51 pilgrim drive Truss Stamp24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
27387
Job:STUDIO ADDITION
Ordered On:04/16/12
51 PILGRIM DRIVE
NORTHAMPTON, MA
DAVE THIBODEAU
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:RU41559
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:DAVE THIBODEAU
04/19/12
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
04/21/12Projected Delivery By:
*BASED ON PLAN DATED 12-23-11.
*STANDARD HEEL PER PLANS.
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:BRT03/09/12ON:
T1 3.00 0.00 19-00-00
00-06-0000-06-00
2 X 42 X 4
Common Truss
8 19-00-00 02-09-10 56
T1GE 3.00 0.00 19-00-00
00-06-0000-06-00
2 X 42 X 4
Common Truss
1 19-00-00 02-09-10 54
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:
Job Number: 27387This 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: Q1203101 Drawn By: Brian Tetreault Job Name:Jobsite: STUDIO ADDITION 51 PILGRIM DRIVE NORTHAMPTONMA
Job
27387
Truss
T1
Truss Type
Common Truss
Qty
8
Ply
1
51 PILGRIM DR. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 16 06:39:58 2012 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:nntafhFu7lV5AOAxbauSY0zci1Q-7Qupynrh4iEDQJlkz1aERfilSav7TqjSS_zExKzQEU?
Scale = 1:24.6
T1 T1
B1
W2
W1W1
1157#/-180#1157#/-180#
1 2
3
4
5
6 7
8
9
10
11 12
13
14
4x4
4x6
4x6 3x8
2x4 2x4
9-6-0
9-6-0
19-0-0
9-6-0
-0-6-0
0-6-0
6-0-0
6-0-0
9-6-0
3-6-0
13-0-0
3-6-0
19-0-0
6-0-0
19-6-0
0-6-0
0-4-0
2-8-8
2-9-10
0-4-0
3.00 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)
0.82
0.770.36
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.23
-0.540.10
(loc)
2-8
2-86
l/defl
>993
>414n/a
L/d
240
180n/a
PLATES
MT20
Weight: 56 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 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 =1157/0-3-8 (min. 0-1-13)6 =1157/0-3-8 (min. 0-1-13)Max Horz2 =36(LC 6)Max Uplift2 =-180(LC 6)6 =-180(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-9=-3119/507, 9-10=-3056/508, 3-10=-3031/514, 3-11=-2331/347,4-11=-2277/354, 4-12=-2277/354, 5-12=-2331/347, 5-13=-3031/514, 13-14=-3056/508, 6-14=-3119/507BOT CHORD2-8=-455/2956, 6-8=-455/2956
BOT CHORD2-8=-455/2956, 6-8=-455/2956WEBS
4-8=-58/826, 5-8=-966/253, 3-8=-966/253
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) -0-6-0 to 2-6-0,Interior(1) 2-6-0 to 6-6-0, Exterior(2) 6-6-0 to 9-6-0, Interior(1) 12-6-0 to 16-6-0 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) 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 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 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) 2=180, 6=180.
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
27387
Truss
T1GE
Truss Type
Common Truss
Qty
1
Ply
1
51 PILGRIM DR. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 16 06:40:25 2012 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:nntafhFu7lV5AOAxbauSY0zci1Q-qc10d0Acj?eO9SJw3CZZ1MJR_SGwI6zQfh?ANGzQETa
Scale = 1:24.6
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 19 20
21
22
4x4
4x4 4x4
19-0-0
19-0-0
-0-6-0
0-6-0
9-6-0
9-6-0
19-0-0
9-6-0
19-6-0
0-6-0
0-4-0
2-8-8
2-9-10
0-4-0
3.00 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)
0.48
0.230.13
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.00
0.010.00
(loc)
8
98
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 54 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF 1650F 1.5EOTHERS2 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 19-0-0.(lb) - Max Horz2= 36(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) 2, 8, 12, 13, 11 except 14=-127(LC 6), 10=-127(LC 7)Max GravAll reactions 250 lb or less at joint(s) 13, 11 except
2=315(LC 2), 8=315(LC 3), 12=316(LC 1), 14=749(LC 2),
10=749(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS3-14=-572/208, 7-10=-572/208
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) -0-6-0 to 2-6-0,Exterior(2) 2-6-0 to 6-6-0, Corner(3) 6-6-0 to 9-6-0, Exterior(2) 12-6-0 to 16-6-0 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= 50.0 psf (ground snow); Pf=38.5 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 20.0 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, 12, 13, 11 except (jt=lb) 14=127, 10=127.
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