29722R-VH_SHELBURNE LOT5_ROOF-RKH-072312-SEALS24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
29722R
Job:SHELBURNE FARMHOUSE
Ordered On:07/22/13
10 FORD CROSSING
NORTHAMPTON, MA
LOT 5 BEECHWOOD AT VILLAGE HILL
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:43268-WRIGHT
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:ANDY CLOGSTON
07/25/13
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
08/24/13Projected Delivery By:
*BASED ON PLANS DATED 6/26/13.
*ADDITIONAL DL ADDED TO TOP CHORD OF ROOF TRUSSES FOR
FUTURE SOLAR AND/OR PV PANELS FOR MAIN HOUSE AND
GARAGE.
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: / /ON:
T2 7.00 0.00 29-00-00
00-10-0800-10-08
2 X 42 X 4
COMMON
13 29-00-00 09-05-08 132
T2SGE 7.00 0.00 29-00-00
00-10-0800-10-08
2 X 42 X 4
GABLE
2 29-00-00 09-05-08 193
T3 7.00 0.00 16-00-00
00-10-0800-10-08
2 X 42 X 4
COMMON
4 16-00-00 05-08-00 71
T3GE 7.00 0.00 16-00-00
00-10-0800-10-08
2 X 42 X 4GABLE 1 16-00-00 05-08-00 69
T4 7.00 0.00 14-00-00
00-10-0800-10-08
2 X 42 X 4
Common Truss
6 14-00-00 04-11-03 49
T4GE 7.00 0.00 14-00-00
00-10-0800-10-08
2 X 42 X 4
Common Truss
1 14-00-00 04-11-03 51
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:
WIDE LOAD /
ESCORT FEE
Job Number:This 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: Q1307001 Drawn By: Brian Tetreault Job Name:Jobsite: SHELBURNE FARMHOUSE LOT 5 BEECHWOOD AT VILLAGE HILL10 FORD CROSSING NORTHAMPTONMA
Job
29722
Truss
T4
Truss Type
Common Truss
Qty
6
Ply
1
10 FORD CROSSING NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jul 23 12:23:06 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:xtF?Ld9Y6DcpPdKfIFPjw3z?7Ay-VFpydL5ePz7iMrVV?BRfNr2nnDFurj9EcYJsYVyvC4J
Scale = 1:26.5
T1 T1
B1
W2
W1W1
1
2
3
4
5
6
7
8
9
10 11
12
4x4
4x4 4x4 3x8
1.5x4 1.5x4
7-0-0
7-0-0
14-0-0
7-0-0
-0-10-8
0-10-8
4-0-0
4-0-0
7-0-0
3-0-0
10-0-0
3-0-0
14-0-0
4-0-0
14-10-8
0-10-8
0-4-12
4-5-12
4-11-3
0-4-12
7.00 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)
0.24
0.470.24
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.06
-0.160.02
(loc)
2-8
2-86
l/defl
>999
>999n/a
L/d
240
180n/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.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 5-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2 =901/0-3-8 (min. 0-1-8)6 =901/0-3-8 (min. 0-1-8)Max Horz2 =-121(LC 6)Max Uplift2 =-151(LC 8)6 =-151(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-9=-1187/179, 3-9=-1085/188, 3-10=-874/145, 4-10=-770/149, 4-11=-770/149, 5-11=-874/145, 5-12=-1085/188, 6-12=-1187/179BOT CHORD2-8=-118/932, 6-8=-89/932WEBS4-8=-78/555, 5-8=-375/154, 3-8=-375/154
WEBS4-8=-78/555, 5-8=-375/154, 3-8=-375/154
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) -0-10-8 to 2-1-8,
Interior(1) 2-1-8 to 3-10-7, Exterior(2) 3-10-7 to 7-0-0, Interior(1) 10-1-9 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; 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 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) except (jt=lb) 2=151, 6=151.9) 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 the
analysis and design of this truss.
11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
29722
Truss
T4GE
Truss Type
Common Truss
Qty
1
Ply
1
10 FORD CROSSING NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jul 23 12:23:10 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:FNccDv6?0TgNlM8cX4PJ_Pz?90W-N13TTj89SBd8rSoGE1VbXhCVdqjGnYopW9H4hHyvC4F
Scale = 1:26.4
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
14-0-0
14-0-0
-0-10-8
0-10-8
7-0-0
7-0-0
14-0-0
7-0-0
14-10-8
0-10-8
0-4-12
4-5-12
4-11-3
0-4-12
7.00 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
0.060.07
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.01
-0.010.00
(loc)
9
98
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 52 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 All bearings 14-0-0.(lb) - Max Horz2=-121(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10Max GravAll reactions 250 lb or less at joint(s) 12 except 2=258(LC 1), 8=258(LC 1), 13=282(LC 2), 14=336(LC 2), 11=282(LC 3),
10=336(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS4-13=-250/81, 3-14=-274/120, 6-11=-250/81, 7-10=-274/119
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) -0-10-8 to 2-1-8,Exterior(2) 2-1-8 to 4-0-0, Corner(3) 4-0-0 to 7-0-0, Exterior(2) 10-0-0 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 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) 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) 2, 8, 13, 14, 11, 10.
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
T2SGE
T2SGE
T3GE
T2(13)
T3(4)
13-00-0016-00-00
29-00-00
7-
0
0
-
0
0
28
-
0
0
-
0
0
35
-
0
0
-
0
0
35
-
0
0
-
0
0
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
1-10-08 1-08 2-00-00
Job Number:This 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: Q1307001 Drawn By: Brian Tetreault Job Name:Jobsite: SHELBURNE FARMHOUSE LOT 5 BEECHWOOD AT VILLAGE HILL10 FORD CROSSING NORTHAMPTONMA
Job
29722
Truss
T2
Truss Type
COMMON TRUSS
Qty
13
Ply
1
10 FORD CROSSING NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jul 23 12:23:31 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:xtF?Ld9Y6DcpPdKfIFPjw3z?7Ay-G3qPtvPKWeG9shvIzyNWu6auzIkSCv7vLxthvZyvC3w
Scale = 1:54.9
T1 T1
B1
W5
W4
W3
W4
W3
W1
W2
W1
W2B1
1 2
3
4
5
6 7
12 11 10 9 8
13
14
15
16 17
18
19
20
21 22
4x6
4x4 5x8
3x6
5x6
3x6
5x6
4x9
4x4
4x9
7-6-0
7-6-0
14-6-0
7-0-0
21-6-0
7-0-0
29-0-0
7-6-0
-0-10-8
0-10-8
7-6-0
7-6-0
14-6-0
7-0-0
21-6-0
7-0-0
29-0-0
7-6-0
29-10-8
0-10-8
1-0-0
9-5-8
1-0-0
7.00 12
ADDITIONAL 7 PSF TCDL FOR
FUTURE SOLAR/PV PANELS
Plate Offsets (X,Y): [2:0-3-12,0-1-12], [6:0-3-12,0-1-12], [10:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
17.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix-M)
0.910.680.70
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.12-0.250.08
(loc)
9-109-108
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 132 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5,W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-10, 3-10
REACTIONS (lb/size)12 =2062/0-3-8 (min. 0-3-4)8 =2062/0-3-8 (min. 0-3-4)Max Horz
12 =-242(LC 6)
Max Uplift
12 =-223(LC 8)
8 =-223(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-13=-2756/257, 13-14=-2553/269, 3-14=-2390/285,
TOP CHORD2-13=-2756/257, 13-14=-2553/269, 3-14=-2390/285,
3-15=-2011/266, 15-16=-1797/280, 4-16=-1787/292,
4-17=-1787/292, 17-18=-1797/280, 5-18=-2011/266,
5-19=-2390/285, 19-20=-2553/269, 6-20=-2756/257,
2-12=-1992/278, 6-8=-1992/278
BOT CHORD11-12=-290/607, 11-21=-130/2205, 10-21=-130/2205, 10-22=-130/2205, 9-22=-130/2205, 8-9=-141/607WEBS4-10=-117/1106, 5-10=-927/164, 3-10=-927/164, 2-11=-42/1628, 6-9=-42/1628
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) -0-10-8 to 2-1-8,
Interior(1) 2-1-8 to 11-6-0, Exterior(2) 11-6-0 to 14-6-0, Interior(1) 17-6-0 to 26-10-8
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) 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 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, with BCDL = 10.0psf.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) 12=223, 8=223.9) 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 the
analysis and design of this truss.
11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
29722
Truss
T2SGE
Truss Type
GABLE
Qty
2
Ply
1
10 FORD CROSSING NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jul 23 12:22:36 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:xtF?Ld9Y6DcpPdKfIFPjw3z?7Ay-NU?cK5kqTlLzmECkFuud9WoUs7ybp1Vpit2HUFyvC4n
Scale = 1:54.9
T1
T1
B1
W5 W4
W3
W4
W3
W1
W2
W1
W2B1
ST8
ST9
ST6
ST7
ST4
ST5ST3ST2
ST1
ST8
ST9
ST6
ST7
ST4
ST5 ST3 ST2
ST1
1 2
3
4
5
6 7
12 11 10 9 8
43
44
45
46 47
48
49
50
51 52
4x6
4x4 5x8
3x6
5x6
3x6
5x6
4x9
4x4
4x9
7-6-0
7-6-0
14-6-0
7-0-0
21-6-0
7-0-0
29-0-0
7-6-0
-0-10-8
0-10-8
7-6-0
7-6-0
14-6-0
7-0-0
21-6-0
7-0-0
29-0-0
7-6-0
29-10-8
0-10-8
1-0-0
9-5-8
1-0-0
7.00 12
ADDITIONAL 7 PSF TCDL FOR
FUTURE SOLAR/PV PANELS
Plate Offsets (X,Y): [2:0-3-12,0-1-12], [6:0-3-12,0-1-12], [10:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
17.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix-M)
0.910.680.70
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.12-0.250.08
(loc)
9-109-108
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 194 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5,W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF No.2
OTHERS 2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-10, 3-10
REACTIONS (lb/size)12 =2062/0-3-8 (min. 0-3-4)8 =2062/0-3-8 (min. 0-3-4)
Max Horz
12 =-242(LC 6)
Max Uplift
12 =-223(LC 8)8 =-223(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-43=-2756/257, 43-44=-2553/269, 3-44=-2390/285,
TOP CHORD2-43=-2756/257, 43-44=-2553/269, 3-44=-2390/285,
3-45=-2011/266, 45-46=-1797/280, 4-46=-1787/292,
4-47=-1787/292, 47-48=-1797/280, 5-48=-2011/266,
5-49=-2390/285, 49-50=-2553/269, 6-50=-2756/257,
2-12=-1992/278, 6-8=-1992/278
BOT CHORD11-12=-290/607, 11-51=-130/2205, 10-51=-130/2205, 10-52=-130/2205, 9-52=-130/2205, 8-9=-141/607WEBS4-10=-117/1106, 5-10=-927/164, 3-10=-927/164, 2-11=-42/1628, 6-9=-42/1628
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) -0-10-8 to 2-1-8,
Interior(1) 2-1-8 to 11-6-0, Exterior(2) 11-6-0 to 14-6-0, Interior(1) 17-6-0 to 26-10-8
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; 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 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 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.6) All plates are 1.5x4 MT20 unless otherwise indicated.7) Gable studs spaced at 2-0-0 oc.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * 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.
10) All bearings are assumed to be SPF No.2 .
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 223 lb uplift at joint 12 and 223 lb uplift at joint 8.
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 theanalysis and design of this truss. 14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
29722
Truss
T3
Truss Type
COMMON TRUSS
Qty
4
Ply
1
10 FORD CROSSING NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jul 23 12:22:54 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:xtF?Ld9Y6DcpPdKfIFPjw3z?7Ay-ry5Q6Fy7DHcPw?aBIgDruJYgVN7_1BbTrgPE7CyvC4V
Scale = 1:34.3
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
2x4
3x6
2x4
3x6
8-0-0
8-0-0
16-0-0
8-0-0
-0-10-8
0-10-8
4-0-0
4-0-0
8-0-0
4-0-0
12-0-0
4-0-0
16-0-0
4-0-0
16-10-8
0-10-8
1-0-0
5-8-0
1-0-0
7.00 12
ADDITIONAL 7 PSF TCDL FOR
FUTURE SOLAR/PV PANELS
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
17.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.45
0.600.60
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.10
-0.250.03
(loc)
9-10
9-108
l/defl
>999
>745n/a
L/d
240
180n/a
PLATES
MT20
Weight: 71 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 6 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-7-1 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)10 =1141/0-3-8 (min. 0-1-13)8 =1141/0-3-8 (min. 0-1-13)Max Horz10 =-133(LC 6)Max Uplift10 =-162(LC 8)
8 =-162(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD3-12=-1009/140, 12-13=-945/143, 13-14=-889/147, 4-14=-871/154,4-15=-871/154, 15-16=-889/147, 16-17=-945/143, 5-17=-1009/140, 2-10=-294/141, 6-8=-294/141BOT CHORD9-10=-122/973, 8-9=-82/973
BOT CHORD9-10=-122/973, 8-9=-82/973WEBS
4-9=-56/506, 5-9=-335/158, 3-9=-335/158, 3-10=-1252/105,
5-8=-1252/105
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) -0-10-8 to 2-1-8,Interior(1) 2-1-8 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 13-10-8 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; 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 times
flat roof load of 38.5 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 162 lb uplift at joint 10 and 162 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
29722
Truss
T3GE
Truss Type
GABLE
Qty
1
Ply
1
10 FORD CROSSING NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Tue Jul 23 12:22:59 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:xtF?Ld9Y6DcpPdKfIFPjw3z?7Ay-CvuJ9y0F2pEi0mT95Dp0bNFcDOyYiZzC?y6?oPyvC4Q
Scale = 1:34.3
T1 T1
B1
W1 W1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
1
2
3
4
5
6
7
8
9
10
11
20 19 18 17 16 15 14 13 12
21 22
4x4
2x4 2x4
3x4 3x4
16-0-0
16-0-0
-0-10-8
0-10-8
8-0-0
8-0-0
16-0-0
8-0-0
16-10-8
0-10-8
1-0-0
5-8-0
1-0-0
7.00 12
ADDITIONAL 7 PSF TCDL FOR
FUTURE SOLAR/PV PANELS
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
17.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.13
0.070.14
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.01
-0.010.00
(loc)
11
1112
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 69 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 6 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 16-0-0.(lb) - Max Horz20=-133(LC 6)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) 19, 13 except
20=256(LC 2), 12=256(LC 3), 16=360(LC 1), 17=371(LC 2),
18=279(LC 2), 15=371(LC 3), 14=279(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS5-17=-293/73, 7-15=-293/73
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) -0-10-8 to 2-0-0,Exterior(2) 2-0-0 to 5-0-0, Corner(3) 5-0-0 to 8-0-0, Exterior(2) 11-0-0 to 13-10-8 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 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) All plates are 1.5x4 MT20 unless otherwise indicated.7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e. diagonal web).9) Gable studs spaced at 2-0-0 oc.10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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 and
any 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 of
withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15, 14, 13.
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 theanalysis and design of this truss. 16) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard