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POWER TO PERF"DRM.'"
Re: 12303302
CENTEX HRM-42
\ ~MiTek Industries, Inc.
. P \."------14515 North Outer Forty Drive
\ V ( . Suite 300
tflvV\ ') 01 C eslertield, MO 63017.5746
J(oI-l J c\~ M
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The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc, under my direct supervision
based on the parameters provided by Build;;rsFitstSourcc-Cincinnati.OH,
Pages or sheets covered by this seal: 111229454 thru 111229454
My license renewal date l'or the state of Indiana is JULY 31,2008,
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November 8.2006
Fox, Steve
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 an:y particular building is the
responsibility of the building designer. per ANSIITPI-2002 Chapter 2,
:JOb.i'-:--i~-
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Truss Type
Qt,
CENTEX HRM-42 12303302
ATTIC
14
Job_Reference (Optional)
6.300's"Jul i 1 2006MiTek"lildustries, Inc Tue Nov 0715:40:58 2006 'Page 1
, ,
i-8U(C6ER~FTRSTSo0RCE-,-C-in-cIT'inati. OH. 45239
-0-11,-03-9-4
0-11.0 3.9.4
.6-0-15
2.3.11
3"
10-7-0 15-H
4.6.1 4.6-'
5'"
E
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,
Q
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17-4-12, 21-2-022-1-0
2.3-11
3-9-4 0-11-0
UNITS: 0.5
ENG OCR
111229454
Scale = 1:82_3,
1000r'-2
,,'
3"
'"
3"
REPAIR BOTTOM CHORD HAS 12" LONG
CRACK STARTING 6" FROM JOINT N
F
o
3"
c
; ''''
B
A
,
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I'
PO
"12x4
"6
H
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N M KJ
3x6 8xl0 CRACK 6x8 axlO 3x6
APPLY 2X10X8' SYP 2400F 2.DE SCAB(S) TO EACH FACE OF TRUSS CENTERED ON DAMAGE/SPLICE
ATTACH WITH 10d (3" X 0.131") NAILS PER THE FOLLOWING NAIL SCHEDULE
2 x 3'g - 1 ROW, 2 x 4'8 - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED@0-4-00.C
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 OC
SPACING IN THE MAIN MEMBER USE A MIN. 0-3-0 MEMBER END DISTANCE
0-5-03.9.4 17.4.12 20.9-021-2-0
1'-'.- - - .... ..
0-5-0 3-4-4 1~H-8 3.4.4 0-5-0
,
!_ ~~~~e: O~~_~!~J~, Yl ~ [~p'~~-: 14,0~2-0], .(H:9-;2-14,q~2-9], [L:0-3-8,0-4-12], [N:0-3-8,0-4-12]
:
: LOADING (psf)
I'TCLL 25.0
TCDL 7.0
BCLL 0.0
BCDL 10,0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI
TC 0,79
BC 0.27
WB 0.46
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
10
-0.16
-0.22
0.00
(lac)
L-N
L-N
K
I/defl
>999
>999
0/'
Lid
240
180
0/'
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
, OTHERS
2 X 6 SYP 2400F 2.0E
2 X 10 SYP 2400F 2.0E
2 X 4 SPF No,2 'Except*
E-Q 2 X 4 SPF Stud, B-N 2 X 4 SPF Stud, H-L 2 X 4 SPF Stud
2 X 4 SPF Stud
PLATES
MT20
GRIP
197/144
Weight: 2121b
BOT CHORD
JOINTS
Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Brace at Jt(s): Q
except
REACTIONS (Ib/size) 0"'1558/0-3-8, K"'1558/0-3-8
Max HorzOo=-343(load case 3)
Max UpliftO"'-52(load case 5), K"'-52(load case 6)
I FORCES (Ib)-
i TOP CHORD
Maximum Compression/Maximum Tension
A-B"'0/44, 8-C"'-1062/100, C-D"'-883/145, D-E=-370179, E-F=-370179, F-G"'-883/145.
B-P"'-1654/81, H-Jo=-1654IBl
O-P"'-26/35. N-O"'-307/317, M-N"'-72/730, L-M"'-72/730, K-L"'-25/35, J-K'=.25/35
D-Qo=-534/129, F-Q=-534/129, C-N'=-66/346, G-L"'-66/346, E-Q'=0/68, 8-N"'-69f1079,
G-H'=-1062/100, H-I"'0/43,
I BOT CHORD
I WEBS
H-L"'-69/1079
I NOTES (10)
i 1) Unbalanced roof live loads have been considered for this design
I 2) Wind: ASCE 7-02: 90mph: h"'30ft TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; 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.
i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
: 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection
I 5). 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
: 6) Ceiling dead load (5,0 psf) on member(s). C-D, F-G, D-Q, F-Q
, 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. L-N
. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 0 and 52 Ib uplift at Joint K
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIITPI1.
10) This manufactured truss is designed as an individual building component The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSIITPI as reference by the building code.
~~_~D C~E!~l_~~_ndard
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///11 SIONAL ~~ ",,-,
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NQvember 8,2006
A WARNlNG - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE,
Design valid tor use on" with MtTek connectors, This desig".is bo~ed on" upon para mete" ~hown',ond is foron individual building comp~nent
ApplicabilIty of deSign pa~amentefS and proper ,ncorporO,llon at component IS reSpOmlbltlty of bU,lldlng deSigner - nOI, IfLJ~s deSigner. 6ro<;",ng shown
"lor lolerot ,uppat 01 Individual web members only. AddLtlonol temporary braCing 10 imure ,tabll,ty dunng construction" the fe~pomlbrll,ty of Ihe
erecIO!.. Additio,:,OI permanenl bracing, of the ove~all slluctufe i, the respan,ibility 01 the building de,igne<. Far general guidance regmding
fabrica)lon, quaMy control. storage. dehvery. erect,on and bracing, consult ANSl/TPll Quality Criteria. DSB.69 and BCSI1 Building Component
Safety Information available ffOm Truss Plate fmJiiufe, 583 D'Onolrio Drive, Mod~on, Wt 53719
,-
MIi
MiTek
';';;";;C~'~";;;-Pi'i>~-';~M' >
14515 N,OutefForty,Suite #300
Chesterfield, M063017
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