26935-SHARP_SWEENEY-RKH-121511-SEALS24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
26935
Job:SHARP-SWEENEY RESIDENCE
Ordered On:12/08/11
55 EMERSON WAY
NORTHAMPTON, MA
KOHL CONSTRUCTION
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:TO FOLLOW
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:ANDY CLOGSTON
12/27/11Requested Delivery:
12/11/11
**12/31/11Projected Delivery By:
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Requested Delivery" dates are NOT scheduled ship dates.
**
*12" RAISED HEEL.
*GARAGE AND LOWER LEVEL ROOFS STICK FRAMED.
*GABLE END TOP CHORDS DROPPED FOR 2X6 OUTLOOKERS.
SPECIAL INSTRUCTIONS:
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS ID TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
SHIPPING WIDTH
UNIT
WEIGHT
LAYOUT BY:BRT09/23/11ON:
T1 7.00 0.00 16-00-00
01-10-0801-10-08
2 X 42 X 4
SPECIAL
10 16-00-00 06-01-03 72
T1A 7.00 0.00 16-00-00
01-10-08
2 X 42 X 4
SPECIAL
2 16-00-00 06-01-03 70
T1B 7.00 0.00 16-00-0000-02-0000-02-002 X 42 X 4
SPECIAL
6 16-00-00 05-08-00 67
T1DGE 7.00 0.00 16-00-00
01-10-0801-10-08
2 X 42 X 4GABLE 2 16-00-00 06-01-03 65
T2 7.00 0.00 13-00-00
01-10-0801-10-08
2 X 42 X 4
COMMON
4 13-00-00 05-02-11 43
T2DGE 7.00 0.00 13-00-00
01-10-0801-10-08
2 X 42 X 4
GABLE
1 13-00-00 05-02-11 50
V1 7.00 0.00 08-10-002 X 42 X 4
VALLEY
1 08-10-00 02-07-05 22
V2 7.00 0.00 04-10-002 X 42 X 4
VALLEY
1 04-10-00 01-05-05 10
ROOF 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:
T1
D
G
E
T1
A
T1
A
T1
D
G
E
T2DGE
V1
V2
CO
N
V
E
N
T
I
O
N
A
L
L
Y
FR
A
M
E
D
(I
N
C
L
U
D
I
N
G
OV
E
R
F
R
A
M
I
N
G
)
16-00-0013-00-008-06-00
37-06-00
7-
0
0
-
0
0
16
-
0
0
-
0
0
7-
0
0
-
0
0
16
-
0
0
-
0
0
7-00-00 18-00-0012-06-00
T1(3)T1(7)T1B(6)
T2(4)
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
2-00-00
2-00-00
2-00-00
2-00-00
IN
T
.
B
E
A
R
I
N
G
W
A
L
L
S
Job Number: 26935This 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: Q1109288-1 Drawn By: Brian Tetreault Job Name:Jobsite: SHARP-SWEENEYRESIDENCE KOHL CONSTRUCTION 55 EMERSON WAY NORTHAMPTONMA
Job
26935
Truss
T1DGE
Truss Type
GABLE
Qty
2
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:22 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-t8hPd6fuzX5wdVW2BHmpL?OB39wFiDBRoMTUHFy98hh
Scale = 1:29.8
T1 T1
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
1
2
3
4
5
6
7
8
9
10
11
18 17 16 15 14 13 12
4x4
3x4 3x4
5-8-0
16-0-0
16-0-0
-1-10-8
1-10-8
8-0-0
8-0-0
16-0-0
8-0-0
17-10-8
1-10-8
0-5-10
5-1-10
6-1-3
0-5-10
7.00 12
TOP CHORD DROPPEDFOR 2X6 OUTLOOKERS
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.35
0.050.10
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.07
-0.100.00
(loc)
11
1110
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 65 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT 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 6-0-0 oc bracing.
REACTIONS All bearings 16-0-0.(lb) - Max Horz2= 142(LC 7)Max UpliftAll uplift 100 lb or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-125(LC 8), 10=-140(LC 9)Max GravAll reactions 250 lb or less at joint(s) 18, 12 except
2=404(LC 1), 10=404(LC 1), 15=273(LC 1), 16=378(LC 2),
17=290(LC 2), 14=378(LC 3), 13=290(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS5-16=-299/85, 4-17=-257/104, 7-14=-299/85, 8-13=-257/104
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 Corner(3) -1-10-8 to 1-1-8,Exterior(2) 1-1-8 to 5-0-0, Corner(3) 5-0-0 to 8-0-0, Exterior(2) 11-0-0 to 14-10-8 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see MiTek "Standard Gable End Detail"3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;Ct=1.14) 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 40.0 psf on overhangs non-concurrent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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, with BCDL = 10.0psf.11) All bearings are assumed to be SPF No.2 . 12) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=lb) 2=125, 10=140.
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.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
26935
Truss
T1
Truss Type
SPECIAL TRUSS
Qty
10
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:28:55 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-AyYCztKyKEhltMys56nUlJmYNGaKtvtTafRZrKy98i6
Scale = 1:34.0
T1 T1
B1
W4
W3W3
W1
W2
W1
W2
1
2
3
4
5
6
7
10 9 8
11
12
13
14 15
16
17
18
4x4
3x8
4x4 4x4
1.5x4
3x4
1.5x4
3x4
8-0-0
8-0-0
16-0-0
8-0-0
-1-10-8
1-10-8
3-10-11
3-10-11
8-0-0
4-1-5
12-1-5
4-1-5
16-0-0
3-10-11
17-10-8
1-10-8
1-0-0
5-8-0
6-1-3
1-0-0
7.00 12
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.51
0.600.52
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.10
-0.260.03
(loc)
9-10
9-108
l/defl
>999
>737n/a
L/d
240
180n/a
PLATES
MT20
Weight: 73 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 5-7-8 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)10 =1145/0-5-8 (min. 0-1-13)8 =1145/0-5-8 (min. 0-1-13)Max Horz10 =137(LC 7)Max Uplift10 =-207(LC 8)
8 =-207(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD3-12=-911/119, 12-13=-848/123, 13-14=-798/127, 4-14=-788/134, 4-15=-788/134, 15-16=-798/127, 16-17=-848/123, 5-17=-911/119, 2-10=-402/228, 6-8=-402/228BOT CHORD9-10=-89/857, 8-9=-57/857
BOT CHORD9-10=-89/857, 8-9=-57/857WEBS
4-9=-37/433, 5-9=-291/140, 3-9=-291/139, 3-10=-1095/73,
5-8=-1095/73
NOTES (11)
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) -1-10-8 to 1-1-8,Interior(1) 1-1-8 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 14-10-8 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 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 times
flat roof load of 40.0 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 207 lb uplift at joint 10 and 207 lb uplift at joint 8.
9) 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.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
26935
Truss
T1A
Truss Type
SPECIAL TRUSS
Qty
2
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:05 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-tt9_3ISDzJyK4ujnhDzq9QAFOI_eDQgxuDs5Aly98hy
Scale = 1:34.0
T1
T2
B1
W4
W3W3
W1
W2
W1
W2
1
2
3
4
5
6
9 8 7
10
11
12 13 14
1516 18
17
4x4
1.5x4
3x8
4x4 4x4
1.5x4
3x4
3x4
8-0-0
8-0-0
16-0-0
8-0-0
-1-10-8
1-10-8
3-10-11
3-10-11
8-0-0
4-1-5
12-1-5
4-1-5
16-0-0
3-10-11
1-0-0
5-8-0
6-1-3
1-0-0
7.00 12
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.47
0.600.57
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.10
-0.260.03
(loc)
8-9
8-97
l/defl
>999
>736n/a
L/d
240
180n/a
PLATES
MT20
Weight: 70 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 5-8-1 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)9 =1158/0-5-8 (min. 0-1-13)7 =930/0-5-8 (min. 0-1-8)Max Horz9 =154(LC 7)Max Uplift9 =-209(LC 8)
7 =-111(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD3-11=-933/136, 11-12=-855/137, 12-13=-820/140, 4-13=-810/147, 4-14=-810/151, 14-15=-825/144, 15-16=-875/140, 16-18=-916/137,5-18=-938/137, 2-9=-402/228BOT CHORD8-9=-115/873, 7-8=-125/927
BOT CHORD8-9=-115/873, 7-8=-125/927WEBS
4-8=-52/466, 5-8=-353/168, 3-8=-265/139, 3-9=-1116/81,
5-7=-1185/160
NOTES (11)
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) -1-10-8 to 1-1-8,Interior(1) 1-1-8 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 12-10-4 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 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 times
flat roof load of 40.0 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 209 lb uplift at joint 9 and 111 lb uplift at joint 7.
9) 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.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
26935
Truss
T1B
Truss Type
SPECIAL TRUSS
Qty
6
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:13 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-eQe?k1YE4myB27KJ9u6iT6WeLWjV51W6jSoWTHy98hq
Scale = 1:34.0
T1
T1
B1
W4
W3W3
W1
W2
W1
W21
2
3
4
5
8 7 6
9
10
11 12 13
14
15
16
1.5x4
4x4
1.5x4
3x8
4x4 4x4
3x4 3x4
0-2-0
0-2-0
8-0-0
7-10-0
15-10-0
7-10-0
16-0-0
0-2-0
3-10-11
3-10-11
8-0-0
4-1-5
12-1-5
4-1-5
16-0-0
3-10-11
1-0-0
5-8-0
1-0-0
7.00 12
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.41
0.600.58
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.10
-0.260.03
(loc)
7-8
7-86
l/defl
>999
>735n/a
L/d
240
180n/a
PLATES
MT20
Weight: 68 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 5-9-2 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)8 =943/0-3-8 (min. 0-1-8)6 =943/0-3-8 (min. 0-1-8)Max Horz8 =131(LC 7)Max Uplift8 =-113(LC 8)
6 =-113(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-10=-960/150, 10-11=-882/154, 11-12=-847/157, 3-12=-832/164, 3-13=-832/164, 13-14=-847/157, 14-15=-882/154, 4-15=-960/150BOT CHORD7-8=-147/943, 6-7=-134/943
BOT CHORD7-8=-147/943, 6-7=-134/943WEBS
3-7=-67/498, 4-7=-327/168, 2-7=-327/168, 2-8=-1206/172,
4-6=-1206/172
NOTES (10)
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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 12-10-4 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 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 a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.6) All bearings are assumed to be SPF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 113 lb uplift at joint 8 and 113 lb uplift at joint 6.8) 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.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
10) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
26935
Truss
T2DGE
Truss Type
GABLE
Qty
1
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:38 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-PDfS_aswCS6eYzk77e2Z_N2w_bO4SSRoTrLKrKy98hR
Scale = 1:25.5
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
1
2
3
4
5
6
7
8
9
14 13 12 11 10
15
16
17
18
4x4
3x4 3x4
4-9-8
13-0-0
13-0-0
-1-10-8
1-10-8
6-6-0
6-6-0
13-0-0
6-6-0
14-10-8
1-10-8
0-5-10
4-3-2
5-2-11
0-5-10
7.00 12
TOP CHORD DROPPED
FOR 2X6 OUTLOOKERS
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.35
0.040.08
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.08
-0.110.00
(loc)
9
98
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 50 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT 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 6-0-0 oc bracing.
REACTIONS All bearings 13-0-0.(lb) - Max Horz2= 117(LC 7)Max UpliftAll uplift 100 lb or less at joint(s) 13, 14, 11, 10 except 2=-128(LC 8), 8=-143(LC 9)Max GravAll reactions 250 lb or less at joint(s) 12, 14, 10 except
2=410(LC 1), 8=410(LC 1), 13=346(LC 2), 11=346(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS4-13=-310/107, 6-11=-310/107
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 Corner(3) -1-10-8 to 1-1-8,Exterior(2) 1-1-8 to 3-6-0, Corner(3) 3-6-0 to 6-6-0, Exterior(2) 9-6-0 to 11-10-8 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see MiTek "Standard Gable End Detail"3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;Ct=1.14) 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 40.0 psf on overhangs non-concurrent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 of
withstanding 100 lb uplift at joint(s) 13, 14, 11, 10 except (jt=lb) 2=128, 8=143.
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.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
26935
Truss
T2
Truss Type
COMMON TRUSS
Qty
4
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:30 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-ehAQJrmv4_5nak7afzvhfhjQENa1arAcecPvZoy98hZ
Scale = 1:28.3
T1 T1
B1
W2
W1 W1
1
2
3
4
5
8 7 6
9
10 11
12
13
14 15
16
4x6
4x4 4x4 1.5x4
5x6 5x6
6-6-0
6-6-0
13-0-0
6-6-0
-1-10-8
1-10-8
6-6-0
6-6-0
13-0-0
6-6-0
14-10-8
1-10-8
1-0-0
4-9-8
5-2-11
1-0-0
7.00 12
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.91
0.370.10
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.05
-0.110.01
(loc)
7
7-86
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 44 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 6 SPF 1650F 1.5E *Except* W2: 2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)8 =963/0-5-8 (min. 0-1-8)6 =963/0-5-8 (min. 0-1-8)Max Horz8 =110(LC 7)Max Uplift8 =-194(LC 8)
6 =-194(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-9=-777/84, 9-10=-732/93, 10-11=-612/95, 11-12=-587/105, 3-12=-464/107, 3-13=-464/107, 13-14=-587/105, 14-15=-612/95, 15-16=-732/93, 4-16=-777/84, 2-8=-883/237, 4-6=-883/237BOT CHORD7-8=-2/507, 6-7=-2/507
BOT CHORD7-8=-2/507, 6-7=-2/507WEBS
3-7=0/251
NOTES (11)
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) -1-10-8 to 1-1-8,Interior(1) 1-1-8 to 3-6-0, Exterior(2) 3-6-0 to 6-6-0, Interior(1) 9-6-0 to 11-10-8 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 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 40.0 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=194, 6=194.
9) 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.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
26935
Truss
V1
Truss Type
VALLEY TRUSS
Qty
1
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:45 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-iaa5SzxJYb_ft2mT1dhDmsq60QlIbdBq4RYCbQy98hK
Scale = 1:17.6
T1 T1
B1
ST1
1
2
3
4
5 6
2x4
4x4
2x4 1.5x4
8-10-0
8-10-0
4-5-0
4-5-0
8-10-0
4-5-0
0-0-6
2-7-5
0-0-6
7.00 12
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.43
0.130.08
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
n/a
n/a0.00
(loc)
-
- 3
l/defl
n/a
n/an/a
L/d
999
999n/a
PLATES
MT20
Weight: 23 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT 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 (lb/size)1 =256/8-10-0 (min. 0-1-8)3 =256/8-10-0 (min. 0-1-8)4 =431/8-10-0 (min. 0-1-8)Max Horz1 =-66(LC 6)Max Uplift1 =-56(LC 8)
3 =-59(LC 9)
4 =-30(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS2-4=-333/86
NOTES (11)
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=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 3, 4.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
26935
Truss
V2
Truss Type
VALLEY TRUSS
Qty
1
Ply
1
55 EMERSON WAY NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Dec 14 06:29:48 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:O0_MzfjnR0_UtEHwBN3FzOyaq3x-69FE4?_BrWNDkVV2ilEwOUSiYdmdo?AGmPmsCly98hH
Scale = 1:9.3
T1 T1
B1
1
2
3
2x4
3x4
2x4
4-10-0
4-10-0
2-5-0
2-5-0
4-10-0
2-5-0
0-0-6
1-5-5
0-0-6
7.00 12
Plate Offsets (X,Y): [2:0-2-0,Edge]
LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLL
BCDL
40.0
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.090.160.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
n/an/a0.00
(loc)
- - 3
l/defl
n/an/an/a
L/d
999999n/a
PLATES
MT20
Weight: 11 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1 =232/4-10-0 (min. 0-1-8)3 =232/4-10-0 (min. 0-1-8)Max Horz1 =-32(LC 6)Max Uplift1 =-38(LC 8)3 =-38(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (11)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) automatic zone and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
3) Unbalanced snow loads have been considered for this design.
4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * 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.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 3.
9) 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.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard