36-147 (3) doff - Truss ---Truss Type- QtY Pry FLORENCE MA.
OTrirE neenn Co Indian Orchard, 81 SCISSORS 15
Job Reference(optional)
7,500 s Nov 26 2013 M!I eK Industries,Inc. Mon Aug 03 08:17:54 2015 Page
ID: 3o9F4kp34aqmiedto8z!EywBEb-2wfrijCGbMe6lcxC5jF?QnPBgk]3e7?XJk3im8cyrdeS
4-2-10 8-" 11-9-6 16-0-0 17-0-0
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LOADING(psf) DEFL in (loc) Vdefl Ud PLATES GRIP
SPACING 1-4-0 CSI
TCLL(roof) 35.0 240 MT20 197/144
Snow(Pf/Pg)38.5/55.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.17 8-9 >999
Lumber Increase 1.15 BC 0.58 Vert(TL) -0.43 8-9 >435 180
TCDL 10.0 Rep Stress Incr YES WB 0.68 Hofz(TL) 0.11 8 n1a n/a
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:63 lb FT=10%
BCDL 10.0
iLUMBER
TOP CHORD 2x4 SPF No.2 10)Provide mechanical connection(by others)of truss to bearing plate capable of
BOT CHORD 2x4 SPF No.2 BOT CHORD withstanding 302 lb uplift at joint 10 and 302 lb uplift at joint 8.
WEBS 2x4 SPF Stud*Except* 9-10=-639/1341,8-9-62311341 11)This truss is designed in accordance with tie 2009 International Residents]Code
WI:2x4 SPF No.2 WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1.
BRACING 4-9=-227!646,3-10---1491/6g3,5-8=-14911693 12)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the
TOP CHORD analysis and design of this truss.
Structural wood sheathing directly applied or 4-7-7 oc purlins, except end verticals. NOTES (13) except pt as noted. 13)All Plates 20 Gauge Unless Noted
BOT CHORD 1)This truss has been checked for uniform roof live load only
Rigid calling directly applied or 7-2-2 oc bracing. 2)Wind:ASCE 7-05;120mph;TCDL=4.2psf,,BCDL=5.Opsf,h=1911;Cat,11;Exp,B; LOAD CASE(S)
partially;MVVFRS(low-rise)gable end zone and C-C Exterior(2)-1-0-0 to 2-",
MiTek recommends that Stabilizers and required cross bracing be installed during Interior(1)2-0-0 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(l)11-"to 14-0-0 zone; Standard
_truss erection,in accordance with Stabilizer Installation guide. cantHever left and right exposed;C-C for members and forces&MVVFRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60
REACTIONS (lb/size)
to 687/0-5-8 (min.0-1-8) 3)TCLL:ASCE7-05;Pr--35.Opsf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);8 = 687/0-5-8 (min.0-1-8) Pg=55.0 psf(ground snow);Pt--38.5 psf(flat roof snomr.Lumber DOL=1.15 Plate
DOL=1.15);Category 11;Exp B;Partially Exp.;Cl=1
Max Horz 4)Unbalanced snow loads have been considered for this design.
10 = 42(LC 9) 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 fines 1! Max Uplift flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.
10 = .302(LC 9) 6)This truss has been designed for basic load combinations,which include cases with
a = -302(LC 10) reductions for rmttiple concurrent live loads.
Max Grav 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with
10 687(LC 1) any other live loads.
8 687(LC 1) 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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
any other members.
TOP
CHORD 9)Bearing at joints)10,8 considers parallel to grain vakie using ANSI/TPI I angle to
�04=-1438/620,4-5=-1438WO grain formula. Building designer should verify capacity of bearing surface.
BOT CHORD
9-10=-639/1341,8-9=-623/1341
Job — Truss — — Truss Type c]t) ply FLORENCE
41507240 S1GE ,GABLE 1 1 ,
-— ID: 30 Job Refere_n_ce(optional)
Truss,, Truss Engineering ing Corp.,Indian Orchard,MA 01151 7.500 s Nov 26 2013 MiTek Industries,Inc. Mon Aug 03 08:18:07 2015 Page 1
_ 9F4kp34agmiedt08ziEywi3Eb-AQxNR9MQXLGGpcQiMy_3SWSTEzmNglfEjbMy5Myrde
16-" 17-"
1-0-0 -- -- 8-0-0 - — \--- ---- 8-0-0 - -- 1-0--0
4x4 scale=1:24.7
8 '
7
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u
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,.6x4 / sT'�, _� 18 _ -�_- gT'21 r - _-\ 1.5x4
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19 i3
20 121
1.6x4
8-0-0 16-0-0
8-" — — - 8-"
LOADING(psf)L 35.0 SPACING 14-0 l CSI DEFL in (bc) Matt Ud PLATES GRIP
SnowrooP 38.5/55.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 11 Nr 120 MT20 1971144
Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 11 Nr 90
BCLDL 10.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 Na Na j
BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:51 lb FT=10%
LUMBER -- ----- ----- —
TOP CHORD 2x4 SPF No.2 3)TCLL:ASCE 7-05;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);
BOB CHORD 2x4 SPF No.2 Pg=55.0 psf(ground snow);Pf=-38.5 psf(flat roof snow:Lumber DOL=1.15 Plate
OTHERS 2x4 SPF Stud WEBS 2x4 SPF DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1
tud
BRACING
Unbalanced snow loads have been considered for this design.
TOP CHORD 5)This truss has been designed for greater of min roof Ave load of 12.0 psf or 1.00 times
Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. flat roof bad of 38.5 psf on overhangs non concurrent with othher Ave loads.
BOT CHORD 8)This truss has been designed for basic load combinations,which include cases with
Rigid ceiling directly applied or 6-0-0 oc bracing. 7) for multiple concurrent live loads.
7)AA plates are 1x4 MT20 unless othervvise indicated.
MiTek recommends that Stabilizers and required cross bracing be installed during 8)Gable requires continuous bottom chord bearing.
miss erection in accordance with Stabilizer Installation guide. 9)Truss to be fully sheathed from one face or securely braced against lateral movement
(i.e.diagonal web).
REACTIONS All bearings 164).0. 10)Gable studs spaced at 2-0-0 oc.
(Ib)-Max Horz 11)This truss has been designed for a 10.0 psf bottom chord Ave load nonconcurrent
I 20= 42(LC 9) with any other live bads.
Max Uplift 12)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all
AA uplift 100 lb or less at joint(s)20,16,12,17,18,19, areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and
15,14,13 any other members.
Max Grav 13)Provide mechanical connection(by others)of truss to bearing plate capable of
All reactions 250 lb or less at joint(s)20,16,12,17,18, withstanding 100 lb uplift at joint(s)20,16,12,17,18,19,15,14,13.
19,15,14,13 14)Beveled plate or shim required to provide full bearing surface with truss chord at
joint(s)16,17,18,19,15,14,13.
FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. 15)This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
NOTES (17) 16)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the
1)This truss has been checked for uniform roof live load only,except as noted. analysis and design of this truss.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind 17)All Plates 20 Gauge Unless Noted
(Nmal to the face),see Standard Industry Gable End Details as applicable,or consult
qualified building designer as per ANSI/TPI 1. LOAD CASES)
Standard
'CONTRACTOR QUOTE PRINTED ON: 08/03/15 PAGE
QUOTE # Q1507240
® DATE QUOTED:08/03/15
EN .NEE ING 181 GOODWIN ST VALID UNTIL: 08131115
C RP RATION PO BOX 51027
INDIAN ORCHARD, MA 01151 Job: CAMP
MANUFACTURERS OF ROOF& FLOOR TRUSSES 37 Longview Drive
Phone(413)543-1288 Fax(413)5434847 Toll Free(800)456-0187 FLORENCE, MA
Quote To:Fleury Lumber Company Inc. Requested By: REBECCA
231 Main Street
Easthampton, MA 01027 Quoted By: Mike Heaton
Attn:REBECCA
Phone:(413) 527-2693
LOADING TCLL-TCDL-BCLL-BCDL i STRESS INCR.
ROOF TRUSSES INFORMATION 60.0,10.0,0.0,10.0 1.15 ROOF TRUSS SPACING:16.0 IN.O.C.(TYP.) LAYOUT l l
PROFILE QTY PITCH TYPE BASE O/A LUMBER OVRHG/CANT HEIGHT WEIGHT
PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT
SCISSORS 01 00-00 01-00-00 03-08-00 63
15 4.00 2.50 S1 16-00-00 16-00-00 12 X 4 2 X 4
f GABLE 01-00-00 01-00-00 03-08-00 50
1 4.00 2.50 S1 GE 16-00-00 16-00-00 2 X 4 2 X 4
Truss Engineering Corporation(TEC)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. SUB-TOTAL
This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. 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 building ownedowner 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.Truss Engineering Corporation Is NOT responsible for
field verification of dimensions or special conditions.
The building owner/ownees agent Is responsible for coordinating all construction details between trades. The truss /�
Installer shall follow all BCSI recommendations,construction document specifications as well as any site speNfic GRA ND TOTAL
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 wab 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.
No trusses supplied by Truss Engineering Corporation may be cut,drilled,or ahered In any way without first contacting
TEC and receiving engineering documents allowing such.
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER ***
pproved By-,,- -.-. Approval Date:-__
PO#: ---__- ------ _ _ Requested Delivery Date
FC C O R T MEMBER REPORT Level, 16 Span TJI PASSED
G 1 piece(s)117/8"TJI®110 0 16"OC
Overall Length: 16'
o - — D
16'
0
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual 0 Location Allowed Result ffLDFLood,Combination(Pattern) System:Floor
Member Reaction(Ibs) 684 @ 4 1/2" 1375(3.50") Passed(50%) D+1.0 L(All Spans) Member Type:Joist
Shear(Ibs) 654 @ 5 1/2" 1560 Passed(42%) D+1.0 L(AII Spans) Building Use:Residential
Moment(Ft-Ibs) 2519 @ 8' 3160 Passed(80%) D+1.0 L(AII Spans) Building Code:IBC
Live Load Defl.(in) 0.259 @ 8' 0.508 Passed(L/706) D+0.75 L+0.75 S(AII Spans) Design Methodology:ASD
Total Load Defl.(in) 0.397 @ 8' 0.762 Passed(1./461) D+0.75 L+0.75 S(AII Spans)
TJ-Pro'"'Rating 46 40 Passed Deflection criteria:LL(L/360)and TL(1.1240).
Bracing(Lu):All compression edges(top and bottom)must be braced at 2'113/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral
bradng is required to achieve member stability.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32'Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down.
Additional considerations for the TI-ProT"Rating include:None
Bearing Length Loads to Supports(Ibs)
Supports Total AvaBabie Required Dead Veer snow Total Accessories
1-Stud wall-SPF 5.50" 4.25" 1.75" 267 427 240 934 1 1/4"Rim Board
2-Stud wall-SPF 5.50" 4.25" 1.75" 267 427 240 934 1 1/4"Rim Board
•Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed.
Dead Floor Live Snow
Loads Location Spacing (0.90) (L00) (145) Comments
1-Uniform(PSF) 0 to 16' 16" 10.0 40,0 - Residential-Living
Areas
2-Uniform(PLF) 0 to 16' N/A 20.0 - 30.0 Roof Loading
Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.con)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to
assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support information have been provided by DFSH
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