28851-ROSEMUND_NUTTING-RKH-012513-SEALS24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
28851
Job:ROSEMUND
Ordered On:01/21/13
24 NUTTING AVE.
NORTHAMPTON, MA
ANDY CLOGSTON
MANUFACTURERS OF ROOF & FLOOR TRUSSES
181 GOODWIN ST
PO BOX 51027
INDIAN ORCHARD, MA 01151
Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187
PO:RU-48665/ROSEMU
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:ANDY CLOGSTON
01/24/13
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
02/02/13Projected Delivery By:
*REVISED PER 1/17/13 ACTUAL MEASUREMENTS.SPECIAL INSTRUCTIONS:
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS ID TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
50.0,10.0,0.0,10.0INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
SHIPPING WIDTH
UNIT
WEIGHT
LAYOUT BY:BRT01/17/13ON:
01 6.00 0.00 06-00-15
01-00-00
2 X 42 X 4
Jack-Closed
6 06-00-15 04-00-08 20
02 6.00 0.00 04-00-15
01-00-00
2 X 42 X 4
Jack-Closed
6 04-00-15 03-00-08 14
03 6.00 0.00 02-00-15
01-00-00
2 X 42 X 4
Jack-Open
6 02-00-15 02-00-08 7
04 6.00 0.00 08-02-00
01-00-00
2 X 42 X 4Jack-Closed 6 08-02-00 05-01-00 32
04G 6.00 0.00 08-02-00
01-00-00
2 X 42 X 6
JACK-CLOSED
1 08-02-00 05-01-00 43
CJ1 4.24 0.00 11-05-01
01-05-00
2 X 42 X 6
DIAGONAL HIP
3 11-05-01 05-00-07 54
G1
1
6.00 0.00 24-04-00
01-00-0001-00-00
2 X 42 X 6
HIP TRUSS
2 Ply 24-04-00 05-01-00 123
G1A
1
6.00 0.00 24-04-00
01-00-0001-00-00
2 X 42 X 6
HIP TRUSS
2 Ply 24-04-00 05-01-00 123
H1 6.00 0.00 24-04-00
01-00-0001-00-00
2 X 42 X 4
Hip Truss
2 24-04-00 06-01-00 112
T1 6.00 0.00 24-04-00
01-00-0001-00-00
2 X 42 X 4
Common Truss
6 24-04-00 07-01-00 105
T2 6.00 0.00 14-04-00
01-00-00
2 X 42 X 4
COMMON
1 14-04-00 04-07-00 60
T2A 6.00 0.00 14-04-00
01-00-00
2 X 42 X 4
Special Truss
1 14-04-00 04-07-00 60
T2B 6.00 0.00 14-04-00
01-00-00
2 X 42 X 4
Special Truss
1 14-04-00 04-07-00 62
T2C 6.00 0.00 14-04-00
01-00-00
2 X 42 X 4
Special Truss
1 14-04-00 04-07-00 71
T2GE 6.00 0.00 14-04-00
01-00-0001-00-00
2 X 42 X 4
Common Truss
1 14-04-00 04-07-00 57
T3 6.00 0.00 26-00-00
01-00-0001-00-00
2 X 42 X 4
Common Truss
7 26-00-00 07-03-15 91
T3GE 6.00 0.00 26-00-00
01-00-0001-00-00
2 X 42 X 4
GABLE
1 26-00-00 07-03-15 110
ROOF SUB-TOTAL:
QTY NOTES PRICEUNITTOTALPRICE
ITEMS
CATEGORYITEM
24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
28851
Job:ROSEMUND
Ordered On:01/21/13
24 NUTTING AVE.
NORTHAMPTON, MA
ANDY CLOGSTON
MANUFACTURERS OF ROOF & FLOOR TRUSSES
181 GOODWIN ST
PO BOX 51027
INDIAN ORCHARD, MA 01151
Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187
PO:RU-48665/ROSEMU
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:ANDY CLOGSTON
01/24/13
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
02/02/13Projected Delivery By:
QTY NOTES PRICEUNITTOTALPRICE
ITEMS
CATEGORYITEM
4 HUS26Hanger
3 LUS26Hanger
12 SNP3Hanger
3 THJA26Hanger
ITEMS SUB-TOTAL:
SUB-TOTAL
GRAND TOTAL
***** IMPORTANT NOTE *****
It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval.
Any and all changes must be received by Truss Engineering prior to the cancellation date.
Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation
date will be perceived as a full approval of order.
Truss Engineering is responsible for supplying only the material as listed on the order.
Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery
of order may result in additional charges.
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER ***
Approved By:Approval Date:
PO #:Requested Delivery Date:
T3GE
CO
N
V
E
N
T
I
O
N
A
L
L
Y
FR
A
M
E
D
T3(
7)
2-
0
0
-
0
0
7-00-0026-00-00
14
-
0
0
-
0
0
10
-
0
0
-
0
0
14
-
0
0
-
0
0
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
14
-
0
4
-
0
0
24
-
0
4
-
0
0
1-
0
4
-
0
0
36-04-00
Job Number: 28851This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to the ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsible for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss Engineering Corporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: Q1211232 Drawn By: Brian Tetreault Job Name:Jobsite: ROSEMUND 24 NUTTING AVE. NORTHAMPTONMA
Job
28851
Truss
T3
Truss Type
Common Truss
Qty
7
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:55:02 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:tznUJPu9bDpwDX2XJwpBvyyEf4L-AYqT7itjKgD7uUEB2n3zSo8niQ2trUCDeymGrPzsuXd
Scale = 1:41.2
T1 T1
B1
W2
W1
W2
W1
B21
2
3
4
5
6 7
9 8
10
11
12
13 14
15
16
17
18 19
5x6
4x6 5x8
1.5x4
4x4
1.5x4
4x6
9-0-0
9-0-0
17-0-0
8-0-0
26-0-0
9-0-0
-1-0-0
1-0-0
6-9-2
6-9-2
13-0-0
6-2-14
19-2-14
6-2-14
26-0-0
6-9-2
27-0-0
1-0-0
0-4-5
6-10-5
7-3-15
0-4-5
6.00 12
Plate Offsets (X,Y): [4:0-3-8,0-2-8], [8:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.830.890.39
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.21-0.460.10
(loc)
8-92-96
l/defl
>999>675n/a
L/d
240180n/a
PLATES
MT20
Weight: 91 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2 =1393/0-3-8 (min. 0-2-9)6 =1393/0-3-8 (min. 0-2-9)Max Horz2 =-75(LC 7)Max Uplift2 =-215(LC 9)
6 =-215(LC 10)
Max Grav
2 =1615(LC 2)
6 =1615(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-10=-2657/345, 10-11=-2532/365, 3-11=-2394/368,
TOP CHORD2-10=-2657/345, 10-11=-2532/365, 3-11=-2394/368,
3-12=-2286/346, 12-13=-2142/356, 4-13=-2132/367,
4-14=-2132/367, 14-15=-2142/356, 5-15=-2286/346,
5-16=-2394/368, 16-17=-2532/365, 6-17=-2657/345
BOT CHORD
2-9=-225/2248, 9-18=-77/1488, 18-19=-77/1488, 8-19=-77/1488, 6-8=-225/2248WEBS4-8=-88/906, 5-8=-712/187, 4-9=-88/906, 3-9=-712/187
NOTES (12)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,Interior(1) 2-0-0 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 16-0-0 to 24-0-0 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 2=215, 6=215.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
28851
Truss
T3GE
Truss Type
GABLE
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:55:08 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:tznUJPu9bDpwDX2XJwpBvyyEf4L-?iBlNlyUvW_GcPhLP1AOi3OzhqITFGn50uDa32zsuXX
Scale = 1:43.2
T1 T1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
1 2
3
4
5
6
7
8
9
10
11
12
13
14 15
26 25 24 23 22 21 20 19 18 17 16
27
28
29
30 31
32
33
34
35 36
4x4
3x4 3x4
5x6
26-0-0
26-0-0
-1-0-0
1-0-0
13-0-0
13-0-0
26-0-0
13-0-0
27-0-0
1-0-0
0-4-5
6-10-5
7-3-15
0-4-5
6.00 12
Plate Offsets (X,Y): [19:0-3-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.090.050.19
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.000.000.01
(loc)
141514
l/defl
n/rn/rn/a
L/d
12090n/a
PLATES
MT20
Weight: 111 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 26-0-0.(lb) - Max Horz2= -75(LC 7)Max UpliftAll uplift 100 lb or less at joint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16Max Grav
All reactions 250 lb or less at joint(s) 21, 25, 17 except
2=272(LC 2), 14=272(LC 2), 22=334(LC 14), 23=312(LC 3),
24=256(LC 14), 26=330(LC 14), 20=334(LC 15), 19=312(LC 4),
18=256(LC 15), 16=330(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS7-22=-294/141, 6-23=-268/96, 3-26=-262/137, 9-20=-294/141,
WEBS7-22=-294/141, 6-23=-268/96, 3-26=-262/137, 9-20=-294/141,
10-19=-268/96, 13-16=-262/137
NOTES (16)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0,Exterior(2) 2-0-0 to 10-0-0, Corner(3) 10-0-0 to 13-0-0, Exterior(2) 16-0-0 to 24-0-0zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.602) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) All plates are 1.5x4 MT20 unless otherwise indicated.8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.11) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.12) All bearings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16.14) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
16) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
NailedNailed
SNP3
Na
i
l
e
d
Na
i
l
e
d
SN
P
3
Na
i
l
e
d
Na
i
l
e
d
NailedNailed
SN
P
3
SNP3
NailedNailed
SNP3
Na
i
l
e
d
Na
i
l
e
d
SN
P
3
SN
P
3
SNP3
SNP3
SN
P
3
SNP3
SN
P
3
.
.
THJA26
THJA26
LUS26
LUS26
LUS26
No
S
o
l
n
.
HU
S
2
6
HUS26 HU
S
2
6
THJA26
HU
S
2
6
G1 H1
CJ1
CJ1
01
02
03
010203
010203
01
02
03
G1
A
H1
CJ1
04
01 02 03
01
02
03
04G
T2
G
E
T2
T2
A
T2
B
T2
C
T1(6)04(5)
34-04-00
36-04-00
10
-
0
0
-
0
0
14
-
0
4
-
0
0
24
-
0
4
-
0
0
24
-
0
4
-
0
0
2-
0
2
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
2
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
8-02-00
2-02-00
2-00-00
2-00-00
2-00-00
2-00-00 8-02-00
2-
0
0
-
0
0
Job Number: 28851This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to the ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsible for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss Engineering Corporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: Q1211232 Drawn By: Brian Tetreault Job Name:Jobsite: ROSEMUND 24 NUTTING AVE. NORTHAMPTONMA
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Job
28851
Truss
01
Truss Type
Jack-Closed Truss
Qty
6
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:51:53 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-CBv1S4bAqbPxjRHtUaAfIxpX3EhT35UOA2Umjszsuaa
Scale = 1:23.3
W1
T1 W2
B1
1
2
3
5
4
3x4
4x4
3x6
3x4
6-0-15
6-0-15
-1-0-0
1-0-0
6-0-15
6-0-15
1-0-0
4-0-8
6.00 12
Plate Offsets (X,Y): [2:0-2-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.590.270.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.110.00
(loc)
4-54-54
l/defl
>999>608n/a
L/d
240180n/a
PLATES
MT20
Weight: 21 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except*
W2: 2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =381/0-5-8 (min. 0-1-8)4 =274/MechanicalMax Horz5 =141(LC 9)Max Uplift
5 =-69(LC 9)
4 =-97(LC 9)
Max Grav
5 =461(LC 2)4 =328(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-5=-424/172
TOP CHORD2-5=-424/172
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 69 lb uplift at joint 5 and 97 lb uplift at joint 4.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
02
Truss Type
Jack-Closed Truss
Qty
6
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:51:57 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-4y9XIRehuqwNC2bejQFbSnzIxr5v?vU_5gSzsdzsuaW
Scale = 1:17.1
W1
T1 W2
B1
1
2
3
5
4
2x4
2x4
3x4
1.5x4
4-0-15
4-0-15
-1-0-0
1-0-0
4-0-15
4-0-15
1-0-0
3-0-8
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.22
0.110.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.01
-0.020.00
(loc)
4-5
4-54
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 15 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except* W2: 2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-0-15 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =288/0-5-8 (min. 0-1-8)4 =172/MechanicalMax Horz5 =103(LC 9)Max Uplift5 =-60(LC 9)
4 =-66(LC 9)
Max Grav
5 =349(LC 2)
4 =205(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-5=-321/136
TOP CHORD2-5=-321/136
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 60 lb uplift at joint 5 and 66 lb uplift at joint 4.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
03
Truss Type
Jack-Open Truss
Qty
6
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:52:00 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-VXqgwTgZBlIy3WJDOYoI4Qbrg28cCGDQnegdSyzsuaT
Scale = 1:12.4
W1
T1
B1
1
2
5
3
4
1.5x4
2x4
2-0-15
2-0-15
-1-0-0
1-0-0
2-0-15
2-0-15
1-0-0
2-0-8
1-7-13
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.12
0.040.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.00
-0.00-0.00
(loc)
5
4-53
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 7 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-0-15 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =208/0-5-8 (min. 0-1-8)3 =50/Mechanical4 =14/MechanicalMax Horz5 =66(LC 9)Max Uplift5 =-54(LC 9)
3 =-32(LC 9)
4 =-2(LC 9)
Max Grav
5 =255(LC 2)3 =62(LC 2)4 =34(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 54 lb uplift at joint 5, 32 lb uplift at joint 3 and 2 lb uplift at joint 4.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
04
Truss Type
Jack-Closed Truss
Qty
6
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:52:06 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-KhBxBWlKnb25nRnNkpviKhrpAT44cykJAZ7ygczsuaN
Scale = 1:28.3
W1
T1 W3
B1
W2
1
2
3
4
6 5
7
8
4x4
4x6
3x4
4x4
1.5x4
8-2-0
8-2-0
-1-0-0
1-0-0
4-1-0
4-1-0
8-2-0
4-1-0
1-0-0
5-1-0
6.00 12
Plate Offsets (X,Y): [2:0-3-0,Edge]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.380.490.19
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.14-0.340.00
(loc)
5-65-65
l/defl
>673>278n/a
L/d
240180n/a
PLATES
MT20
Weight: 32 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)6 =480/0-5-8 (min. 0-1-8)5 =378/MechanicalMax Horz6 =169(LC 9)Max Uplift
6 =-82(LC 9)
5 =-101(LC 9)
Max Grav
6 =580(LC 2)5 =453(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-6=-492/153, 2-7=-470/35, 3-7=-322/48
TOP CHORD2-6=-492/153, 2-7=-470/35, 3-7=-322/48
BOT CHORD
5-6=-180/335
WEBS
3-5=-379/216
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,Interior(1) 2-0-0 to 3-9-5, Exterior(2) 3-9-5 to 8-0-4 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 82 lb uplift at joint 6 and 101 lb uplift at joint 5.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
28851
Truss
04G
Truss Type
JACK-CLOSED TRUSS
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:52:17 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-VoM5UHtEBzRXb76UudcHG?of_vl7hmQwinI1ZTzsuaC
Scale = 1:30.3
T1 W3
B1
W1
W2
HW1
1
2
3
4
5
7 6
12
13 14
1.5x4
5x12
4x4
3x8 4x6
4x9
HUS26
HUS26
HUS26
4-1-0
4-1-0
8-2-0
4-1-0
-1-0-0
1-0-0
4-1-0
4-1-0
8-2-0
4-1-0
1-0-0
5-1-0
6.00 12
Plate Offsets (X,Y): [2:0-7-13,0-1-13], [7:0-4-12,0-1-8]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix-M)
0.470.780.77
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.06-0.090.02
(loc)
6-76-76
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 43 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud
SLIDER
Left 2 X 6 SPF 1650F 1.5E 2-6-0
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 4-6
REACTIONS (lb/size)2 =1464/0-5-8 (min. 0-2-13)6 =1525/Mechanical
Max Horz
2 =168(LC 8)
Max Uplift
2 =-255(LC 8)6 =-300(LC 8)Max Grav2 =1795(LC 13)6 =1930(LC 13)
Max Grav2 =1795(LC 13)
6 =1930(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1209/122, 3-4=-2095/257BOT CHORD2-13=-320/1838, 7-13=-320/1838, 7-14=-320/1838, 6-14=-320/1838WEBS4-7=-225/1789, 4-6=-2215/386
NOTES (17)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 255 lb uplift at joint 8 and 300 lb uplift at joint 6.
12) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 14) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) orequivalent spaced at 2-0-0 oc max. starting at 2-2-12 from the left end to 6-2-12 toconnect truss(es) T2A (1 ply 2 X 4 SPF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber.16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted asfront (F) or back (B).17) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
StandardContinued on page 2
Job
28851
Truss
04G
Truss Type
JACK-CLOSED TRUSS
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:52:17 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-VoM5UHtEBzRXb76UudcHG?of_vl7hmQwinI1ZTzsuaC
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-5=-78, 6-8=-20Concentrated Loads (lb)
Vert: 7=-674(F) 13=-669(F) 14=-783(F)
Job
28851
Truss
CJ1
Truss Type
DIAGONAL HIP GIRDER
Qty
3
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:52:53 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-SjXi2bJpi1zQwftP?BFjkbIkUQ1U77wDzN0xpNzsuZe
Scale = 1:30.4
T1 W3
B1
W1
W2
HW11
2
3
4
5
7 6
14
15
16 17
1.5x4
8x9
4x4
2x4 4x6
4x4
Nailed
Nailed
SNP3
SNP3
Nailed
Nailed
SNP3
SNP3
5-8-0
5-8-0
11-5-1
5-9-1
-1-5-0
1-5-0
5-8-0
5-8-0
11-5-1
5-9-1
1-0-0
5-0-7
4.24 12
Plate Offsets (X,Y): [2:0-6-1,0-0-5]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix-M)
0.810.840.48
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.12-0.21-0.03
(loc)
6-76-72
l/defl
>999>637n/a
L/d
240180n/a
PLATES
MT20
Weight: 55 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud
SLIDER
Left 2 X 6 SPF 1650F 1.5E 2-6-0
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-0-6 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 4-6
REACTIONS (lb/size)2 =914/0-7-6 (min. 0-1-13)6 =1046/Mechanical
Max Horz
2 =167(LC 6)
Max Uplift
2 =-296(LC 6)6 =-351(LC 6)Max Grav2 =1149(LC 13)6 =1391(LC 13)
Max Grav2 =1149(LC 13)
6 =1391(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-2=-473/27, 2-3=-359/18, 3-14=-1617/381, 4-14=-1541/389, 5-6=-320/58BOT CHORD2-8=-453/1487, 2-16=-453/1487, 7-16=-453/1487, 7-17=-453/1487, 6-17=-453/1487WEBS4-7=-219/753, 4-6=-1641/499
NOTES (19)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 296 lb uplift at joint 10 and 351 lb uplift at joint 6.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) orequivalent spaced at 2-9-15 oc max. starting at 5-10-4 from the left end to 8-8-3 toconnect truss(es) 02 (1 ply 2 X 4 SPF) to front face of bottom chord. 14) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nails into Truss) orequivalent spaced at 2-9-15 oc max. starting at 5-10-4 from the left end to 8-8-3 toconnect truss(es) 02 (1 ply 2 X 4 SPF) to back face of bottom chord.
Continued on page 2
Job
28851
Truss
CJ1
Truss Type
DIAGONAL HIP GIRDER
Qty
3
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:52:53 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-SjXi2bJpi1zQwftP?BFjkbIkUQ1U77wDzN0xpNzsuZe
NOTES (19)
15) WARNING: The following hangers are manually applied but fail due to geometric
considerations: SNP3 on front face at 5-10-4 from the left end, SNP3 on front face at 8-8-3
from the left end, SNP3 on back face at 5-10-4 from the left end, SNP3 on back face at8-8-3 from the left end.16) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer toMiTek's ST-TOENAIL Detail. 17) SNP3: A minimum of (6) 8d x 1-1/2" nails are required into each member. All nailing isrequired in face of supported chords. For sloped applications, flanges may protrude aboveor below truss chords. Bending of extended flanges is permitted. 18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B).
19) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-5=-78, 6-8=-20Concentrated Loads (lb)Vert: 7=-303(F=-152, B=-152) 14=56(F=28, B=28) 16=8(F=4, B=4) 17=-508(F=-254,B=-254)
Job
28851
Truss
G1
Truss Type
HIP TRUSS
Qty
1
Ply
2
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:53:34 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-lcWCfcpX2d8cLyVHuIULuEUiMx2yDi9GPGScmVzsuZ?
Scale = 1:34.7
0-1-11
0-1-11
T1
T2
T1
B1
W1
W2 W3 W4 W3 W2
W1HW1 HW1
B2
1
2
3
4
5 6 7
8
9
10
11
14 13 12
23
24 25
26
27 28
6x6
6x6
6x9
4x9
6x6
1.5x4
7x8
1.5x4
6x6
1.5x4
6x9
4x9
THJA26
LUS26
LUS26
LUS26
THJA26
8-2-0
8-2-0
12-2-0
4-0-0
16-2-0
4-0-0
24-4-0
8-2-0
-1-0-0
1-0-0
4-3-0
4-3-0
8-2-0
3-11-0
12-2-0
4-0-0
16-2-0
4-0-0
20-1-0
3-11-0
24-4-0
4-3-0
25-4-0
1-0-0
1-0-0
4-11-5
5-1-0
1-0-0
4-11-5
6.00 12
Plate Offsets (X,Y): [2:0-6-1,0-1-5], [10:0-6-1,0-1-5], [12:0-3-0,0-4-4], [13:0-2-8,0-5-4], [14:0-3-0,0-4-4]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix-M)
0.930.720.34
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.19-0.310.10
(loc)
12-1312-1310
l/defl
>999>944n/a
L/d
240180n/a
PLATES
MT20
Weight: 246 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud
SLIDER
Left 2 X 6 SPF 1650F 1.5E 2-6-0,
Right 2 X 6 SPF 1650F 1.5E 2-6-0
BRACING
TOP CHORDStructural wood sheathing directly applied or 3-3-12 oc purlins, except 2-0-0 oc purlins (5-7-7 max.): 5-7.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2 =3290/0-5-8 (min. 0-3-6)10 =3285/0-5-8 (min. 0-3-6)
Max Horz
2 =-51(LC 9)
Max Uplift
2 =-842(LC 8)10 =-840(LC 9)Max Grav2 =4307(LC 27)10 =4301(LC 27)
Max Grav2 =4307(LC 27)
10 =4301(LC 27)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1734/245, 3-4=-6764/1393, 4-23=-6687/1415, 5-23=-6586/1426, 5-24=-6862/1471, 6-24=-6866/1471, 6-25=-6896/1475, 7-25=-6892/1475, 7-26=-6582/1425, 8-26=-6683/1414, 8-9=-6758/1391, 9-10=-1711/240BOT CHORD2-14=-1166/5788, 14-27=-1220/5915, 13-27=-1220/5915, 13-28=-1180/5911, 12-28=-1180/5911, 10-12=-1114/5782WEBS4-14=-170/691, 5-14=-330/1539, 5-13=-343/1486, 6-13=-824/156,
7-13=-341/1468, 7-12=-342/1590, 8-12=-171/695
NOTES (20)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc.Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.Webs connected as follows: 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 providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.604) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
7) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
8) Provide adequate drainage to prevent water ponding.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.11) All bearings are assumed to be SPF No.2 . 12) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 842 lb uplift at joint 15 and 840 lb uplift at joint 19.
13) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.Continued on page 2
Job
28851
Truss
G1
Truss Type
HIP TRUSS
Qty
1
Ply
2
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:53:34 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-lcWCfcpX2d8cLyVHuIULuEUiMx2yDi9GPGScmVzsuZ?
NOTES (20)
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.16) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at8-2-6 from the left end to connect truss(es) 04 (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 6 SPF) toback face of bottom chord. 17) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) orequivalent spaced at 1-11-4 oc max. starting at 10-2-12 from the left end to 14-1-4 toconnect truss(es) 04 (1 ply 2 X 4 SPF) to back face of bottom chord. 18) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at
16-1-10 from the left end to connect truss(es) 04 (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 6 SPF)
to back face of bottom chord.
19) Fill all nail holes where hanger is in contact with lumber.
20) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-5=-78, 5-7=-78, 7-11=-78, 15-19=-20Concentrated Loads (lb)Vert: 14=-1483(B) 13=-358(B) 12=-1483(B) 27=-358(B) 28=-358(B)
Job
28851
Truss
G1A
Truss Type
HIP TRUSS
Qty
1
Ply
2
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:53:27 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-SGbZBDk8iUFc?tTx_Ksi6miWv7de4TQEogFk0PzsuZ6
Scale = 1:34.7
0-1-11
0-1-11
T1
T2
T1
B1
W1
W2 W3 W4 W3 W2
W1HW1 HW1
B2
1
2
3
4
5 6 7
8
9
10
11
14 13 12
23
24 25
26
27
6x6
6x6
6x9
4x9
7x8
1.5x4
8x9
1.5x4
3x4
1.5x4
5x9
4x6
THJA26
HUS26
8-2-0
8-2-0
12-2-0
4-0-0
16-2-0
4-0-0
24-4-0
8-2-0
-1-0-0
1-0-0
4-3-0
4-3-0
8-2-0
3-11-0
12-2-0
4-0-0
16-2-0
4-0-0
20-1-0
3-11-0
24-4-0
4-3-0
25-4-0
1-0-0
1-0-0
4-11-5
5-1-0
1-0-0
4-11-5
6.00 12
Plate Offsets (X,Y): [2:0-6-9,0-0-9], [10:0-6-1,0-1-5], [13:0-3-8,0-4-12], [14:0-3-8,0-4-12]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix-M)
0.940.890.60
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.20-0.320.08
(loc)
13-1413-1410
l/defl
>999>923n/a
L/d
240180n/a
PLATES
MT20
Weight: 246 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud
SLIDER
Left 2 X 6 SPF 1650F 1.5E 2-6-0,
Right 2 X 6 SPF 1650F 1.5E 2-6-0
BRACING
TOP CHORDStructural wood sheathing directly applied or 3-2-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2 =3189/0-5-8 (min. 0-3-5)10 =2396/0-5-8 (min. 0-2-8)
Max Horz
2 =-51(LC 9)
Max Uplift
2 =-702(LC 8)10 =-485(LC 9)Max Grav2 =4190(LC 27)10 =3226(LC 27)
Max Grav2 =4190(LC 27)
10 =3226(LC 27)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1475/156, 3-4=-6611/1152, 4-23=-6543/1162, 5-23=-6442/1172, 5-24=-5916/1010, 6-24=-5920/1010, 6-25=-5950/1013, 7-25=-5945/1014, 7-26=-4509/743, 8-26=-4610/734, 8-9=-4828/755, 9-10=-1344/107BOT CHORD2-14=-959/5644, 14-27=-984/5759, 13-27=-984/5759, 12-13=-574/4084, 10-12=-572/4137WEBS4-14=-142/711, 5-14=-492/2417, 5-13=-275/248, 6-13=-809/150,
7-13=-556/2783, 7-12=-509/183, 8-12=-78/404
NOTES (19)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc.Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 oc.Webs connected as follows: 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 providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.604) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
7) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
8) Provide adequate drainage to prevent water ponding.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.11) All bearings are assumed to be SPF No.2 . 12) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 702 lb uplift at joint 15 and 485 lb uplift at joint 19.
13) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.Continued on page 2
Job
28851
Truss
G1A
Truss Type
HIP TRUSS
Qty
1
Ply
2
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:53:27 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-SGbZBDk8iUFc?tTx_Ksi6miWv7de4TQEogFk0PzsuZ6
NOTES (19)
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.16) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at8-2-6 from the left end to connect truss(es) 04 (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 6 SPF) tofront face of bottom chord. 17) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) orequivalent at 9-11-4 from the left end to connect truss(es) 04G (1 ply 2 X 6 SPF) to frontface of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 18) Fill all nail holes where hanger is in contact with lumber.
19) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-5=-78, 5-7=-78, 7-11=-78, 15-19=-20Concentrated Loads (lb)Vert: 14=-1483(F) 27=-1569(F)
Job
28851
Truss
H1
Truss Type
Hip Truss
Qty
2
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:53:55 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-dfH83o3i64ndMBcJdCMGFgsN3PFoe4OLE11D_nzsuYg
Scale = 1:36.8
0-1-11
0-1-11
T1
T2
T1
B1
W3 W4
W5 W6 W5
W4 W3W1
W2
W1
W2B2
1
2
3
4 5
6
7
8
15 14 13 12 11 10 9
1617
18
19 20
21
2223
24
6x6 4x6
3x4 3x6
3x4
6x6 3x4 3x8
3x4
6x6
4x9
3x4
4x9
5-0-0
5-0-0
10-2-0
5-2-0
14-2-0
4-0-0
19-4-0
5-2-0
24-4-0
5-0-0
-1-0-0
1-0-0
5-0-0
5-0-0
10-2-0
5-2-0
14-2-0
4-0-0
19-4-0
5-2-0
24-4-0
5-0-0
25-4-0
1-0-0
1-0-0
5-11-5
6-1-0
1-0-0
5-11-5
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.61
0.600.85
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.11
-0.180.06
(loc)
13-14
13-149
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 113 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals, and
2-0-0 oc purlins (5-2-12 max.): 4-5.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)15 =1285/0-5-8 (min. 0-3-4)9 =1280/0-5-8 (min. 0-3-4)Max Horz15 =-54(LC 7)Max Uplift
15 =-208(LC 9)
9 =-208(LC 10)
Max Grav
15 =2074(LC 28)9 =2074(LC 28)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-16=-2688/323, 16-17=-2539/329, 3-17=-2388/339,
TOP CHORD2-16=-2688/323, 16-17=-2539/329, 3-17=-2388/339, 3-18=-2158/330, 18-19=-1961/339, 4-19=-1959/348,
4-5=-1753/352, 5-20=-1960/348, 20-21=-1962/339,
6-21=-2159/330, 6-22=-2387/339, 22-23=-2538/329,
7-23=-2688/323, 2-15=-2015/320, 7-9=-2015/320
BOT CHORD
14-15=-79/309, 13-14=-212/2259, 13-24=-129/1752, 12-24=-129/1752, 11-12=-212/2259, 10-11=-212/2259, 9-10=-28/309WEBS3-13=-589/115, 4-13=-17/414, 5-12=-8/414, 6-12=-587/115, 2-14=-217/1978, 7-10=-217/1977
NOTES (14)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,
Interior(1) 2-0-0 to 5-11-1, Exterior(2) 5-11-1 to 18-4-15, Interior(1) 18-4-15 to 22-4-0
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 208 lb uplift at joint 15 and 208 lb uplift at joint 9.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
T1
Truss Type
Common Truss
Qty
6
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:54:00 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-_c416V7qwdPwSyUHQlyRxjZCuQy0JQ35NJl_g?zsuYb
Scale = 1:42.4
T1 T1
B1
W4
W3
W4
W3
W1
W2
W1
W2
B2
1
2
3
4
5
6
7
11 10 9 8
12
13
14 15
16
17
18 19
5x6
6x6
4x4
3x4
4x4
4x6
4x6 4x6
4x6
8-6-0
8-6-0
15-10-0
7-4-0
24-4-0
8-6-0
-1-0-0
1-0-0
6-3-0
6-3-0
12-2-0
5-11-0
18-1-0
5-11-0
24-4-0
6-3-0
25-4-0
1-0-0
1-0-0
7-1-0
1-0-0
6.00 12
Plate Offsets (X,Y): [4:0-3-8,0-2-8], [9:0-3-0,Edge]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.730.600.50
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.17-0.310.07
(loc)
9-1010-118
l/defl
>999>928n/a
L/d
240180n/a
PLATES
MT20
Weight: 105 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 3-11, 5-8
REACTIONS (lb/size)11 =1308/0-5-8 (min. 0-2-6)8 =1308/0-5-8 (min. 0-2-6)Max Horz
11 =66(LC 8)
Max Uplift
11 =-210(LC 9)
8 =-210(LC 10)Max Grav11 =1516(LC 2)8 =1516(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
2-12=-592/145, 3-12=-360/165, 3-13=-1814/303,
13-14=-1684/312, 4-14=-1675/323, 4-15=-1675/323,
15-16=-1684/312, 5-16=-1814/303, 5-17=-360/165,
6-17=-592/145, 2-11=-618/214, 6-8=-618/214
BOT CHORD10-11=-169/1696, 10-18=-57/1239, 18-19=-57/1239, 9-19=-57/1239, 8-9=-169/1696WEBS4-9=-75/646, 5-9=-484/173, 4-10=-75/646, 3-10=-484/172, 3-11=-1528/191, 5-8=-1528/191
NOTES (12)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,
Interior(1) 2-0-0 to 9-2-0, Exterior(2) 9-2-0 to 12-2-0, Interior(1) 15-2-0 to 22-4-0 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 210 lb uplift at joint 11 and 210 lb uplift at joint 8.
10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
T2GE
Truss Type
Common Truss
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:54:58 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-HmazHKqDGRjhQswQpx?1IyzGlouQvlwdjKo2iezsuXh
Scale = 1:25.3
W1
T1 T1
W1
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST11
2
3
4
5
6
7
8
9
10
11
20 19 18 17 16 15 14 13 12
21
22 23
24 25
26 27
28
2x4
4x4
2x4
14-4-0
14-4-0
-1-0-0
1-0-0
7-2-0
7-2-0
14-4-0
7-2-0
15-4-0
1-0-0
1-0-0
4-7-0
1-0-0
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.12
0.030.09
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.01
-0.000.00
(loc)
11
1112
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 57 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 14-4-0.(lb) - Max Horz20= -52(LC 10)Max UpliftAll uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13Max Grav
All reactions 250 lb or less at joint(s) 20, 12, 19, 13 except
16=252(LC 2), 17=295(LC 14), 18=258(LC 14), 15=295(LC 15),
14=258(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS5-17=-255/142, 7-15=-256/142
NOTES (17)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0,Exterior(2) 2-0-0 to 4-2-0, Corner(3) 4-2-0 to 7-2-0, Exterior(2) 10-2-0 to 12-4-0 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.602) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) All plates are 1.5x4 MT20 unless otherwise indicated.8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e. diagonal web).10) Gable studs spaced at 2-0-0 oc.11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.
12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.13) All bearings are assumed to be SPF No.2 . 14) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15, 14, 13.15) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 17) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
28851
Truss
T2
Truss Type
COMMON TRUSS
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:54:14 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-aJwK2HIcdwAx86ZzEiCjWg8hF3kbblv8cU8j9BzsuYN
Scale = 1:28.0
T1 T2
B1
W4
W3W3
W1
W2
W1
W2
1
2
3
4
5
6
9 8 7
10
11
12 13
14
4x4
1.5x4
3x8
4x4 4x4
1.5x4
3x4
3x4
7-2-0
7-2-0
14-4-0
7-2-0
-1-0-0
1-0-0
4-0-0
4-0-0
7-2-0
3-2-0
10-4-0
3-2-0
14-4-0
4-0-0
1-0-0
4-7-0
1-0-0
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-2-0
1.15
1.15NOIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.35
0.580.54
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.07
-0.180.02
(loc)
7-8
7-87
l/defl
>999
>922n/a
L/d
240
180n/a
PLATES
MT20
Weight: 61 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING
TOP CHORD
2-0-0 oc purlins (5-10-6 max.), except end verticals
(Switched from sheeted: Spacing > 2-0-0).
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 4, 6, 2
REACTIONS (lb/size)9 =844/0-5-8 (min. 0-1-9)7 =740/0-5-8 (min. 0-1-8)Max Horz
9 =70(LC 9)
Max Uplift
9 =-171(LC 9)
7 =-114(LC 10)Max Grav9 =1015(LC 2)7 =885(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-11=-934/208, 11-12=-920/216, 4-12=-835/220, 4-13=-837/223,
5-13=-937/212, 2-9=-301/181
BOT CHORD
8-9=-170/930, 7-8=-192/949
WEBS
4-8=-95/487, 5-8=-321/167, 3-8=-286/147, 3-9=-1138/168, 5-7=-1161/236
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,Interior(1) 2-0-0 to 3-10-8, Exterior(2) 3-10-8 to 7-2-0, Interior(1) 10-5-8 to 11-2-4 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 171 lb uplift at joint 9 and 114 lb uplift at joint 7.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
28851
Truss
T2A
Truss Type
Special Truss
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:54:39 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-L6xnIrbIkcKOeyznCS9a1yhpo8Iuy3uqLthYYEzsuY_
Scale = 1:28.0
0-1-11T1
T2
T3
W7
B1
W3
W4
W5 W6W1
W2
1
2
3
4
5 6
9 8 7
10
11
12 13
14 15
4x4
6x6 1.5x4
3x6 3x8
4x4
1.5x4
3x4
7-2-0
7-2-0
12-2-0
5-0-0
14-4-0
2-2-0
-1-0-0
1-0-0
4-0-0
4-0-0
7-2-0
3-2-0
12-2-0
5-0-0
14-4-0
2-2-0
1-0-01-11-5
4-7-0
1-11-5
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.94
0.480.49
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.06
-0.170.02
(loc)
7-8
7-87
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 60 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2 *Except* T2: 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (10-0-0 max.): 5-6.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 6
REACTIONS (lb/size)7 =683/Mechanical9 =779/0-5-8 (min. 0-1-8)
Max Horz
9 =88(LC 9)
Max Uplift
7 =-108(LC 10)9 =-156(LC 9)Max Grav7 =826(LC 28)9 =937(LC 2)
Max Grav7 =826(LC 28)9 =937(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
3-11=-863/176, 11-12=-850/184, 4-12=-771/187, 4-13=-720/165,
13-14=-779/158, 14-15=-808/155, 5-15=-915/154, 2-9=-278/167BOT CHORD8-9=-194/859, 7-8=-172/859WEBS3-8=-264/136, 4-8=-21/336, 5-7=-1126/226, 3-9=-1051/140
NOTES (15)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,
Interior(1) 2-0-0 to 3-10-8, Exterior(2) 3-10-8 to 7-2-0, Interior(1) 10-2-0 to 12-2-0 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.9) All bearings are assumed to be SPF No.2 . 10) Refer to girder(s) for truss to truss connections.11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 108 lb uplift at joint 7 and 156 lb uplift at joint 9.
12) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
T2B
Truss Type
Special Truss
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:54:43 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-DuAI8Cepoqqp6ZHYRHDWBorZVlfpusVQGVflg?zsuXw
Scale = 1:28.0
0-1-11
T1
T2
T3
W7
B1
W3
W4
W5 W6
W1
W2
1
2
3
4
5 6
9 8 7
10
11
12
13 14
15 16
4x4
6x6 1.5x4
3x6 3x8
4x4
1.5x4
3x4
7-2-0
7-2-0
10-2-0
3-0-0
14-4-0
4-2-0
-1-0-0
1-0-0
4-0-0
4-0-0
7-2-0
3-2-0
10-2-0
3-0-0
14-4-0
4-2-0
1-0-0
2-11-5
4-7-0
2-11-5
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.70
0.490.52
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.06
-0.170.02
(loc)
7-8
7-87
l/defl
>999
>997n/a
L/d
240
180n/a
PLATES
MT20
Weight: 62 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-10-1 oc purlins, except end verticals, and
2-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 6
REACTIONS (lb/size)7 =683/Mechanical9 =779/0-5-8 (min. 0-1-8)Max Horz
9 =115(LC 9)
Max Uplift
7 =-114(LC 10)
9 =-152(LC 9)Max Grav7 =832(LC 27)9 =937(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-11=-863/173, 11-12=-849/180, 4-12=-770/184, 4-13=-753/181,
13-14=-767/178, 5-14=-835/176, 6-7=-315/67, 2-9=-278/167
BOT CHORD
8-9=-221/859, 7-8=-192/841
WEBS
3-8=-264/137, 4-8=-59/438, 5-8=-259/99, 5-7=-1015/232, 3-9=-1050/136
NOTES (15)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,Interior(1) 2-0-0 to 3-10-8, Exterior(2) 3-10-8 to 7-2-0, Interior(1) 10-2-0 to 11-2-4 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.9) All bearings are assumed to be SPF No.2 . 10) Refer to girder(s) for truss to truss connections.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 114 lb uplift at joint 7 and 152 lb uplift at joint 9.12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
28851
Truss
T2C
Truss Type
Special Truss
Qty
1
Ply
1
24 NUTTING AVE. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jan 22 06:54:53 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:4GZrvWKYaxh?kY6tCyFvGlzuT95-xpn4Edm4Rv5PJ52T1OPsbvGMyn5lEPPuZ24H1QzsuXm
Scale = 1:28.0
0-1-11
T1
T2
T3
W6
B1
W3
W4 W5 W6 W7 W7
W1
W2
1
2
3
4
5
6
7
11 10 9 8
12
13
14
15 16
4x4
6x6 1.5x4
3x6 3x8
4x4
3x4
3x4
1.5x4
3x4
7-2-0
7-2-0
8-2-0
1-0-0
14-4-0
6-2-0
-1-0-0
1-0-0
4-0-0
4-0-0
7-2-0
3-2-0
8-2-0
1-0-0
11-3-0
3-1-0
14-4-0
3-1-0
1-0-0
3-11-54-7-0
3-11-5
6.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.32
0.450.49
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.08
-0.200.02
(loc)
10-11
10-118
l/defl
>999
>826n/a
L/d
240
180n/a
PLATES
MT20
Weight: 72 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING
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.): 5-7.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 7
REACTIONS (lb/size)8 =683/Mechanical11 =779/0-5-8 (min. 0-1-8)Max Horz
11 =141(LC 9)
Max Uplift
8 =-124(LC 10)
11 =-146(LC 9)Max Grav8 =978(LC 27)11 =937(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-13=-857/142, 13-14=-844/150, 4-14=-765/154, 4-5=-809/175,
5-15=-760/154, 6-15=-764/153, 2-11=-278/167
BOT CHORD
10-11=-242/854, 9-10=-155/769, 8-9=-121/608
WEBS
3-10=-265/138, 4-10=-85/583, 5-10=-443/68, 6-9=-49/374, 6-8=-970/194, 3-11=-1045/108
NOTES (15)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0,Interior(1) 2-0-0 to 3-10-8, Exterior(2) 3-10-8 to 7-2-0, Interior(1) 8-2-0 to 11-2-4 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.9) All bearings are assumed to be SPF No.2 . 10) Refer to girder(s) for truss to truss connections.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 124 lb uplift at joint 8 and 146 lb uplift at joint 11.12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard