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Gresham Residence RoofTruss/J204071
MiTek Industries, Inc.
14515 North Outer Forty Drive
Suite 300
Chestertield, MO 63017-5746
Telephone 314/434-1200
Fax 314/434-5343
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc, under my direct supervision
based on the parameters provided by Hall & H
Pages or sheets cove
My license re
~
October 27,2004
Liu, Xuegang
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 ANSIITPI-2002 Chapter 2.
!Job iTrusS- --- ---i,'frus's.rype ----.- -------~~~-.-rPly ! Gresham Residence Roof Truss/J204071 I
I~I 17393461
IG-SHAM IGORl IROOFTRUSS ,2 1
- ~___ .J Job Reference l?ptional)
r HALL AND HOUSE LUMBER CO., WESTFIELD IN. 46074 6.000 s Jun 17 2004 MiTek Industries, lnc Wed Ocl27 09:47:04 2004 Pag 1
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Plate Offsets (X,Y)
: LOADING (pst)
, TCll 20.0
TCDl 10.0
BCll 0,0
BCDl 10,0
[5:0-5-2,0-2-8] , [6:0-7-5:0-1: 1]; 18:0=3':0,'&4-41,111 :o.:3-0,O.~4:4],j13:0-7 -5,0-1-1]
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr NO
Code IRC2000fANSl95
CSI
TC 0.94
BC 0.84
WB 0,89
(Matrix)
DEFL
Vert(lL)
Vert(Tl)
Horz(Tl)
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-0.33
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(loc)
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PLATES
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Weight: 1781b
LUMBER
TOP CHORD
2 X 4 SYP No.2 .Except*
1-3 2X4 SYP No.1, 3-5 2X 4 $YP NO.1
2 X 6 SYP NO.1
2X 4 SYP No.2
BRACING
TOP CHORD
BOT CHORD
Sheathed.
Rigid ceiling directly applied or 6-7-0 oc bracing.
BOT CHORD
WEBS
REACTIONS (Iblsize) 13=;2474/0-5-8,6=;2474/0-5-8
Max Horz13=;165(load case 5)
Max Uplift13oo-1207(load case 4), 6oo-1206(load case 5)
Max Grav13=2975(load case 14), 6=2975(load case 20)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 13-14=-3099/1212,1-14=-3085/1217, H5=-3457f1436, 2-15=-3449f1439, 2-16=~4513f1838, 3-16=-4507f1842,
3-17=-4507/1842,4-17=-4513/1838, 4-18=-3449f1438, 5-18=-3457/1435, 5-19=-3086/1219, 6-19=-3100/1214
BOT CHORD 13-20=-332/629, 12-20=-332/629, 12-21 =--334/639, 21-22=-334/639, 11-22=-334/639, 11-23=-1401/3440, 23-24=~1401/3440
,24-25=-1401/3440, 25~26=-1401/3440, lQ-.26=-1401/3440, 10-27=-1401/3440, 9-27=-1401f3440, 9-28=.1490/3440,
28-29=-1490/3440,29-30=-1490/3440, 30-31=-1490/3440, 31-32=--1490/3440, 8~32=-1490/3440, 8-33=-288/645,
33-34=-288/645,7-34=-288/645, 7-35=-289/636, 6~35=-289/636
WEBS 2-11 =-1065/544, 2-9=-543/1350, 3-9=-115/599, 4.9=-542/1350, 4-8=-1065/544, 1-12=-71/411, 5-7=-731411,
1-11 =;-1572/3725, 5-8=-1570/3720
i NOTES
I 1) Wind: ASCE 7-98; 100mph; h=13ft; TCDl=-6.0psf; BCDl=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
, and right exposed; end vertical left and right exposed; lumber DOL=1.33 plate grip DOl=l ,33. \\\\\1111 !JIIIIII
2) TelL: ASCE 7-98; Pf=20.0 psf (roof snow); Exp C; Fully Exp. ,'\'\~"i;.GANG t.. 1/////
3) Unbalanced snow loads have been considered for this design. .........." ~ ....*.......* 1& //~
I 4) Two RT16 USP connectors recommended to connect truss to bearing walls due to uplift atjl(s) 13 and 6. $- "'~0\STERd-> ~
5) This truss has been designed for a moving concentrated load of 250.Olb live and l.alb dead located at all mid panels and at all panel 2' /0 0"" 'S
! points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ~ :' No 199004 1 c.. ~ ~
! 6) Use USP Jl26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 17-1-8 oc max. starting at 4-3-12 from the left := i. . '-'.': -
end to 21-5-4 to connect truss(es) M101 (1 ply 2 X 6 SYP) to back face of bottom chord. = . . . . _
7) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-3-12 from the left \. STATE OFfPA/ f
end to 19-5-4 to connect truss(es) M101A (1 ply 2 X 4 SYP) to back face of bottom chord, " ~
8) Fili all nail h~es where hanger is in contact with lumber *....'/VD ~~.' ... I
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . ..' 6
I, N L€ \\\ I
LOADCASE(S) Standard 11111111111\\\\
I Continued on eage 2 October 27 200~
A WARNING. Verify desIgn parameter.. and READ NarES ON TffiS AND INCLUDED MlTEK REFERENCE PAGE MU.'T4'T3 BEFORE; USE.
Oe';gn valid lor use only VoIith MITe~ conneclo". Thi, design i, ba,ed only upon pmomete" ,hawn, and i. for an individuol building component.
Applicabitity of de,ign paramenter' and proper incorporation 01 component is responsibilty 01 building designer _ not trus, designer. Bracing ,hown
i, for laleral -support 01 individual web members only. Additional temporary bracing to inmre ,tobility during construction iSlhe re-sponsibillity of the
erectOl. Addilionol pe"nanenl bracing of the overalt ,truclure is the respon,ibility ot the building designer. for generot guidance regarding
labrication. quality control, storage, detivery, erection and bracing. consult ANSIIlPIl QuatityCrtlerta. OSll-8'> and BCSIl Building Component
Solely tnlo,,,,otlon available from Truss Plate t"'laute, 5B3 D'Onofrio Drive, Madison. W153719.
I 14515 N. Outer Forty,
Su~e #300
Chestarfiatd,M063017
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6.000 5 Jun 17 2004 MiTek Industries, Inc. Wed Oct 27 09:47:04 2004 Pag 2
rrrussType
i ROOF TRUSS
I
, WESTFIELD IN. 46074
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,
LOAD eASElS) Standard
1) Snow: Lumber Increase=1.1S, Plate Increase=1.15
Uniform Loads (pit)
Vert: 1-13=-60, 1-3=-60, 3-5=-60, 5-6=-60,6-13=-20
Concentrated Loads (Ib)
Vert: 9=-263(8) 22=-457(8) 23=-214(8) 24=-193(8) 26=-208(8) 27=-263(8) 28=-263(B} 29=-208(8) 31=-193(8) 32::0-214(8) 33=<-457(8)
.A. WARNING. Verif1J design p<<ro.meter. and READ NOTES ON TWS AND INCLUDED MlTEK REFERENCE PAGE Mll.7473 BEFORE USE.
Design valid for use only with MiTek connectors_ This design is based only upon parameters sho........ and k; tOl an individual building component
Applicobmty of design paramenters and proper inCOlpOlo~an of COmPO...en! is respomibiity of building designer _ not, IrlJ5s designer. 8racing shown
is lor Ialerol support of indtvlduol web membe,. only. Add.tianollemporary bracing to insure stability during construclion is the responsibillity of Ihe
ereclor._ Additional permanent brocing of the overoll struclure fs Ihe re'ponsibility of the building designer. For general guidance regarding
fabrication. quality conlroi, stOf0ge. delivery, e,echon and bracing, consvlt ANSllrpn Quality Criteria, OSB.89 and BCSII Building Component
Salely Information available from Tru>> Plate Im~tute. 583 D'Onolrio Drive. Madison. WI 53719.
, 14515N_OulerForty,
Sutte#300
I Chestertield.M06J017
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I Truss Type
I ROOF TRUSS
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WESTFIELD IN. 46074
fILly Ply Gresham Residence Roof TrussfJ204071 ~
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I LOADING (pst) I
TCll 20.0
If TCDL 10.0 I
BCll 0.0
BCDL 10.0
:
: LUMBER
! TOP CHORD 2 X 4 SYP NO.2
BOT CHORD 2 X 6 SYP NO.2
WEBS 2 X 4 SYP NO.2
--- i
SPACING 2-0-0 CSI DEFL ;0 (loc) lIdefl Ud PLATES GRIP
Plates Increase 1.15 TC 0.48 Vert{LL) -0.01 3-4 >999 360 MII20 249/190
Lumber Increase 1.15 Be 0.19 Vert(TL) -0.01 3-4 >999 240
Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 3 ola ola
Code IRC2000/ANSJ95 (Matrix) I Wei9ht: 40 Ib
-
BRACING
TOP CHORD
BOT CHORD
Sheathed or 4-6-5 oc purl ins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
I REACTIONS (Ib/size) 5=164/0-5-15,3=164/Mechanical
Max Horz5=189{load case 5)
Max Uplift5=-91(Joad case 4), 3=-104(load case 5)
Max Grav5=333(1oad case 11), 3=333(load case 10)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 5-6=-293/102, 1-6=-256/106, 1~7=.45/55, 2-7=-44/56, 2-3=-283/64
BOT CHORD 5-8=-117/122,4-8=-117/122.4-9=-116/123. 3-9=-116f123
WEBS 1-3=-99/121,1-4=0/267
NOTES
1) Wind: ASeE 7-98: 100mph; h=13ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
and right exposed; end vertical left and right exposed; lumber DOl=1 ,33 plate grip DOL=1.33.
2} TCLL: ASCE 7-98; Pf=20.0 psf (roof snow); Exp C; Fully Exp.
. 3) Unbalanced snow loads have been considered for Ihls design.
i 4) Refer 10 girder(s) for truss to truss connections.
I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1041b uplift at joint 3.
6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5.
7) This truss has been designed for a moving concentrated load of 250.01b live and 1.01b dead located at all mid panels and at all panel
points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.
- -~-- --------..-- . ----------- ------_."-~._._-------_._- --------~
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October 27 2004
lOAD eASElS) Standard
A WARNING - Verify design po:,.am"terB arid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU.7473 BEFORE USE.
Dexign vaIid!Of use onI\' V>ilh "''''''ek cDnneclOl>. Thix dexign is based only upon pOlometem mo~. and is 101 on individual building c011Iponenl.
Applicability of design poromenters ond proper incorpowlion of component Is respomibllity 01 building designer _ not truss designer. Bracing shown
IS tor laterol support 01 Kldrvidual web l11embers only. Addrfional temporory bracing 10 lrlsure stobrlity dunng corrslNctio'1 is Ihe respo'1siblltily 01 the
ereclor. Additional permanent brocing 01 the overall structure is the responsibility of Ihe building designer. For generOI guidance regording
fobricotion, qualify control. slolage. delivery. erection and bracing. consull AN5t!TPIl Quality Crileria, 058.811 and 8C511 Building Componenl
Safely Infolmallon ova~able from TrU51 Plate Institute. 583 D'O'1olrio Drive, Modison. WI 53719.
14515 N. Outer Forty, __e
Surtetl300
Cl'lesterft<!Id,M06J017 MI.
MiTek'";
'Job :TrUss I Truss Type
, I ,
iG-SHAM ._~ I ROOF TRUSS
i HALL AND HOUSE LUMBER CO., WESTFIELD IN. 46074
~I Gresham Residence RoofTruss/J204071
14 I 'II
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6.000 s Jun 17 2004 MfTek Induslries, Inc.
0.11.9 I 2-3-5
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173934631
W,d 0,127 09 47 D52004 p,g~ 1
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DEFL In (lac) I/defl Ud PLATES GRIP
Vert(LL) 0.01 4-5 >999 36D MII20 249/190
Vert(TL) -0.02 4-5 >999 24D
Horz(TL) -0.00 4 n/' n/'
~3-p
0-3.0
2.3~5
2-0-5
iPlate Offsets (X,Y): I1:0-3-5,O-2-8Jj7:0-2-0,O-1-6]
i LOADING (psf)
i TCLl 20.0
i TCDL 10.0
BCLl 0_0
BCOl 10_0
!~~MBE;-----
I TOP CHORD 2 X 4 SYP No.2
I BOT CHORD 2 X 6 SYP NO.2
I WEBS 2 X 4 SYP No.2
SPACING 2-0-0
Plales Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2000/ANSJ95
CSI
TC 0.50
BC 0.34
WB 0.09
(Matrix)
~
I
I
BRACING
TOP CHORD
BOT CHORD
Weight: 571b
Sheathed or 5-8-11 oc purlins, except end verticals
Rigid ceiling directly applied or 10-0-0 DC bracing.
REACTIONS (lblsize) 7=362/0-5-8,4=431/Mechanical
Max Horz7=190(load case 5)
Max Uplift7=-197(load case 4), 4=-281(1000 case 5)
Max Grav7=607(load case 12), 4=722(load case 21)
FORCES (Ib)-
TOP CHORD
BOT CHORD
WEBS
Maximum Compression/Maximum Tension
7-8=-559/215, 1-8=-524/219, 1-9=-255/140,2-9=-251/141,2-10=-242/142, 3-10=-242/142, 3-4=-518/223
7-11=-150/103,6-11=-150/103, 6-12=-1491104, 5-12=-149/104, 5-13=-41162, 13-14=-41/62, 4~14=.41/62
1-5=-2191494, 2-5=-245178, 3-5=-207/411, 1-6=-132/56
NOTES
1) Wind: ASCE 7-98; 100mph; h=13ft; TCDl=6.0psf; BCDl=6.0psf; Category H; Exp C; endosed; MWFRS gable end zone; cantilever left
and right exposed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOL=1.33.
2) TeLL: ASCE 7-98; Pf=20.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) Refer to gircler(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281lb uplift at joint 4.
7) One RT7 USP connectors recommended to connect truss 10 bearing walls due to uplift atjt{s) 7.
8) This truss has been designed for a moving concentrated load of 250.01b live and 1.01b dead located at aU mid panels and at all panel
points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.
9) "Nailed" indicates 3-10d or 3-12d common wire loe-nails.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASEIS) Standard
1) Snow: Lumber Increase=1.15, Plate Jncrease=l 15
Uniform Loads (plf)
Vert: 1-7=-60, 1-2=-60, 2-3=-60, 4-7=-20
Concentrated Loads (lb)
Vert: 5=-185(B) 14=-185(B)
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October 2Z,20~
A WARNING. Ve'il\t desIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 DEFORE USE.
Des>gn valid for u.e only .....lh MiTe~ connectors. Thi' design ,i' ba.ed anly upon paramelers shown. and i, for on individual buiklin9 component.
Applicabilily of de,ign pammenlers and proper Incorporation of camponenl is re.ponslbllity of building designer- not, IMS deSIgner. Bracing shown
's lor lateral wpport 01 ,ndividual web member, only. Addllionallemporary bracing 10 insure .Iability during construction isltle respomjb,llily ollhe
efectOL Additional permanent bracing of lhe ove;alllfruclufe is Ihe respomibil;ly of lhe buildng designer. For general gUidance fegarding
fabrication. quality conkol. slorage. deilVery. erection and bracng. camull ANSI/TPll Qualify Clileli". DSB-89 "nd BCSn BuddIng Componenl
Solely Info,matlon available lrom Tfuss Plale In,mule. 58J D'Onofrio Drive, Modimn. Wi 53719
[14515N_OUlerFOrty.
Sude#3OQ
I Cheslemeld. MO 63017
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14 111 17393464/,
i 1 Job Reference (9Rtlonal~
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i TCDL 10.0
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CSI
TC 0.31
BC 0.25
WB 0.09
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DEFL ;0 (Ioc) I/defl Ud 1
Vert(LL) -0.01 4-5 >999 360
Vert(TL) -0.01 4-5 >999 240 I
Horz(TL) -0.00 4 01. 01.
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PLATES
MII20
GRIP
249/190
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2000/ANS195
Weight: 54 Ib
I LUMBER
TOP CHORD 2 X 4 SYP NO.2
, BOT CHORD 2 X 4 SYP NO.2
WEBS 2 X 4 SYP NO.2
BRACING
TOP CHORD
BOT CHORD
Sheathed or 5-8-11 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Iblsize) 7=213/O-5-8,4=213fMechanical
Max Horz7=202(load case 5)
Max Uplitt7=-92(load case 4), 4=-134(load case 5)
Max Grav7=357(load case 12), 4=357(load case 11)
FORCES (lb) - Maximum Compression'Maximum Tension
TOP CHORD 7-8=-324/109,1-8=-299/113, 1-9=-114n8, 2-9=-111/80, 2-10=-43'66, 3-10=-43f66, 3-4=-276/53
BOT CHORD 7-11;0-137/123,6-11=-137/123, 6-12=-136/123, 5-12=-136f123, 5-13=-99/109, 4-13=-99f109
WEBS 2-5=-79/176,2-4=-228/115,1-6=-32/243,1.5=_97/147
NOTES
1) Wind: ASCE 7-98; 100mph; h=13fi; TCDL=6.0psf: BCDL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left
and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TelL AseE 7-98; Pf=20.0 pst (roof snow); Exp C; Fully Exp
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water pending.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 4.
7) One RH USP connectors recommended to connect truss to bearing walls due to uplift at jt{s) 7.
8) This truss has been designed for a mOving concentrated load of 250.01b live and 1.01b dead located at all mid panels and at all panel
points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.
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LOAD CASE(S) Standard
A WARNING - v,,~ify dnign po:n;un"t,,~& and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-747J BEFORE USE.
Design volid lor use only with Morek conneclors. This design is based only upon poromelel5 shown. and il for an individual bu~ding component
Applicabmly of design paramenlers and proper incorporalion 01 component il responsibijity of building designer _ nol truss designer. BraCing shown
is for fateral supporl of indwidual web members only. Additionallemparary braCing 10 insure slability during construclion il the re.ponsibilllly of Ihe
erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. Far general guidance regarding
fobricaHon, quality control. stOO"age. detivery. erechon and bracirlg. consult ANS1/Tff 1 QualIty CrllerlQ. 058.89 and BCSI! Building Component
Safety Inlormotlon available from Truss Plale Inslitute. 583 O'Onolrlo Drive. Madison, WI 53719.
/14515N,OUlerFOrlV.
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HALL AND HOUSE LUMBER CO., WESTFIELD IN. 46074 6.000 s Jun 172004 MiTek Industries, lnc
173934fS~
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BOT CHORD 2 X 4 SYP No.2
I WEBS 2 X 4 SYP NO.2
[1-035028]
-- --
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(psf) I SPACING 2-0-0 CSI DEFL '0 (Ioc) t{deft Lid PLATES GRIP
20.0 Plates Increase 1.15 TC 0.35 Vert(ll) -0.01 5-6 >999 360 MII20 249/190 I
10.0 lumber Increase 1.15 Be 0.17 Vert(Tl) -0.02 5-6 >999 240
0.0 RepStress Incr YES WB 0.10 I Horz(Tl) -0.00 4 nla nla
10,0 I Code tRC2000/ANS195 (Matrix) Weight: 551b
BRACING
TOP CHORD
BOT CHORD
Sheathed or 5--8-11 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS (rblsize) 7=213/O-5-6,4=213/Mechanical
Max Horz7=210(load case 5)
Max Uplift7=-88(load case 4), 4=-132(load case 9)
Max Grav7=357(load case 12), 4=357(load case 11)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 7-8=-333/101,1-8=-311/105,1-9=-97/69, 2-9=-91/72, 2-10=-83/80, 3-10=-83/80, 3-4=-345/135
BOT CHORD 7-11=-142/120,6-11:;:-1421120,6.12=-141/121, 5-12=-1411121, 5-13=-45/68, 4-13=-45/68
i WEBS 1-5=-86/104,2-5=-277/85,3-5=-111/266,1-6=0/272
NOTES
1) Wind: ASCE 7-98: 100mph: h=13ft: TCDl=6.0psf; BCDL=6.0psf; Category II; Exp C: enclosed: MWFRS gable end zone: cantilever left
and tight exposed, end vertical left and right exposed; lumber DOl=1.33 plate grip DOl=1 ,33.
2) TCll: ASCE 7-98; Pf=20.0 psf (roof snow); Exp C; Fully Exp.
3} Unbaianced snow loads have been considerecl for this design.
i 4) Provide adequate drainage to prevent water ponding.
5) Refer to girder(S) for truss to truss connections.
: 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 132lb uplift at joint 4.
7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7.
: 8) This truss has been designed for a moving concentrated load of 250,Olb live and 1.01b dead located at aU mid panels and at aU panel
poims along lhe Top Chord and Bottom Chord, nonconcurrent with any other hve loads
LOAD CASE(S) Standard
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A. WARNING. V">iIi.I duly" pa..."",t"..s and READ NOTES ON TmS AND mCLrJDED MlTEK REFJ!.RENCE PAGE MII-7473 BEFORE USE.
Design valid far use anty with MiTek conneclars_ This design is based only upon paromeler; shawn. and is tar an individual building component.
Applicability of design poramenlers and proper Incorporation of camponent is remonsib~ity at bu~ding designer _ not truss design...., Bracing shown
is JOlla1era! support of individual web members anly_ Additional temporary bracing to insure slability during construction ts the respom;jbittity of the
ereclor. Additional permanent bracing at the overall structure i, the responsibitity ot Ihe building de,igner. For general guidance regarding
fabncaNon. qualily conlrol. storage. delhtery. erection and bracing. consuit ANSl/lrfl Quallty Criterio. DSB-89 and BCSll Bulldinll Component
Solely InlDrmol!ol> ovaDobIe- from Tfl.JSS Plote Instltuh.. 583 D'Onofrio Drive, Madison. WI 53719.
I 14515N,OulerForty,
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WESTFIELD IN, 46074
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1 J Job Reference (optional)
6.000 s Jun 172004 MiTek Industries. Inc
,
17393461
Wed Ocl 27 09 47 07 2004 Pager 1
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S~I,o,,,,1
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: LOADING (pst) I SPACING 2-0-0 CSI DEFL
i TClL 20.0 Plates Increase 1.15 TC 0.47 Vert(Ll)
I TCDl 10.0 lumber Increase 1.15 I BC 0.21 Vert(Tl)
i BCll 0.0 i Rep Stress Incr YES WB 0,11 Horz(Tl)
; BCDl 10,0 j Code IRC2000/ANS195 , (Matrix)
- '--.._-~...._.--_._ .._______----'-------~_~__L._____
BRACING
TOP CHORD
BOT CHORD
W
0-3-0
4-8.2
4.5-2
in
-0.02
-0.03
-0.00
(Ice)
5-6
5-6
4
Ildefl
>999
>999
nra
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240
nra
J;:'..
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249/190
LUMBER
TOP CHORD 2 X 4 SYP NO.2
BOT CHORD 2 X 4 SYP NO.2
WEBS 2 X 4 SYP NO.2
Sheathed or 5-8-11 oc purlins, except end verticals
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lblsize) 7:<o213/0-5-8,4:<o213/MechanicaJ
Max Horz7:<o218(load case 5)
Max Uplifl7:<o-84(1oad case 4), 4:<o-129(load case 5)
Max Grav7:<o357(load case 12), 4:<o357(load case 11)
, FORCES (Ib) - Maximum Compression/Maximum Tension
I TOP CHORD 7-8:<0-343/93,1-8:<0-324/97, 1-9:<0-71/56,2-9:<0-57/59,2-10:<0-55/70, 3-10:<0-55/70, 3-4:<0-363/109
BOT CHORD 7-11 "'-147/117.6-11 :<0-147/117,6-12:<0-146/118, 5-12:<0-146/118, 5-13:<0-46/70, 4-13:<0-46/70
WEBS 1-5:<0-72/125,2-5:<0-285/84,3-5:<0-95/359,1-6=0/298
NOTES
1) Wind: ASCE 7-98; 100mph; h=13f1; TCDl:<o6.0psf; BCDl:<o6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
and right exposed; end vertical left and right exposed; lumber DOl:<o1.33 plate grip DOl:<o1.33.
2) TCLl: ASCE 7-98; Pf:<o20.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
, 4) Provide adequate drainage to prevent water ponding.
] 5) Refer to glrder(s) for truss to truss connections.
I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint 4.
, 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 7.
i 8) This truss has been designed for a moving concentrated load of 250.01b live and 1.01b dead located at all mid panels and at all panel
i points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.
LOAD CASE(S) Standard
~
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A WARNING - Verify desIgn parameters and READ NOTES ON 1'111S AND INCLUDED MITEK REFBRENCE PAGE Ml1-7473 BEFORE USE.
De,ign valid for u,e only wth Ml1ek connectors. Thi, de,ign Is based only upon parameter> lhovvn, and is fOf on individual building component.
Appticab,i1y 01 design poromenters and proper IncOfporation of componenl is respomlbiity 01 bu~ding deslgnef. nol trull designer. Bracing shown
i. tor lolerol support at individual web member> onty. Additlonol temporary bracing to insure Itab,ity during construction is Ihe respons~itIjty at the
erecto(. Addilianol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding
fabrication. quality control. storage. delive!)', erection and bracing. can,ult ANSt/IPI1 Qualny Crlterla. OSB-89alld BCSll Building Compollelll
SlIlety tntormatlon available from Truss Plate Institute, 583 D'Onolrio Drive. Madison. WI 53719.
I 14515N.OuterForly,
Su~e #300
Chesterfield,M063017
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lotYj~resham Residence RoofTrussJJ204071
14 ! 1!
I j I Job Refere~ce (9Rlional)
6,000 s Jun 17 2004 MiTek Industries,
0-11-9
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LOADING (psf)
! TCLL 20.0
: TCDL 10.0
I BCLL 0.0
: BCDL 10.0
r--
: LUMBER
i TOP CHORD
i BOT CHORD
j WEBS
SPACING 2-0-0 CSI DEFL ;" (loe) I/den Ud
Plates Increase 1.15 TC 0,61 Vert(LL) -0.05 3-4 >999 360
Lumber Increase 1.15 SC 0.43 Vert(TL) -0.06 3-4 >994 240
Rep Stress Incr YES WS O.OS Horz(TL) -0.00 3 "I. "I.
Code IRC2000/ANS195 (Matrix)
BRACING
TOP CHORD
BOT CHORD
Sheathed or ,5-.S.11 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2 X 4 SYP NO.2
2 X 4 SYP NO.2
2X 4 SYP NO.2
REACTIONS (Ib1size) 5=213fO-5-S,3=213/Mechanical
Max Horz5:o:227(load case 5)
Max UpJift5=-SO(load case 4), 3=-123(1oad case 5)
Max Grav5=357(load case 11), 3=357(load case 10)
! FORCES (Ib) - Maximum Compression/Maximum Tension
I TOP CHORD 5-6=-409/75,1-6=-403/78,1-7=-67/51, 2-7=-63/55, 2-3=-296/85
BOT CHORD 5-8=-151/116,4-8=-151/116,4-9=-149/118, 3-9=-149/118
I WEBS 1-3=-123/137,1-4=0/426
i NOTES
I 1) Wind: ASCE 7-98; 100mph: h=13ft: TCDL=6.0psf: BCDL=6.0psf: Category II: Exp C; enclosed: MWFRS gable end zone: cantilever left
and right exposed: end vertical left and right exposed: Lumber DOL=1.33 plale grip DOL=1.33.
: 2) TCLL: ASCE 7-98: Pf=20.0 psf (roof snow): Exp C: Fully Exp.
3) Unbalanced snow loads have been considered for this design
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 123 Ib uplift at joint 3.
6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5.
7) This truss has been designed for a moving concentrated load of 250.01b live and 1,01b dead located at all mid panels and at all panel
points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.
LOAD CASE(S) Standard
.it.. WARNING - Verify deslgll pQ.rameters aM READ NOTES ON THIS AND rNCLUDED MrTEK REFERENCE PAGE MU-7473 BEFORE USE
De,ign volid 10< use only with MfTek connectors. Thl, design Is based on'Y upon parameters ,ho\M1, and i, 10< on individual buiding component
Applicability 01 design poromenters ond proper incorpo<otion 01 component is re,pomibilily ot bUilding designer _ nol truss designer. 8racing sha\M1
is for lateral s~pport of indfvldual web members only. Addili<:>naltemporory bracing to Insur,e stability during construction Is ll1e respomiblllity 01 the
erector, Additional permanent bracing of the overall structure is the responsibij,ty at the bUilding designer. For general guidance regarding
fabrication, quality control. storage. deliveIY. ereclion and bracing, con,ull AN51/TPll QualllyCriteria, DSIl-89 clnd IIC511llufldlng Componenl
5alely lnformallon available Irom Truss Plate Institute. 58J D'Onofrio Drive, Madison. WI 53719.
I
I
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PLATES
MII20
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249/190
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October 27.2004 J
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Job
Gresham Residence Roof Truss1J204071
G-SHAM
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,
HAll AND HOUSE LUMBER CO., VVESTF1ELD tN. 46074"
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17393468
,
i
Wed Oct 27 09:47:08 2004 pag1'
~-,
~2 i Job Reference {pPlionall
6.000 s Jun 17 2004 MiTek Industries, rnc
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DEFt In (Ioc) I/defl Ud PLATES GRIP
Vert(lL) -0.05 3-4 >999 360 MII20 249/190
Vert(TL) -0.06 3-4 >994 240
Horz(TL) -0.00 3 nla nla
I
,
fF'late Offsets (X,Y):
i LOADING (pst)
I' TelL 20.0
TCDL 10.0
i BelL 0.0
! SCOL 10.0
11:0-3-5,0-2-81
~--
I
I
1
SPACING 2-0-0 CSJ
Plates Increase 1.15 Te 0.61
Lumber Increase 1.15 Be 0.43
Rap Stress Incr YES WB 0.08
Code IRC2000/ANSI9~riX}
Weight: 43 Ib
I
I
~
I
LUMBER
, TOP CHORD
I BOT CHORD
! WEBS
2 X 4 SYP NO.2
2 X 4 SYPNo.2
2 X 4 SYP No.2
BRACING
TOP CHORD
BOT CHORD
Sheathed or 5-8-11 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Iblsize) 5'='213fO-5-8,3'='213IMechanical
Max Horz5'='227(load case 5)
Max Uplift5'='-80(load case 4), 3"'-123(load case 5)
Max Grav5'='357(load case 11), 3'='357(1oad case 10)
FORCES (Ib)-
TOP CHORD
BOT CHORD
WEBS
Maximum CompressionJMaximum Tension
5-6=-409f75, 1-6'='-403178, 1-7'='-67/51,2-7'='-63/55, 2-3'='-296f85
5-8'=-1511116,4-8'=-151/116,4-9'=_149/118, 3-9'=-149/118
1-3'=-123/137,1-4'=0/426
NOTES
1) Wind: ASCE 7-98; 100mph; h'=13ft; TCDL'=6.0psf; BCDL'=6.0psf: Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
and right exposed; end vertical reft and right exposed; Lumber DOL'=1.33 plate grip DOL'=1.33
2) TCLL: ASCE 7-98; Pf='20.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
i 4) Refer 10 girder(s) for truss totruss connections.
5) PrOVIde mechanical connecllon (by olhers) of Iruss 10 bearing plate capable of withstanding 123 Ib uplift at joint 3,
: 6) One RT7 USP connectors recommended 10 connect truss to bearing walls due 10 uplift al jl(s) S.
: 7) This truss has been designed for a moving concentrated load of 250.01b live and 1.01b dead localed at all mid panels and at all panel
poinls along Ihe Top Chord and Bottom Chord, nonconcurrenl with any other live loads.
I LOAD CASEIS) Standard
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October 27 2004
A WARNING. Verify design parameters and READ NOTES ON TillS AND INCLUDED MITEK REFERENCE PAGE MU.7473 BEFORE USE.
Design valid tor use only wilh MHek connectors. This design is based only upon parameters shown, and is for on individual building component.
Applicability of design paramenlers and proper incorporation of component il responsib~ily at building designer. not truss designer. Brocing shown
is for lalefol suppor1 of individual web members onty, Additional temporary bracing to Insure stobility during canslruction Is the responslbiiiity of the
erector, Additional permanent bracing of the overall structure is Ihe responsibility of the building designer. for general guidonce regording
labrication. qualily conlrol. storage. delivery. erection and brocing, cansulI ANSI/TPII Quoltty Clltello. OSB-89 and BCSI! Building Component
Sofely lnformcdion available Irom Truss Plate Institule. 583 O'Onolrlo Drive, Madison. WI 53719.
14515 N. Outer Forty,
Su~e #300
Chesterlield,M063017
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Job
I Truss
IQ~ Gresham ReSidence RoofTrusslJ204071
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6.000 s Jun 17 2004 MiTek Industries, Inc Wed Ocl27 09 47 08 2004
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TCDl 10.0
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TC '0.39 I
BC 0.29 I
WB 0.06 i
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SPACING 2-0-0
Plates Increase 1.15
Lumberlncrease 1.15
Rap Stress Incr YES
Code IRC2000fANSI95
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
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>999
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360
240
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LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 SYP No.2
2 X4 SYP No.2
2X4SYPNo.2
BRACING
TOP CHORD
BOT CHORD
Sheathed or 4-3-0 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lbJsize) 5=154/O-5-8,3=154/Mecl1anical
Max Horz5=193(load case 5)
Max Uplift5=-101(load case 4), 3=-115(10ad case 5)
Max Grav5=328(load case 11), 3=328(load case 10)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 5-6=-301/110,1-6=-269/114,1-7=-46/56, 2-7=-45/58, 2-3=-281f59
BOT CHORD 5-8=-118f126, 4-8=-118/126, 4-9=-117/127, 3-9=-117/127
WEBS 1-4=0/308,1-3=-109f129
NOTES
1) Wind: ASCE 7-98; 100mph; h=13ft; TCDL=6.0psf; BCDl=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left
.and right exposed; end vertica/left and right exposed; lumber DOl=1.33 plate grip DOL=1.33.
2) Tell: ASCE 7-98; Pf=20.0 pSf (roof snow); Exp C; Fully Exp.
J) Unbalanced snow loads have been considered for this design.
4) Refer to girder(s) for truss 10 truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Jb Uplift at joint 3.
6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5.
7) This truss has been designed for a moving concentrated load of 250.01b live and 1.01b dead located at all mid panels and at all panel
points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.
lOAD CASEIS) Standard
1739346J
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Scale'" 1:23.11
PLATES
MII20
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GRIP
249/190
Weight: 361b
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A WARNING. Verify design p<>rameU!r& and READ NOTES ON THIS AND INCLUIJED MITEK REFERENCE PAGE MJI.7473 BEFORE USE.
Design valid lor use. only w;lh MiTek conneclors. This design ,i~ based only upon porameler, shmvn,nnd is tor, on Inqividuol building componenl.
ApplicabUily 01 deSign paromenters and proper incorporation at component l'i re~pan:;jb~ity at bUilding deSigner - nallrvss deSigner. BraCing shown
is lor lateral support at individual web members only. Additional temporary bracing 10 ~sure slability during canstruclian Is Ihe responsibillity at the
erector. Additional permanent bracing of the overall ,t"-'dure is the responsibility at the building designer. For generoi guidance regarding
labrlcatlon, quality conlrol, slorage. delivery, erecHon and bracing, consult ANSlfTrl1 Quallly Criteria, OSB-8? and 8CSI! BUilding Componenl
Solely tnlormolioll available from Trus' f>lole Institute. 583 D'Onofrio Drive, Madi,on, WI 53719.
14515N,OulerForty,
[sune#300
Cheslertield,M063017
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. ~~~D;N~ (psf) -[ ~~ACING 2-0-0 --'1 CSI
Tell 20.0 Plates Increase 1,15 TC 0.65
TCDl 10.0 lumber Increase 1.15 BC 0.57
BCll 0.0 Rep Stress Incr YES WB 0.23
BCDl 10.0 Code IRC2000fANSI95 (Matrix)
I LUMBER
i TOP CHORD 2 X 4 SYP NO.2
! BOT CHORD 2 X 4 SYP NO.2
I WEBS 2 X 4 SYP NO.2
3x8M1I20=
19-9--15 25-6-0 2'j-~0
6-11-7 5.8-1 0-3-0
DEFL '" (lac) Ifdefl lid PLATES GRIP
VeJt(ll) -0.19 0-10 >999 360 MII20 249f190
Vert(TL) -0.25 8.10 >999 24D
Horz(TL) 0.02 6 0/. 0/.
Weight: 159 Ib
BRACING
TOP CHORD
BOT CHORD
Sheathed or 5-0-8 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bradng.
REACTIONS (Ib/size) 13=1009/0-5-8,6=1009/0-5-8
Max Harz 13=~168{load case 4)
Max Uplifl13=-263(load case 4), 6=-264(load case 5)
Max Grav13=1135(load case 2), 6=1135(load case 3)
FORCES (Ib) +
TOP CHORD
MaxirtJum Compression/Maximum Tension
13-14=-1112/250, 1-14=-10511254, 1-15=-1137/290,2-15=-1105/294, 2-16=-1327/340, 3-16=.1310/344, 3-17=-1310/344,
4-170::-1327/340,4-18=-1105/294, 5-18=-1137/290, 5-19=-1051/255, 6-19=-1112/250
13-20=-143/232, 12-20=-143/232, 12-21=+142/232, 11-21=+142f232, 11-22=-262/1120, 10-22=-26211120, 9-10=-350/1120,
9-23~-350/1120, 8-23=-350f1 120, 8-24=-90/231,7-24=-90/231, 7-25=-92f231, 6-25=-921231
2-11 =-634/296, 2-10=-125/517, 3-10=-236/167, 4-10=-124/517, 4.8=-634/296, 1-12=-86f344, 1-11 =-34211 168, 5-7=-86/344,
5-8=-343/1168
BOT CHORD
WEBS
NOlES
1) Wind: ASeE 7-96; 100mph; h=13ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; endosed; MWFRS gable end zone; cantilever left
and right exposed; end verticallefl and right exposed; Lumber DOl=1.33 plate grip DOl=1.33.
2) TCLL: ASCE 7-98; Pf=20.0 pst (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been conmdered for this design.
4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 6.
5) This truss has been designed for a moving concentrated load of 250.01b live and 1.Olb dead lOCated at all mid panels ancf at all panel
points along the Top Chord and Soltom Chord, nonconcurrent with any other live loads.
LOAD CASE(S) Standard
A WARNING - Verify des-ign parnmeters and REAli NOTES ON THIS ANlIINCLUlJElI MITEK REFERENCE PAGE MII-7473 BEFORE USB.
Design valia 101 use on>y v.;lh Mnek cormeclors. This design is bosed amy upon pammeler, shown. and is tOf an individual building component.
Applicability of design paramenters and proper inCOfporation 01 component is re,ponsibility at building desigl)er _ not tru.. designer. Bracing shown
is tor lateral support at individual web members only. Additional lemporory bracing to insure stability duMnO construction I, the responsibitfity 01 lhe
ereclor. Additional permanent bracing of the overall structure Is Ihe responsibility of the building de,;gner. For general guidance regardtng
fabrication. quality control. ,Io[Oge. delivery. erection and bracing, comul! ANSI/TPIl Quality Crllelia. OSB-69 and 6CSIl Building Campal'lenl
Solely Informatlon available from TrulS Plate Institute. 583 D'Onofrlo DriVe, Madi'on. WI 53719.
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