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD (or 2X4 No.2
OR BETTER) AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD.
ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4.
(REFER TO SECTION A-A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240.
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR
TYPE TRUSSES.
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
- L-Bracing Refer
** to Section B-B
B B
+
+
+
+
(4) - 16d Common
Wire Nails
(2) - 10d Common
Wire Nails into 2x6
16d Common
Wire Nails
Spaced 6" o.c.
Vertical Stud
Typical _x4 L-Brace Nailed To
2x_ Verticals W/10d Nails, 6" o.c.
SECTION B-B
PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
TWO TRUSSES AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
2x6 DIAGONAL BRACE SPACED 48" O.C.
ATTACHED TO VERTICAL WITH (4) -16d
COMMON WIRE NAILS AND ATTACHED
TO BLOCKING WITH (5) - 10d COMMONS.
DIAGONAL
BRACE
9-2-11
8-4-9
7-3-13
2x3 SPF No.3
2x3 SPF No.3
Diagonal braces over 6’-3" require a 2x4 T-Brace attached to
one edge. Diagonal braces over 12’-6" require 2x4 I-braces
attached to both edges. Fasten T and I braces to narrow edge
of web with 10d common wire nails 8in o.c., with 3in minimum
end distance. Brace must cover 90% of diagonal length.
6-1-13
5-3-15
4-4-3
**
2 DIAGONAL
BRACES AT
1/3 POINTS
13-10-0
12-6-13
10-11-12
Diag. Brace
at 1/3 points
if needed
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
CONNECTION OF BRACING IS BASED ON MWFRS.
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.12
0.05
0.04
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.00
(loc)
9
9
8
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 44 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 3 SPF No.2
WEDGE
Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 9-4-0.
(lb) - Max Horz 2=-120(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10
Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
21
37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
3x6
4x6
3x6
3x8
3x6
3x8
22-7-0
22-7-0
10-1-2
-1-3-4
1-3-4
11-3-8
11-3-8
22-7-0
11-3-8
23-10-4
1-3-4
10-1-2
0-8-7
11-11-15
0-8-7
12.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.12
0.05
0.17
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.01
(loc)
21
21
20
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 156 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 3 SPF No.2 *Except*
ST8,ST7: 2 X 4 SPF No.2
WEDGE
Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS T-Brace: 2 X 4 SPF Stud - 11-30, 10-31, 9-32, 12-29, 13-28
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 22-7-0.
(lb) - Max Horz 2=-274(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 20, 29, 28, 27, 25, 24, 23, 22 except
2=-104(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 2, 30, 31, 32, 33, 34, 35, 36, 37, 20, 29, 28, 27, 25, 24, 23, 22
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-299/169
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 32, 33, 34, 35, 36, 37, 20,
29, 28, 27, 25, 24, 23, 22 except (jt=lb) 2=104.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.06
0.04
0.01
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
6
6
5
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 16 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 4-8-8.
(lb) - Max Horz 2=-37(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8
Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8, 7
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 8.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BC
WB
(Matrix)
0.09
0.27
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=213/4-8-8 (min. 0-1-8), 4=213/4-8-8 (min. 0-1-8)
Max Horz 2=-43(LC 4)
Max Uplift 2=-21(LC 6), 4=-21(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.16
0.09
0.05
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
8
9
8
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 42 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 14-8-8.
(lb) - Max Horz 2=-37(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 14, 10, 12, 13, 11
Max Grav All reactions 250 lb or less at joint(s) 2, 8, 14, 10 except 12=343(LC 1), 13=254(LC 11), 11=254(LC 10)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-12=-257/104
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 14, 10, 12, 13, 11.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
GABLE TRUSS
STANDARD
GABLE TRUSS
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM
CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN
IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY.
HORIZONTAL BRACE
(SEE SECTION A-A)
Page 2 of 2
OCTOBER 1, 2006
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT
BRACING OF ROOF SYSTEM.
4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB
OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF
DIAPHRAM AT 4’-0" O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD (or 2X4 No.2
OR BETTER) AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD.
ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4.
(REFER TO SECTION A-A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240.
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR
TYPE TRUSSES.
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
- L-Bracing Refer
** to Section B-B
B B
+
+
+
+
(4) - 16d Common
Wire Nails
(2) - 10d Common
Wire Nails into 2x6
16d Common
Wire Nails
Spaced 6" o.c.
Vertical Stud
Typical _x4 L-Brace Nailed To
2x_ Verticals W/10d Nails, 6" o.c.
SECTION B-B
PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
TWO TRUSSES AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
2x6 DIAGONAL BRACE SPACED 48" O.C.
ATTACHED TO VERTICAL WITH (4) -16d
COMMON WIRE NAILS AND ATTACHED
TO BLOCKING WITH (5) - 10d COMMONS.
DIAGONAL
BRACE
9-2-11
8-4-9
7-3-13
2x3 SPF No.3
2x3 SPF No.3
Diagonal braces over 6’-3" require a 2x4 T-Brace attached to
one edge. Diagonal braces over 12’-6" require 2x4 I-braces
attached to both edges. Fasten T and I braces to narrow edge
of web with 10d common wire nails 8in o.c., with 3in minimum
end distance. Brace must cover 90% of diagonal length.
6-1-13
5-3-15
4-4-3
**
2 DIAGONAL
BRACES AT
1/3 POINTS
13-10-0
12-6-13
10-11-12
Diag. Brace
at 1/3 points
if needed
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
CONNECTION OF BRACING IS BASED ON MWFRS.
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.13
0.10
0.13
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 48 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 14-8-8.
(lb) - Max Horz 2=-130(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2 except 10=-101(LC 6), 8=-101(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=336(LC 10), 8=336(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 10=101, 8=101.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.26
0.17
0.10
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.01
0.00
(loc)
6
6
5
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 43 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 14-8-8.
(lb) - Max Horz 2=-84(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8, 7
Max Grav All reactions 250 lb or less at joint(s) 2, 5 except 8=416(LC 10), 7=416(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-8=-294/115, 4-7=-294/94
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 8, 7.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING.
CONNECTION AS ABOVE
DETAIL IS NOT APPLICABLE FOR TRUSSES
TRANSFERING DRAG LOADS (SHEAR TRUSSES).
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEER/DESIGNER ARE REQUIRED.
MAXIMUM WIND SPEED = 100 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATEGORY II BUILDING
EXPOSURE B or C
ASCE 7-98, ASCE 7-02, ASCE 7-05
DURATION OF LOAD INCREASE : 1.60
*
*
Page 1 of 1
FEBRUARY 13, 2007
Attach MiTek 3x6 20 GA. Nail-On plates to each face of truss at 72" o.c.
w/ 8d x 1 1/2" common wire nails (.131"x1.5"). Do not
use holes within 1/2"of the edge of member. Apply 4 nails
from each face in each member. Nails should be staggered
and equally divided between front and back.
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.16
0.09
0.05
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
8
9
8
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 42 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
OTHERS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 14-8-8.
(lb) - Max Horz 2=-37(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 14, 10, 12, 13, 11
Max Grav All reactions 250 lb or less at joint(s) 2, 8, 14, 10 except 12=343(LC 1), 13=254(LC 11), 11=254(LC 10)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-12=-257/104
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 14, 10, 12, 13, 11.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.40
0.08
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=303/0-4-13 (min. 0-1-8), 4=115/Mechanical
Max Horz 5=106(LC 4)
Max Uplift 5=-85(LC 5), 4=-25(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-263/105
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 22 lb up at 1-0-14, and 0 lb
down and 33 lb up at 1-11-0 on top chord, and 8 lb up at 1-0-14, and 11 lb up at 1-11-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
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) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 6=19(F) 7=22(B) 8=4(F) 9=6(B)
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011
CSI
TC
BC
WB
(Matrix)
0.40
0.05
0.02
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT = 20%
GRIP
197/144
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 3 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc purlins, except end
verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=288/0-8-11 (min. 0-1-8), 4=9/Mechanical
Max Horz 5=66(LC 5)
Max Uplift 5=-112(LC 6), 4=-11(LC 5)
Max Grav 5=288(LC 1), 4=44(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-267/160
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2)
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=112.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design
valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability
of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint
designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/
diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure
is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage,
delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from
SBCA at www.sbcindustry.com.
June 24,2011