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T-75 • 51 Pilgrim Dr. 4-10-12
Northampton ma 10:33am
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KeyBeamg 4 507f
1 4.509x
Material's Database 1353
Member Data
Description: Member Type: Joist Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC / ;FRC
Dead Load: 10 PSF Deflection Criteria: L/360 live, L1240 total
Live Load: 40 PSF Deck Connection: Glued & Nailed
Filename: KYB1
1768
1768
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 590# --
2 17' 8.250" Wall N/A N/A 1.500" 590# --
Maximum Load Case Reactions
ns embers
Used for applying noii; l ad (or lin I .a r
Live
1 118#(88p1f) 472#(354p1f)
2 118#(880) 472#(3540)
Design spans
17' 8.250"
Product: 11-7/8" A..IS 20 MSR 16.0" 0.0.
Component Member Design has Passed Design Checks.**
Minimum 1.50" bearing required at bearing # 1
Minimum 1.50" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2607.'# 4400.'# 59% 8.84' Total load D+L
Shear 590.# 1490.# 39% 17.69 Total load D+L
TL Deflection 0.3489" 0.8844" L/608 8.84' Total load D+L
LL Deflection 0.2791" 0.5896" L/760 8.84' Total load L
Control: Pos. Momen:
DOLs: Live=100% Snow=115% Roof=125% Wind-16 0
e
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'Pas,n3 mo delrned 25 when t member, Scor jaist team 0, gLrOer, thown oo ISa drow 03 nreev apphrsbIo dos on oltana ro, Loads Loaamn3 ConJrtor,S and Spons 5509 00 thb 300e5 9
Job Truss Truss Type Qty Ply 151 PILGRIM DR. NORTHAMPTON, MA
27387 T1GE Common Truss 1 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industnes, Inc. Mon Apr 16 06:40.25 2012 Page 1
Q ID:nntafhFu71V5AOAxbauSYOzci1 Q- gc10d0Acj ?e09SJw3CZZ1 MJR_SGw16zQfh ?ANGzQET-
0-6-0 9-6-0 9 19-0-0 -6-0 1 0-6 0
Scale = 1:24.6
4x4 =
3.00 5
18 4 6
19
3
, , Y0
1� 7
° 16 -Ti ; � - r 21
°' ' 15 8T2 ST2 22
`� ST' 1 ST1
8
cl
..... i ill
4x4 = 14 13 12 11 10 4x4
19 -0 -0
19 -0 -0
LOADING (psf)
TCLL 38.5 SPACING 2 -0 -0 CSI DEFL in floc) I/defl Ud PLATES GRIP
(Ground Snow 50.0) Plates lncrease 1.15 TC 0.46 Vert(LL) -0.00 8 rVr 120 MT20 197/144
TCDL 10.0
Lumber Increase 1.15 BC 0.23 Vert(TL) 0.01 9 n/r 90
BCDL 0.0 * Rep Stress Incr YES W8 0.13 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight. 54 lb FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF No.2 NOTES (15) 13) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 2 X 4 SPF 1650F 1.5E 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat.11; Exp B; sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
OTHERS 2 X 4 SPF Stud enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) -0 -6 -0 to 2 -6 -0, 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING Exterior(2) 2 -6-0 to 6 -6 -0, Comer(3) 6 -6 -0 to 9 -6-0, Exterior(2) 12 -6 -0 to 16-6 -0 zone; analysis and design of this truss.
TOP CHORD cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 15) All Plates 20 Gauge Unless Noted
Structural wood sheathing directly applied or 6 -0-0 oc purlins. shown; Lumber DOL =1.33 plate grip DOL =1.33
BOT CHORD 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to LOAD CASE(S)
Rigid ceiling directly applied or 10 -0 -0 oc bracing. wind (normal to the face), see MiTek "Standard Gable End Detail" Standard
REACTIONS All bearings 19 -0 -0. 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); i ' 1 }.
Category II; Exp B; Partially Exp.; Ct =1.1
(Ib) - Max Horz 4) Unbalanced snow loads have been considered for this design.
2= 36(LC 6) _ 4 s
5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times c
Max Uplift flat roof load of 385 psf on overhangs non concurrent with other live loads. 1 i 5
All uplift 100 Ib or less at joint(s) 2, 8, 12, 13, 11
6) All plates are 1.5x4 MT20 unless otherwise indicated. 3 a ' '1a. , 1 g '
except 14=- 127(LC 6), 10=-127(LC 7) 1 1
7) Gable requires continuous bottom chord bearing. )
Max Gray r r • ; ' i >
8) Gable studs spaced at 2 -0 -0 oc.
All reactions 250 Ib or less at joint(s) 13, 11 except 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with r r + € ., < f
2= 315(LC 2), 8= 315(LC 3), 12= 316(LC 1), 14- 749(LC 2), 4
any other live loads. , > $ ;
10= 749(LC 3)
10) *This truss has been designed for a live load of 20.0psf on the bottom chord in all
FORCES (lb) Max -. Comp. /Max. Ten. -All forces 250 (Ib) or less except when shown, areas where a rectangle 3 -6-0 tall by 1 -0 -0 wide will fit between the bottom chord and 1
any other members. N g°
WEBS 572/208, 7 -10 =- 572/208 11) All bearings are assumed to be SPF Not .
12) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 Ib uplift at joint(s) 2, 8, 12, 13, 11 except (jt =lb) 14 =127, 10 =127.
Job Truss Truss Type Qty Ply 51 PILGRIM DR. NORTHAMPTON, MA
27387 T1 Common Truss 8 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 16 06:39.58 2012 Page 1
Q p I D: nntafhFu71V5AOAxbauSYOzci1Q- 7Qupynrh4iEDQJIkzlaERfiISav7TcJSS _zExKzQEU?
6-0-0 9-6-0 13-0-0 0 - 6 - 6 -0-0 3 -6-0 3 -6 -0 6-0-00 10-6 -00
Scale = 1:24.6
4x4 =
4
3.00112
2x4 PI ` 12 2x4
11 �� 5
3 \___
S 13
10 W• - _ �
9 �- 14
'1 i
2 --- --___ 6 7
BrI � _ I
W 4x6 = 8 A/
3x8 = 4x6 =
1157#/ -180# 1157#! -180#
9 -6 -0 19 -0 -0
9 -6-0 9 -6 -0
_
' LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 38.5
Plates Increase 1.15 TC 0.82 Vert(LL) -0.23 2 -8 >993 240 MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 037 Vert(TL) -0.54 2 -8 >414 180
TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.10 6 n/a n/a
BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 56 Ib FT = 10%
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF No.2 9) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 2 X 4 SPF Stud 2-8=455/2956, 6-8= 455!2956 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING WEBS
TOP CHORD 4 -8 =- 58/826, 5-8 =- 966/253, 3 -8 =- 966/253 analysis and design of this truss.
Structural wood sheathing directly applied or 2 -2 -0 oc pudins. 11) All Plates 20 Gauge Unless Noted
BOT CHORD NOTES (11) LOAD CASE(S)
Rigid ceiling directly applied or 10 -0-0 oc bracing. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; Standard -
enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -0 -6 -0 to 2-6 -0,
REACTIONS (Ib /size) 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;
2 = 1157/0 -3 -8 (min. 0 -1 -13) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions x >i'4 „ a*
6 1157/0 - - (min. 0 -1 -13) shown; Lumber DOL =1.33 plate grip DOL =133
Max Horz 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); ii.i i 4:, ' - it ;
2 = 36(LC 6) Category II; Exp B, Partially Exp.; Ct =1.1
Max Uplift 3) Unbalanced snow loads have been considered for this design. 5
2 = - 180(LC 6) 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times r " - ' ° , '') r ' _, • 51,
6 = - 180(LC 7) flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. " ? r
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with r = f
FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. any other live loads. ,t w�aar ,,��
TOP CHORD 6)' This truss has been designed for a live Toad of 20.0psf on the bottom chord in all �4 - E t
2 - = - 3119/507, 9 - 10= 3056/508, 3 3 -11 =- 2331/347, areas where a rectangle 3 -6-0 tall by 1 -0-0 wide will fit between the bottom chord and P ' L
411 =- 2277/354, 4 -12= 2277/354. 5 -12= 2331 /347, any other members. z jil
5 -13 =- 3031/514, 13 -14 =- 3056/508, 6 -14 =- 3119/507 7) All bearings are assumed to be SPF No.2 . ' .0.
BOT CHORD 8) Provide mechanical connection (by others) of truss to bearing plate capable of iiiiii iiiii ' J ,ii
2 -8= 455/2956, 6- 8= 455/2956 withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =180, 6 =180. --,iiiii, sera"'''
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Q ff p pl QtThrs non-structural placement plan is plovIded for Identifying the location of trusses as supplied by Truss Engineering Corporation i,TEC). No responsibility is taken or
a H1 Z ? m Z' rn lied F y TEC r r the i.tu ai integrity of the st ut ur=_ below the truss or the affects of TEC's product on the structure as a whole The t uss installer shall follow ail
' , . ,_ Z If.: 3 m c CSI recommendations, constructic a document specifications as well as any site specific requirements to ensure sale and proper installation. No loading shall he applied
i''. . J a - � 6 - -i z B to - trusses until properly and Fully mi lI d, including all sheathing, hangers, wall anchors lateral web bracing as shown on individual shop drawings), and permanent
v b racing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,
ui � �
t S 0 0 s w including but not limited to hearing locations and requirements, piy to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to
° 3 o p; en the 'Standard fiesponvbilities in the Design of Metal Plate Connected Wood 1 cusses' as defined by TP1 Chapter 2 (available upon request) regardless of any job specific
- "Y p y m , 5 p ecificatlons unless clearly defined otherwise in writing by TEL
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xi �] � Z } '" € r m - i This placement plan is Tru s Enginee - ing Corpo at on's!NTfRPRETATION of p ans and drawings as supplied to us The building owner /owner's agent is sol ly responsible masa b O for verifying all dirnensi n , geometry, loads and load requirements for accuracy and full rowpliance to construction documents and shall he responsible for notifying TE
t g immediately of any discrepancies. The building owner(owne 's agent is responsible for coordinating all construction details between trades, Truss Engineering
Corporation TNLrT responsible for 1 11 vel ficat on of dimensions or special conditions No trusses supplied by Truss Engineering Corporation may be. cut, drilled, or
altered in any way without first contacting ITC and receiving engineering documents allowing such.
Contractor Copy of Order
WORK ORDER # 27387 Ordered On:04/16/12
181 GOODWIN ST Projected Delivery By: 04/21/12 **
C P TIG N PO BOX 51027
"gy INDIAN ORCHARD, MA 01151
Job: STUDIO ADDITION
MANUFACTURERS OF ROOF & FLOOR TRUSSES
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187
51 PILGRIM DRIVE
NORTHAMPTON, MA
Sold To: r.k. Miles, Inc. PO: RU41559
24 West St.
West Hatfield, MA 01088 Ordered By: DAVE THIBODEAU
Attn: DAVE THIBODEAU
Phone: (413) 247 -8300 Our Salesman: Brian Tetreault
Cancellation Date: 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.
SPECIAL INSTRUCTIONS: *BASED ON PLAN DATED 12- 23 -11.
*STANDARD HEEL PER PLANS.
ROOF TRUSSES LOADING TCLL - TCDL - BCLL -BCDL
INFORMATION 50.0,10.0,0.0,10.0 ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUT BY: BRT ON: 03/09/12
PROFILE QTY PITCH TYPE BASE O/A LUMBER I OVRHG / CANT SHIPPING UNIT UNIT TOTAL
PLY TOP 1 BOT TRUSS ID SPAN SPAN TOP BOT LEFT 1 RIGHT WIDTH I WEIGHT PRICE PRICE
Common Truss 00 -06 -00 DO -06 -00 02 - - 56
8 3.00 0.00 T1 19 -00 -00 19 -00 -00 2 X 4 2 X 4
Common Truss 00 -06 -00 D0 -06 -00
1 3.00 0.00 T1GE 19 -00 -00 19 -00 -00 2 X 4 2 X 4 02 - - 54
ROOF SUB - 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. SUB-TOTAL
Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery
of order may result in additional charges.
GRAND TOTAL
* ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * **
Approved By: Approval Date:
PO #: — Requested Delivery Date: