25566-QUILLROOF-RKH-052011-SEALS24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
25566
Job:GREG AND MARIE QUILL
Ordered On:05/18/11
WALNUT ST.
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-43547 R
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:ANDY CLOGSTON
06/01/11Requested Delivery:
05/21/11
Scheduled Delivery:06/01/11
** Truss Engineering's Shipping Department has confirmed this as the ACTUAL ship date. Please
contact us IMMEDIATELY if this date needs to be changed.
**
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS ID TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,15.0,0.0,10.0INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
SHIPPING WIDTH
UNIT
WEIGHT
LAYOUT BY:BRT05/12/11ON:
T110.00 0.00 25-00-00
01-00-0001-00-00
2 X 42 X 4
COMMON
18 25-00-00 11-07-09 108
T1GE10.00 0.00 25-00-00
01-00-0001-00-00
2 X 42 X 4
GABLE
2 25-00-00 11-07-09 144
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. WIDE PERMIT FEE
Job Number: 25566
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: Q1103002
Drawn By: Brian Tetreault
Job Name:
Jobsite:
GREG AND MARIE QUILL
WALNUT ST.
NORTHAMPTONMA
Job
25566
Truss
T1
Truss Type
COMMON TRUSS
Qty
18
Ply
1
WALNUT ST. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed May 18 07:37:53 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:1HFbnYWmsaGfHvBEmEll0dzHFFn-k?_kfD956iC57ftRpIq51vCPbPNQ8tYeyc0Z_XzFLXi
Scale = 1:65.6
T1
T1
B2
W2
W1
W2
W1
HW1 HW1B112
3
4
5
6
7
10 9 8
11
12
13 14
15
16
17 18 19 20 21
5x6
3x4
5x8
4x4
1.5x4
4x4
1.5x4
5x8
8-4-0
8-4-0
16-8-0
8-3-15
25-0-0
8-4-0
-1-0-0
1-0-0
6-3-1
6-3-1
12-6-0
6-2-15
18-8-15
6-2-15
25-0-0
6-3-1
26-0-0
1-0-0
0-8-0
11-1-0
11-7-9
0-8-0
10.00 12
Plate Offsets (X,Y): [2:Edge,0-0-1], [6:Edge,0-0-1]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
15.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.770.870.72
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.19-0.340.06
(loc)
8-106-86
l/defl
>999>871n/a
L/d
240180n/a
PLATES
MT20
Weight: 108 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 No.2 *Except*
W1: 2 X 4 SPF Stud
WEDGE
Left: 2 X 4 SPF Stud,
Right: 2 X 4 SPF Stud
BRACING
TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)6 =1688/0-3-8 (min. 0-2-10)2 =1689/0-3-8 (min. 0-2-10)
Max Horz
2 =-447(LC 6)
Max Uplift
6 =-403(LC 9)2 =-403(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-11=-2052/418, 3-11=-1899/442, 3-12=-1828/576,
TOP CHORD2-11=-2052/418, 3-11=-1899/442, 3-12=-1828/576,
12-13=-1634/579, 4-13=-1622/595, 4-14=-1621/595,
14-15=-1633/579, 5-15=-1827/576, 5-16=-1897/442,
6-16=-2051/418
BOT CHORD
2-17=-313/1406, 17-18=-313/1406, 10-18=-313/1406, 10-19=-113/943, 9-19=-113/943, 8-9=-113/943, 8-20=-152/1405, 20-21=-152/1405, 6-21=-152/1405WEBS4-8=-303/892, 5-8=-496/376, 4-10=-303/895, 3-10=-495/376
NOTES (11)1) Wind: ASCE 7-05; 120mph; 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 9-6-0, Exterior(2) 9-6-0 to 12-6-0, Interior(1) 15-6-0 to 23-0-0 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 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 30.8 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) 6=403, 2=403.9) 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
25566
Truss
T1GE
Truss Type
GABLE
Qty
2
Ply
1
WALNUT ST. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed May 18 07:37:49 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:1HFbnYWmsaGfHvBEmEll0dzHFFn-rEkDpr5b2Tiff2agaSm9s31uNoCtCB621_2MrmzFLXm
Scale: 3/16"=1'
T1 T1
B2HW1 HW1B1
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
27 26 25 24 23 22 21 2019 18 17 16
28
29
30
31
4x4
3x4
3x8 3x8
25-0-0
25-0-0
-1-0-0
1-0-0
12-6-0
12-6-0
25-0-0
12-6-0
26-0-0
1-0-0
0-8-0
11-1-0
11-7-9
0-8-0
10.00 12
Plate Offsets (X,Y): [2:Edge,0-0-1], [14:Edge,0-0-1]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
15.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.080.080.23
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.00-0.000.01
(loc)
151514
l/defl
n/rn/rn/a
L/d
12090n/a
PLATES
MT20
Weight: 145 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 Stud *Except*
ST6,ST5: 2 X 4 SPF No.2
WEDGE
Left: 2 X 4 SPF Stud,
Right: 2 X 4 SPF Stud
BRACING
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 8-22, 7-23, 9-21
REACTIONS All bearings 25-0-0.
(lb) - Max Horz
2= 447(LC 7)
Max Uplift
All uplift 100 lb or less at joint(s) 14, 23, 24, 21, 19 except 2=-178(LC 6), 25=-109(LC 8), 26=-142(LC 8), 27=-207(LC 8), 18=-109(LC 9), 17=-142(LC 9), 16=-203(LC 9)Max GravAll reactions 250 lb or less at joint(s) except 14=257(LC 1),
REACTIONSMax GravAll reactions 250 lb or less at joint(s) except 14=257(LC 1),
2=262(LC 7), 22=314(LC 9), 23=408(LC 2), 24=325(LC 2),
25=312(LC 1), 26=251(LC 2), 27=255(LC 1), 21=408(LC 3),
19=325(LC 3), 18=312(LC 1), 17=251(LC 3), 16=255(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-3=-436/273, 3-4=-308/238, 7-8=-133/342, 8-9=-133/342, 13-14=-290/128BOT CHORD2-27=-80/290, 26-27=-80/290, 25-26=-80/290, 24-25=-80/290, 23-24=-80/290, 22-23=-80/290, 21-22=-80/290, 20-21=-80/290, 19-20=-80/290, 18-19=-80/290, 17-18=-80/290, 16-17=-80/290, 14-16=-80/290
WEBS
8-22=-334/0, 7-23=-288/143, 9-21=-288/143
NOTES (15)
1) Wind: ASCE 7-05; 120mph; 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 9-6-0, Corner(3) 9-6-0 to 12-6-0, Exterior(2) 15-6-0 to 23-0-0 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; Pg= 40.0 psf (ground snow); Pf=30.8 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 30.8 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 .
Continued on page 2
Job
25566
Truss
T1GE
Truss Type
GABLE
Qty
2
Ply
1
WALNUT ST. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Wed May 18 07:37:50 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:1HFbnYWmsaGfHvBEmEll0dzHFFn-JRIb0B6DpnqWGC9s79HOPHa37CY6xeMBGeovNCzFLXl
NOTES (15)
12) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 14, 23, 24, 21, 19 except (jt=lb) 2=178, 25=109,
26=142, 27=207, 18=109, 17=142, 16=203.13) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.14) "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