HomeMy WebLinkAbout13030051 Truss Plans (2) MiTC
MiTek USA, Inc.
14515 North Outer Forty Drive
Suite 300
Chesterfield,MO 63017-5746
314-434-1200
Re: 1 3-0258
STP48 LANGDON J
The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Timberland Home Center-Brazil, IN.
Pages or sheets covered by this seal: 120533661 thru 120533662
My license renewal date for the state of Indiana is July 31, 2014.
Lumber design values are in accordance with ANSI/TPI I section 6.3
Thesetruss.designs rely on lumber values established by others.
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Nc, 10201151
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9'••• STATE OF • ' ¢'`
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May 16,2013
Garcia, Juan
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSUTPI I.
Job- Truss Truss Type 'Qty Ply STP4B LANGDON J
13d258 J• MONO W/LEDGER POCKET 6 .1 2 UNITS YF 120533661 1 OF 2 •
I Job Reference(optional)
Timberland Lumber Company.Indianapolis;IN 46218 - 7.250 s Aug 25 2011 MTek Industries.Inc.Wed May 15 14:49:11 2013.Page 1 •
ID:3206wNB4vQfQxMVxTgKtCmzxSQp-N9hmV?FX3GX6EpBnvEeb2XKLPuDZgrpkg?KaW2zODe2
0108 I 6-4-4
0-10-8 6-4-4
2x4 II Scale=1:16.3
TRUSS 4.1/2-SHORT
• 3
AM
4.00 Fir 840
6 0/�
2 ,0 .
te,Ay
,J
0 1 - !. ���
1.2x4 =
APPLY 2X8 SPF No.2 SCAB TO ONE FACE OF TRUSS AS SHOWN. 4
ATTACH WITH 1Od(3-X 0.1311 NAILS PER THE FOLLOWING NAIL SCHEDULE:
2 ROWS:SPACED @ 0-3-0 O.C.USE A MIN.0-3-0 MEMBER END DISTANCE. 2)4 I
1�� t
6 4 4 0.4-8
6-0-0
LOADING(PS200 SPACING 2-0-0 CSI DEFL . in (lac) I/dell L/d PLATES GRIP
(ROM Plates Plates Increase 1.15 TC 0.63 Verl(LL) -0.08 2-4 >898 240 MT20 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.40 Verl(TL) -0.20 2-4 >359 180
BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a Na
BC 2L 10.0 Code IRC2006/TPI2002 (Matrix) Weight:18 lb FT=0%
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 SPF No.2 end verticals.
WEBS 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required cross bracing be
I� installed during truss erection,in accordance with Stabilizer
Lnstala io.yule
REACTIONS (lb/size) 2=268/0-3-8 (min.0-1-8),4=208/0-3-8 (min.0-1-8)
Max Holz 2=44(LC 6)
Max Uplift 2=-105(LC 6),4=-64(LC 6)
Max Gray 2=315(LC 8),4=261(LC B)
FORCES'(Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES' (9)
1)Wlndi ASCE 7-05;90mph;TCDL=6.0psf BCDL=6.0psf;h=30ft;Cat.II;Exp B;enclosed;C-C.Exterior(2);cantilever left and light exposed; '
-end verticaf left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 - �� _ _ •
3)Unbal sic d snow Pf=213.0 ha psf been roof considered design.
11;.Exp R;Fully Exp,;.Ct=1.1 v�
3)Unbalanced snow loatls have been considered for this design.
4)Thls truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs /A i
non-concurrent with other live loads.
5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
6)INS truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift at joint 2 and 64 lb uplift at joint 4.
B)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
9)If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSC or proposed by SPIB.
LOAD CASE(S) Standard \ \xkv;J PNIG ARC/9/o
i4 STE4
No. 10201151
•
STATE OF 2•
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May 16,2013
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®WARNING-Verify deign parameteia and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MI 7473 BEFORE ELSN
Design void for use only wile Mack connectorsNS design based only upon parameters ho n and is for on individual building component_
NI 1
Applicability of design parameters and proper incorporation of component is resaonsinitIVol buid g designer-not l designer.Bracing shown
is for blend support of indNiducl v;eb.rnernben Orly.Additional temporary twoci g to insure stability during construction is Inc responsibillity of the M iT®k'
erect r Additional permanent bracing of Ind o■erot d n
structure the resp otify of the building designer For honorer guidance regarding
'fabric ton,qurdly Car trot-storage.delivery:erection and brecng consult ANSI/IIll Peaty CMerla DSB-89 and SCSI Banding Component 14515 N.Outer Forty,Suite 0300
Safety Informetlon ovalable Irani Truss Pale Institute.781 N.Lee Street.Suite 312.Alexondna.VA 22314. Chesterfield MO 63017
K Southern Pine WI bathe,1a specified.the design values ere thele.neriiveoa/o3/1053 by ALu
Job Truss Truss Type Qty Ply STP48 LANG DON J
13-0258 JS. MONO WILEDGER POCKET 6 I 120533662
Job Reference(optional) 2 OF 2
Timberland Lumber Company;Indianapofs,IN 46218 7.250 a Aug 25 2011 MiTek industries Inc. Wed May 15 14'48:12 2013 Page 1
ID.3206wNB4vQIQxMVXTgKtCmzxSQp-rMFBiLGAgalzszmtTx9gblsZQlbhZ13M472UzGDe l
I -0-10-8 5a-0
0-108 5-44
2x4 I I Scale=1:14.6
3
TRUSS 4-12-SHORT
SEE SHEET 1 OF 2 FOR REPAIR DETAIL a 00 12 •
5
N
2
1 I— L
I_I2x4= '
ICI 4PI
4
2x4 P
I 5-4-0
5-4-4
LOADING(psf) SPACING. 2-0-0 CSI DEFL in (Ion) 1/deb Ltd PLATES GRIP
(Roof 20,0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.04 2-4 >999 240 MT20 197/144
(Roof Snow=20.0) Lumber Increase 1.15 BC 0.28 Vert(TL) -0.10 2-4 >617 180
TCDL 10.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 4 n/a Na
BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:15 lb FT=0%
_BCDL 10.0
LUMBER BRACING
TOP CHORD 2 X 4 SPE.No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, except
BOT CHORD 2 X 4 SPF No.2 end verticals.
WEBS 2 X 4 SPF No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection,in accordance with Stabilizer
Installatn guide
REACTIONS (lb/size) 2=233/0-3-8 (min.0-1-8),4=172/0-3-8 (min.0-1-8)
Max Horz 2=41(LC 6)
Max Uplift 2=-99(LC 6),4=-55(LC 6)
Max Gray 2=274(LC 8),4=212(LC 8)
.FORCES ;Op)-Max"Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (9)
1)Wind:ASCE.7-05;9oth ti TCDL=6.Opsf;BCDL=6.0psf;h=30ft;Cat.II;Exp B;enclosed;C-C Exterior(2);cantilever left and fight exposed;
—end vertical left and right ex posed;Lumber DOL=1.33 plate grip DOL=1.33 -.—
2)TCLL ASCE 7-05;Pf=20 0 psf(Flat roof snow);Category it Exp B;;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design. 1
4)This Puss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs ilR(L(
non-concurrent with other live loads.
5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 2 and 55 lb uplift at joint 4.
8)Warning:Additional peiinanent and stability bracing for truss system(not part of this component design)is always required:
_
9)If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06/01/2012 by ALSO or proposed by SPIB.
LOAD CASES) Standard ^\`0,JPNIG Agc,i/4.
••QG■STEgO
No. 1020115i =
= • • c
G -0 STATE OF ' Q- C
p 4'
SO.o /4/0 I ANP:'\�Q' .�i� -- t4 v),
--- /ONAl xx
. ' 7IIIIH t t 11111//71
May 16,2013
1
aWARNTND•Verify design parcuneters and READ NOTES ON THIS AND INCLUDED MITYUC REFERENCE PAGE MII-7473 BEFORE USE __
Design vakd for use only spin MTek connecten.connect This design is based only upon porameters snown.and for an- drvduol building component.
Applic billy of design pa to and draper 1 component ponsb@ly of butd g deg not truss designer.Bracing shown
�I
is far lateral suppel fintl dal web members only.Additional l p ryF g to e stability d g construction
I he responsibility oftIre MiTek-
erector.Additional permanent brat rig of the overall structure is Inc responsibility b of the building designer rot general guidance regarding
fabrication,quality control.storage.delivery,erection and bracing,consul! ANSI/TPI1 Quality CrferIa.DSB-89 one SCSI Building Component 14515 N.Outer Forty,Suite 0300
Solely r S from i Plate Street,Suite 14 Chesterfield.M06391)312.Mexcndda.VA
ifSouuthinterruption
ine(WI IOmM rrpecfied.ae design institute.781 theseeae[Iee06JOtf2413 byALY
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