Calc sheets for trusses on 32 Austin CircleQUOTE #Q1307046
:}.~DATE QUOTED:07/05/13
El\I~INE~~ING 181 GOODWIN ST VALID UNTIL:08102113
CORPORATION PO BOX 51027
rzSISZSZ\ZI INDIAN ORCHARD,MA 01151 Job:NEE
MANUFACTURERS OF ROOF &FLOOR TRUSSES 32 AUSTIN CIR
Phone (413)543-1298 Fax (413)543-1847 Toll Free (800)456-0187 FLORENCE,MA
Quote To:A.Boilard Sons,Inc.Requested By:JOEYP.O.Box 51065
Indian Orchard,MA 01151 Quoted By:Adrian SantosAttn:JOEY
Phone:(413)-543-4100
ROOF TRUSSES LOADING TCLL·TCDL-BCLL·BCDL ISTRESS INCR ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.)LAYOUT IIINFORMATION50.0,10.0,0.0,10.0 I 1.15
PROFILE QTY PITCH TYPE BASE OIA LUMBER OVRHG I CANT SHIPPING UNIT
PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT HEIGHT WEIGHT
~FINK 07-03-04 108196.00 0.00 T1 27-00-00 27-00-00 2X4 2X4 -----01-00-00 01-00-00
.Arffilh:!'"GABLE 07-03-04 11526.00 0.00 T1GE 27-00-00 27-00-00 2X4 2X4 ------
Truss Engineering Corporation (TEe)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 SUB-TOTALspecificationsunlessclearlydefinedotherwiseinwritingbyTEe.
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 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.Truss Engineering Corporation is NOT responsible for
field verification of dimensions or special conditions.
The building owner/owner's agent is responsible for coordinating all construction details between trades.The truss TOTALinstallershallfollowallBCSIrecommendations,construction document specifications as well as any site speciflc GRANDrequirementstoensuresafeandproperinstallation.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.
Notrusses supplied by Truss Engineering Corporation may be cut,drilled,or altered in any way without first contacting
TEC and receiving engineering documents allowing such.
***THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER ***
IApproved By:Approval Date:
PO#:Requested Delivery Date:
CONTRACTOR QUOTE PRINTED ON:07/05/13 PAGE 1
7.250 sJan 25 2012 MiTek Industries,Inc.Fri Jul 05 09:03:36 2013 Page 1
ID:dG4VIXmT _CyVAaUZSOoWDOz?B?A-zPGE4R7T85rSvb?TIP359dcPmTKwGiCWQpE6b3z?Ah
6-6-13 13-6-0 I 20-5-3 27-0-0 I
6-6-13 6-11-3 6-11-3 6-6-13
Job Truss Truss Type
Q1307046 T1 FINK
Truss Engineering Corp.,Indian Orchard,MA 01151
5x6 -::.:-
4
~q:j.6."",
15
4x4 -:::-
13
1.5x4 II
1
~B1
22 10
3x4 =
11
3x4 =
21 9
3x4 =
3x4 =
12
4x4 =
1 132 AUSTIN CIR I FLORENCE,MA
IJob Reference (optional
Scale =1:41.01
20
7
I~
3x4 =
8
4x4 =
0-5-8(0-2-8)0-5-8(0-2-8)
~~/-198#9-4-15 17-7-1 26-0-0 1580#l~1s1tOt--0-8-4-15 8-2-3 8-4-15 1-0-
FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250 (Ib)or less except when shown.
Plate Offsets {X,4:0-3-8,0-2-8
LOADING (psf)rcu,38.5
(Ground Snow=50.0)
TCDl 10.0
BCll 0.0 •
BCDl 10.0
SPACING 2-0-0 CSI DEFL in (Ioc)I/defi Ud PLATES GRIP
Plates Increase 1.15 TC 0.94 Vert(ll)-0.22 9-11 >999 240 MT20 197/144
Lumber Increase 1.15 BC 0.68 Vert(Tl)-0.37 9-11 >806 180
Rep Stress Incr YES WB 0.54 Horz(Tl)0.08 8 n/a n/a
Code IRC2009fTPI2007 (Matrix)I Weight:108 Ib FT:;;:10%
lUMBER
TOP CHORD 2 X4 SPF 21OOF1.8EBOTCHORD2X4SPFNo.2
WEBS 2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 3-12,5-<l
TOP CHORD
1-2=-305/0,2-13=-415/60,13-14=-259171,3-14=-254173,
3-15=-1879/293,15-16~1719/306,4-16=-17041317,
4-17=-1704/317,17-18~1719/306,5-18=-1879/293,
5-19=-254173,19-20=-259171,6-20=-415/60,6-7=-30510
BOT CHORD
1-12=0/282,11-12=-19211780,11-21~9/1277,21-22=-{;9/1277,
10-22=-69/1277,9-10=-69/1277,8-9=-19211780,7-<l=0/282
WEBS
4-9=-47/610,5-9=-485/163,4-11=-47/610,3-11=-485/163,
3-12=-1819/297,2-12=-3901200,5-8~1819/297,6-8=-3901200
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)0-0-0 to 3-0-0,
Interior(1)3-0-0 to 10-{;-0,Exterior(2)10-6-0 to 13-6-0,Interior(1)16-6-0 to 24-0-0 zone;
cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions
shown;lumber DOl=1.60 plate grip DOl=1.60
2)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
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for basic load combinations,which include cases with
reductions for multiple concurrent live loads.
REACTIONS
12
8
Max Harz
12 =
Max Uplift
128Max Grav
128
(Ib/size)
1373/0-5-8 (min.O-2-<l)
1373/0-5-8 (min.0-2-<l)
-84(lC 7)
-198(lC 9)
-198(lC 10)
1580(lC 2)
1580(lC 2)
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 and
any other members,with BCDl =10.0ps!.
7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi.
8)Provide mechanical connection (by others)of truss to bearing plate capable of
withstanding 100 Ibuplift at joint(s)except (it=lb)12=198,8=198.
9)This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 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 Truss Truss Type
Q1307046 T1GE GABLE
7.250 s Jan 25 2012 MiTek Industries.Inc.Fri Jul 05 09:03:212013 Page 1
ID:dG4VIXmT _CyVAaUZSOoWDOz?B?A-vWsZxJy3gUyacHMawlla2SU _RQldFy2Jz_6pZQz?Ah
13-6-0 27-0-0I13-6-0 13-6-0
6
29 30
6.00 Ii2 5 9
28 31
4 10
27 /"T 32
T 11
;T n26/-~I I 4Th ITt I tTr ~TI <,33
~~X ~X 88Q 88X ~~'88188 8~8X 88M 888M'~888~888188 8~'8 88*8~'e
3x4 =
25 24 23 22 21 20 19 18 17 16 15 14
3x4 =
Truss Engineering Corp..Indian Orchard,MA 01151
4x4 ~
1 132 AUSTIN CIR I FLORENCE,MA
Job Reference (optional
Scale =1:41.
Plate Offsets (X,Y):
~-0-27-0-0
1:0-0-3,0-0-71,113:0-0-3,0-0-26-0-0 I
LOADING (pst)rcu,38.5
(Ground Snow=50.0)
TCDl 10.0
BCll 0.0 •
BCDl 10.0
CSI DEFL in (Ioc)l/defl Ud
TC 0.37 Vert(ll)nla nla 999
BC 0.28 Vert(Tl)nla nla 999
WB 0.44 Horz(Tl)-0.01 14 nla nJa
(Matrix)
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2009fTPI2007
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc purtins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
TOP CHORD
1-26~133/320,2-26=-120/409,2-3=-21/331,3-27=0/293,
4-27=0/358,4-28=0/273,5-28=0/351,5-29=0/278,6-29=0/356,
6-7=0/345,7-8=0/345,8-30=0/356,9-30=0/278,9-31=0/351,
10-31=0/273,10-32=0/358,11-32=0/293,11-12=-21/331,
12-33=-120/409,13-33~1331320
BOT CHORD
1-25~277/173,24-25~277/173,23-24=-2771173,
22-23~277/173,21-22=-277/173,20-21=-277/173,
19-20=-277/173,18-19=-2771173,17-18=-2771173,
16-17~277/173,15-16=-277/173,14-15~277/173,
13-14=-277/173
WEBS
7-20=-437/0,6-21=-303/144,5-22=-255/94,2-25=-399/206,
8-19=-303/144,9-17=-255/94,12-14=-399/206
NOTES (14)1)Truss designed for wind loads in the plane of the truss only.For studs exposed to
wind (normal to the face),see Standard Industry Gable End Details as applicable,or
consult qualified building designer as per ANSIfTPI 1.
2)TCll:ASCE 7-05;Pg=50.0 psf (ground snow);Pt-=38.5 psf (flat roof snow);
Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
REACTIONS All bearings 25-0-0.
(Ib).Max Horz
25=-84(lC 7)
Max Uplift
All uplift 100 Ibor less atjoint(s)21,22,23,24,19,17,
16,15except25=-112(lC9),14=-113(lC 10)
Max Grav
All reactions 250 Ibor less at joint(s)24,15 except20=477(lC 2),21=345(lC 13),22=299(lC 3),23=295(lC 13),
25=583(lC 13),19=345(lC 14),17=299(lC 4),16=295(lC 14),
14=583(lC 14)
FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250 (Ib)or less except when shown.
TOP CHORD
1-26=-133/320,2-26=-120/409,2-3=-211331,3-27=0/293,
PLATES
MT20
GRIP
197/144
Weight:116 Ib FT =10%
4)This truss has been designed for basic load combinations,which include cases with
reductions for multiple concurrent live loads.
5)All plates are 1.5x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withanyotherliveloads.
8)•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,with BCDl =10.0psf.
9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi.
10)Provide mechanical connection (by others)of truss to bearing plate capable of
withstanding 100 Ib uplift at joint(s)21,22,23,24,19,17,16,15except (jt=fb)25=112,
14=113.
11)Non Standard bearing condition.Review required.
12)This truss isdesigned in accordance with the 2009 Intemational Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1.
13)"Serni-riqid pitchbreaks with fixed heels"Member end fixity model was used in the
analysis and design of this truss.
14)All Plates 20 Gauge Unless Noted
lOAD CASE(S)
Standard