HomeMy WebLinkAbout05120012 Correspondence
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MiTek Industries, Inc.
14515 North Outer Forty Drive
Suite 300
Chestemeld, MO 63017-5746
Telephone 314/434-1200
Fax 314/434-5343
,
Re: j0831005
SILVERTHORNE HOMES - 8 SEDGWICK
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc, under my direct supervision
based on the parameters provided by Carter Lee Building Components.
Pages or sheets covered by this seal: 19792563 thru 19792565
My license renewal date for the state ofIndiana is JULY 31, 2006.
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- . . . . -
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February 2,2006
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 any particular building is the
responsibility of the building designer, per ANSlrrPI-2002 Chapter 2,
Job'
Oty
p~
SilVERTHORNE HOMES - 8 SEDGWICK
19792
TNOS
Truss Type
J0831llllO
COMMON
.
REPAIR: 3 TRUSSES, 2.0 UNITS JC
JobR_
6.200 s Oct 182005 M1Tek 1nWsIries,!nc. 'Ned Feb 01 16:04:152006
T1
CARTER -LEE BUIlDING COMPONENTS, MOQRESVlUE . IN. 46158
-/4>
1-<>0
15-..
'M'
1-<>0
21-3<>
S-S-B
S-S-B
S-S-B
10-7--8
I
>2-0 04x6MII2OII5--2.o
Scale = 1:92.9
D
REPAIR: REPLACE DAMAGED 4' SECTION OF lHE BOTTOM CHORD,
BREAK IN THE MIDDlE OF VERTICAL F-H.
10.00 [12 3x-t MII2O'i
ADO 2 X 4 SPF NO.2
CUT TO FIT TlGHT
G
3x6MII2O=
.~
I" H BREAK
3x6MII2O=
l
3x6MU20=
J I I
2 X 4 X 4-0-0 SPF No.2 '
SCAB. EACH FACE ~
4-G-()
K
3lc4MII2O=
7-2-3
7-2-3
3.lr:4MII2O=
I
21-3<>
7-2-3
14-().13
&10-11
LOADING (psi)
TCLL 20.0
TCDl 10.0
BCU 0.0
BCDL 10.0
SPACING 2-0-0
F'tateslnaease 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2OO3fTPI2002
CSI
Te 0.51
BC 0.33
we 0.61
(Malrix)
DEFL
Vert(LL)
Vert(TL)
Haz(TL)
Wlnd(LL)
Ud
360
240
nJe
240
"' (Ioc)
-0.05 K-l
-0.13 K-l
0.02 H
0.01 I-K
"dell
>999
>999
nJa
>999
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOTCHQRD 2X4SPFNo2
WEBS 2 X 4 SPF No,2 *Except'"
EH 2 X 4 SPF Stud, F.H 2 X.. SPF Stud
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 6-0.0 DC purlins. excepI end verticats.
Rigid ceiling directly applied Of 10.0-0 DC bracing.
1 Raw aI: midpt C-L, E-H
~
PlATES GRIP
MillO 197/144
Weight: 132lb
2x3's-1 ROVVS@()-.4..()O.C.
2x4's- 2 ROWS@D-4-00.C.
APPlY SCAB(S) AS SPECIFIED TO TRUSS. POSmON AS SHOWN. ATTACH
WITH 10d (3- X 0.131j NAILS PER THE FOllOWING NAil SCHEDULE:
2 x 6's - 3 ROWS@o.+oO.C.
2 x 8, 2 x 10 - 4 ROWS@0-4-00.C.
STAGGER NAil SPACiNG FROM FRONT FACE AND BACK FACE FOR
A NET ()..2.0 O.C SPACiNG IN THE MAJN MEMBER. USE A MIN. Q..3.Q
MEMBER END DISTANCE, THE SPECIAED NUMBER OF ROWS
CORRESPOND TO THE SIZE OF THE SMAllEST MEMBER IN THE
CONNECTION AREA.
REAC1lONS (Ib1size) l=907J0..3-8, H=907J0..3-8
Max Horzl=429(1oad case 4)
MaxUptiftl=-161(k:led case 5), H=-161(loadcase6)
FORCES (Ib) - Maximum CompressionIMaxmum Tension
TOP CHORD A-B=O/44, B-C=-1621256, C-[):=..656I345, D-E=-656I345, E-F=-1621256, F-G=OI'44, B-l=-265/278, F..}F.-265/278
BOT CHORD K-l=-2151441, J..K=-1031370, hJ=.-1031370, H-1=-251441
WEBS c-K=-11013D6, D-K=-2211257, 0-1=-2211257, 8=-1101306, c-L:...695I29, E-H=-695129
NOlES
1} Unb8lanced roof live loads have been .......~edforthis dQsign.
2) INind: ASCE 7-02; OOmph; h=25ft; TCOl=6.Dpsf; BCDl=6.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; ca1tiIever left and
right exposed; end vertical left and right exposed; Lumber 0Ql=1.33 plate grip DOl=1.33.
3) This truss has been designed for 8 10.0 psi bottom chon:Ilive k:led nonoonwnent >Mth any OCher INe loads.
4) Prmride mechanical connection (by others) of truss to bearing ~arecapatte otwithstanding 1611b uplift at joint L and 1611b uplift aljoint
H.
5) This truss is designed in accord8ncewith 1he 2003lntemalionalResidentialCodesectioosR502.11.1andR8D2.10.2 and JefCJCJ.......d
standardANSlfTPI1. ATTACH 1/TPLYWOODQROSB GUSSET (15132" APARATED SHEATHING 32116 EXP 1)
TO EACH FACE OF TRUSS WITH 10d (3- X .131-) NAILS DRIVEN THROUGH BOTH SHEETS
OF PLYWOOD AND CUNCHED PER THE FOllOWING NAIL SCHEQlAE:
lOAD CASE(S} Standard
2 x 3's. 1 ROWS@D-4-00.C.
2x4's- 2 ROWS@o..t-OO.C.
2 x 6's - 3 ROWS @D-4-00.C.
2x8, 2x 10-4 ROWS@0-4-00.C.
NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO
BACK FACE FOR A NET ()...2-Q O.C. SPACING IN THE MAIN MEMBER. USE A MIN. D-3-O
MEMBER END DISTANCE.
~
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~ (NO. 60920266 \ ~
- . . . . -
~ ~ \. STATE OF ./,;; ~
~ O~..../^,DJA~~.....'!?-<<; $
":1-.... ~.s ...h........ 6" .$'
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Februa 2 2006
A 1iV~_~"""'~"""R&l.DII'OI'ZS0IfIHlSAlID.DIICLODED.IlJnur.RJaP&RBllCB""'GBIIIJ..H'I'311DORBVS&
Design valid for use oN/.,.,;th MiTek CorvlEICbs. Thisdesignisboso<:dori)> uponpatUmeWnsna..o.n. and ",loran ~buIdiro~l.
Appk:abItv of design paumen!lllnand~~~~.-~Ii..,.,oIcornponentis~lyol~~-nollrus!idesigno;!r_ Bro<:rog~
kforkJteml~ofir1c:iviWalweb~r:rit. Adcitional~bracngk>hsures1abiltycbYGconstn.dioni$lhe~oflhe
~. AdcilionalperrnOl'lefl1brtx;F.gofhoWllOlsln..lctu'eislle~ofth&buIdirode$igner.forgene<<.Jlguidooce~
1abricalion. QUOIty con'Wl. storoge. deivery, erection and bruti1g. COI"IllllI AMSIITPt1 QuaIty QIedQ. 0SI-8t ancIlCSlT IuIkIIlci eompc..nI
$QIetylnlarJnalollovailablefromTrussPla1e~,58JD'Or>atriol)1ll&.Modison.W1537J9.
14515N.Outer Fc:wty. ._
"""....
ChestIIlIfield.M063017
MiTek-
SilVERTHORNE HOMES - 8 SEDGWICK
QIy
Ply
Truss Type
T....
Job
/9792
REPAIR: 3 TRUSSES, 2.0 UNITS JC
JobR.........
6_200 s Oct 182005 MiTek 1rD.Jstries, Inc. Wed Feb0116:04:152006
SPECIAl
T5
J0831005
CARTER -lEE BUD,.DING COMPONENTS, MOORESVlllE , IN_ -46158
17.1().11
16-1).11 I 24-3-0
1-9-1:tx10MIl18H'i6-9-5
1-9-13
8lf10MII2O'i
H
<6-7-0
&-2-11
30-+5
6-9-5
31-7-0
2114MI12011 6-11-1 3lt6MII2O=
3-(}.()
_~/3x6MII2O=
I J K
9-7-3
4-7-14
,....,
4-7-14
'l.o.p 4-11-6
1..().() 4-11-6
Sad& = 1:992
6x8Mrl2O::::
REPAIR: REPlACE 3' DAMAGED
SECTION IN THE TOP CHORD.
L
aoo f12
3x6M112Oy
3lt6MII2O'i
~
~
M
3x8MII2O'i
'i
04x8MII2O=
N
2x4 MlI20 II
R Q
4x6 MII2O=
3ll8MII2O=
T S
8lf16MII2O=
5x8M1I2O::::
N
~
u
V 7.00 f12
3x8 MII2O-;:/
2 X 4 X 10-0-0 No.2 SYP No.2
SCAB, EACH FACE
~
W
3x:12MI!2OH-;:/
5x12MII2Oc:::.
LUMBER TO BE CUT ClEANLY AND ACCURATELY,
NO PLATES ARE TO BE DISTURBED.
x
3lI4Mll2OI1
<6-7-0
&-2-11
31-7-0
6-11-1
30-+5
6-9-5
2<-'>0
6-9-5
9-7-3
4-7-14
14-3-1 : 17-10-11 I
4-7-1" 3-7-10
4-11-6
....11-6
:D-3-0,0-1-8, :0-6-12,0-2-0, :0-5-8,0-1-1 , :~7,Q..0.6, .0-3-8,0-1-8, :0-3-8,0-2
Plate Offsets X,
LOADING (psi)
TCll 20.0
TCOl 10.0
Bell 0.0
BCDl 10.0
PlATES GRIP
MII20 197/1....
MII20H 187/143
MII18H 141/138
Weight: 2411b
Ud
360
240
nI.
240
DEFL
Vert(LL)
Vert(Tl)
Hcn(TI.)
IMnd(Ll}
in (Ioc)
-0.56 T
-1.41 T
1.08 M
0.62 T
u_
>989
>396
nIa
>893
CSI
TC 0.83
Be 0_85
WB 0.89
(Matrix)
SPACING 2..()..Q
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2OO3ITPI2002
BRACING
TOPCHORD Sheathed or 1-11-7 DC puffins, excepl: endverticats.
BOT CHORD Rigid ceiling directly appIted or 5-4-5 oc bracing.
APPlY SCAB(S} AS SPECIAED TO TRUSS. POSITION AS SHOWN. ATTACH
WITH #12 (.216 DIA.) X 3~ WOOD SCREWS PER THE FOl1.OWING SCHEDULE:
LU1IBER
TOP CHORD 2 X 4 SYP No.1 *Except*
!-hi 2 X 4 SYP No.2
BOT CHORD 2 X 4 SYP No.1 *Except'"
T-V2X" SYP DSS, V-X2X4 SYP No.2, o..Q 2X 4 SVP No.2
WEBS 2 X 4 SPF Stud *Except'"
(3. T 2 X 4 SPF No.2. GS 2 X 4 SPF No.2, B-W 2 X 4 SPF No.2
2 x 6'5 - 3 ROWS@D-6-00.C.
2 x 8,2 x 10 - 4 ROWS@D-6-00.C.
2 x 3'5 - 1 ROWS@D-6-00.C.
2 x 4's - 2 ROWS@D-6-0a.C.
STAGGER SCREW SPACING FROM FRONT FACE AND BACK FACE FOR
A NET D-3-O O.C SPACING IN THE MAIN MEMBER. USE A MIN. D-3-O
MEMBER END DISTANCE. THE SPECIAED NUMBER OF ROWS
CORRESPOND TO THE SIZE OF THE SMAllEST MEMBER IN THE
CONNECTION AREA PilOT HOlES SHAll BE DRILlED FOR THE
INSTAllATION OF All WOOD SCREWS. THE DIAMETER OF THE
HOlES SHAll CONFORM TO NDS-2001 SEC. 11.1.4
REAcnONS (I~) M=18541Mechanica1, X=19251O-3-8
Max HoIZX=417(1oad case 5)
Max Upli:fIM=-214(1oad case 6), X=-304(1oad case 5)
FORCES (Ib) - Maldmum CompressionIMax Tension
TOP CHORD A-B=OI38, B-C=-424411049, C-O=-632511473. D-E=-622411489, E-F=-6916/1702, F-G=-6867/1776, G-H=-4484I1135,
H-1=-3905/1002.1-J=-3905/1003, J-K=-39D511003, K-l=-34181832, l-M=-29541511, B-X=-19131567
BOT CHORD W-X=-4901284. V-W=-1317104001,lJ.V=-1292/4028, T~166915974, $-T=-1192/4463, R-5=-999I3707, Q-R---85113417,
P-O=-85113417, 0..P---41912336, N-O=-419J2336, M-N=-41612341
C-W=-12691348, ~356t1753, E-U=-63OI198, E-T=-216/559, F-T=-2111184, G- T=-95Q133n, G-$=-19521573,
H-S=-47811966, H-R--4121"76, f..R---4151262, K-R=-2191656, K-P--823I426, l-P---558f1502,l-N=0f338, B-W=-72313414
~
WEBS
NOlES
1) Unbalanced roofliw toads have been ...........idtn...J for this design.
2) Woo: ASCE 7-02; OOmph; h=25ft; TCDl=6.Opsf; BCDl=6.Opsf; Category II; Exp C; endosed; MWFRS gabJe end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DQl=1.33 plate grip DQl=1.33.
3) PrcMde adequate drainage to prevent water ponding.
4) lbs truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other five loads.
5) AD p&aIes are MT20 plates unless otherwise irw:licated.
6) The following joint(5) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: T.
nRefertogirdef(5)fortrusstotrussc:oonections.
8) Bearing atjoint(s) X c::onsiders paraDeI to grain value using ANSlITPt 1 angte to grain faTooIa. Building designer should verify capacity of
bearing surface.
9) Provide mech8nicaI connection (byClthers) of truss to bearing p&atecapable dvdthstanding 2141b uplift at joint M arw:I304lb uplift at joint
x.
10) This truss is designed in .........dmacewith the 2003lntemationa1 Residential Code sections R502.11.1 arw:I R802.10_2 and referenced
standard ANSIITPI1.
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~ (NO. 60920266) ~
- . * * . -
~ ,,\ STATE OF I <t ::
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~ 0-<, *.**;tvDIA~~*... ~l<i ~
~ ~.$' *'"*h**.**" 6" .;$'
///// S/ONAL ~~ \""
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F\1bruarv 2 2006
LOAD CASE(S) SIandaId
104515N_OuIerForIy,.
"""1300
ChestlIffi8ld,M063017
MiTeke
A IVARlmIG - trItr(ftr ....~Gnd RUDlI'OnrS DlfftDSAlmllla.l1DBD.IIn'ItIr RBP&RIllrCS I'..OS.IUI-""f'3 JIBIIORB US&.
Design valid fcruseorly>Mth MliekCQrYWK:klrs. Thisdasignisbosedorlyuponpaanekn~ oodis fcronndMdual buidingCCJrl"pOfleflI.
AppIcabIlfyofdesignpaorr'll':nfet$andprop&l"~~~...-vl;"",of~lisresponsibi1vofbuidingdetslgr8"-noltrussdeligre"-~.oo--.
is fcrlolerol~ofndvidualweb merrbersorly. Adci1ional~br'od'lglom-s!obiItytUlngcons1JuctionislleresponsibD1yof!he
erector. Addlionolpsmonenlt.nxrgoltheovoeool~lu'eisiheresponsibii1voflhebuidingdesigner.Forgenerol~~
fot:Dx.Ifion quoItyconlrol storoge. deI>Jery, ereclionand ~ COl"$.III AN$tJTPt1 QualtrQtledo. DS&-etand 1CS111uOdlng~
Scdety-1nIormatlorl avoioble from T~ Plate nstiMe. S83 O'QnofOO Drive. Mcxison. WI 53719.
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19
.Job
T.....
Truss Type
Qly
p~
SILVERTHORNE HOMES - 8 SEDGWICK
Jllll31005
GE2
GABlE
REPAIR: 3 TRUSSES. 2:.0 UNITS JC
JobR~ .
6.200 s Cd 18 2005 MiTek 1rdJstries, Inc. Wed Feb 01 16:04:142006 P
CARTER -lEE BUlLDlNG COMPONENTS. MOORESVlllE IN. -46158
4x<4MII2O:::
21-><>
10-7-8
22-><>
, ,
,....
10-7-8
10-7-8
,....
,'....
, ,
Scale'" 1:78.9
J
APPL. Y 2)(4)(3'-6" SPF NO.2 SCAB TO ONE SlOE OF TRUSS
WITH 2 ROWS OF 10d (3" X 0.131; NAILS SPACED 3- O.c.
G
K
10.00 Ii2
L
M
F
N
1
}~.
REPAIR: BREAK IN VERTICAl B-AJ 4lt8 MII20 II
o
p 4x8MII2OII
o
R
s
~
Plate Offsets X,
:D-4-9.
:G-4-9,O-O-O :~,
AH AG AF AE AD AC loB AA Z y X W V U T
5lt6MlI20::: 4>c8MII2OII
21-><>
21-><>
, AA:D-3-0,o..3-Q
CSI DEFL in (Ioc) IIdefI Ud PlATES GRIP
TC 0.79 Vert(LL) .<1.00 S oft 180 MI120 197/144
Be 0.78 VerI(TL) ..0.01 S nlr 120
we 0::0 tbz(TL) 0.01 T nla nIB
(MaIrix) 'Mnd(LL) 0.00 R nlr 120 Weight: 1971b
LOADING (psi)
TCLl 20.0
TCDl 10,0
BClL 0.0
BCDl 10.0
SPAQNG 2-0-0
ptates lnaease 1.15
lumber Increase 1.15
Rep Stress Incr NO
Code IRC2OO3ITPI2002
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X -4 SPF No.2
OTHERS 2 X 4 SPF No.2 *Except"
E-AG 2 X 4 SPF Stud, D-AH 2 X 4 SPF Stud, C-AI 2 X 4 SPF Stud
().W 2 X 4 SPF Stud, PN 2 X 4 SPF Stud, Q-U 2 X -4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 6-0-0 DC purtins, except end ve:fticals.
Rigid ceiling diredty applied or 6-0-0 DC braQng.
1 Rowal midpt J-AB, ~AC.I-MD. G-AE, K~ L.Z. M-Y
REACTIONS (tb'size) AJ=127121-3-0, T=126121-3-0, AB=111/21~, AC=1D8121-3-0, AD=106121~, AE=106/21-3-0, AF=108121~,
AG=106/21-3-0, AH=109J21~, A1=81/21~, AA=108J21~, Z=1061.21-3-0, Y=106/21~, X=107/21~,
W=1061.21~, V=109J21~, U=82/21~
Max HorzAJ=429(toad case 4)
Max UpIiflAJ=-728(Ioad case 3), T=-704(Ioad case 4), AC=-3(Ioad case 4), AD=-86(Ioad case 5), AE=-63(Ioad case 5),
AF=-59(lo8dcase 5), AG=-74(1oad case 5), AH=-82(1oad case 3), AI=-7604(1oad case 4), Z=-89(1oad case 6),
Y=-63(Ioad case 6), X=-59(Joad case 6), W=-74(1oad case 6), V=-78(Ioad case4), U=-74O(1oad case 3)
Max GravAJ=708(1oad case 4), T=683(Ioad case 3), AB=421(1oad case 5), AC=108(1oad case 9), AD=107{k1ad case 9),
AE=106(10adcase 1), AF=108(1oad case 9), AG=106(1oad case 1), AH=110(10ad case 9), AI=75O(1oad case 3),
AA=109(J08d case 10), Z=107(load case 10), Y=106(1oad case 1), X=107(1oad case 10), W=106(10ad case 1),
V=110(!0ad case 10), U=727(1oad case 4)
~
FORCES (lb) - Maximum Compression/Maxmum Tension
TOP CHORD ~90, A-B=OI44, B-C=-316J375, c-D=-941199, D-E=-71J2.49, E-F=-321291, F-G=-22I333, GH=-22I375,
H-1=-231431, h.F--241414, J-K=-241413, K-l=-221427, L-M=-22J373, M-N=-22/330, N-Q=-241289, Q-P---641247, P-Q=-87/197,
Q-R--302I362, R-S=OI44, R-T=-3211377 \\\\\,\1111I11"",,/
BOT CHORD Al-AJ=-2OOI223, AJi..A1=-2OOI223, AG-AH=-2OOI223, AF-AG=-2OOI223, AE-AF=-2OOI223, AD-AE=-2OOI223, "" ~ \l EN E, I:: 1111
AC-AD=-2OOI223, AB-AC=-2OOI223, AA-AB=-2OOI223, Z-M=-201I223, Y-Z=-201/223, X-Y=-201/223, W-X=-2011223, ~'0'" ........h. 0+ /......
V-W=-201J223, lJ-V=-201/223, T-lF-2011223 ~ ....~G\STEIi~.... %.
WEBS J-AB=-4051O, 1-AG--82I19, !i-A[F.81/102,~. F-AF=-81178, E:-AG=-791T7, D-AH=-84I70, C-A1=-3161333, ~..... 0' 0..... ~
K-AA:.82I6. L-Z--81/105, M-Y=-80f78. N-X=-81ne, Q-W=-79177, P-V--84I7O, Q-U---306I323 ~ [NO, 60920266 \ ~
NOTES -. .-
1) Unbalanced roof lNe loads have been considered for this design, ~ ~ '. I . 2
2)1Nind:ASCE7-Q2;9Omph;h=25ft;TCOL=6.Opsf;BCOL=6.Opsf;CategoryIl;ExpC;enclosed;M\I\IFRSgabteendzone;cmtiteverleftand ~ ~.... STATEOF ...... 4; ~
rightexposed;endverticalleftandfightexposed;LumberOOl=1.33p1ategripOOl=1.33. ~ o~ ....:tvOtA~~..... ~<<; $'
3) Truss designed for wind loads in the planeClfthe truss onty. '/...... ~.s' ..h....... 0' ,$"
4) This truss has been designed fora 10.0 psfbottom dtord live load nonconcurrent with any other live loads. 1111 8/0NAL ~~ \""
5) AD plates are 1.5x4 MII20 unless otherwise indicated. 111111""111\\\"\\
~. ~nuous boIlom chofd bearing. FelLrua 22006
A W4RlIl1IG -1Iar(Ilr....... ~.... RaDJrOIZS Off nus~llIICf..I1DIW.IUfBIl' JtaPZRDICB 'AGS.IUl-,.4f'3.11UOR& USE.
De:\igh YOlidforuseonly>MltoMtTekCQl'VlE!Ckn. This~isOOsedonlyupon~k<nshown. and is for an i'IdMduaI buiding~l.
AppieabiityofdrdgnpQmlTl8fllersandproper;,..."'.........!.....,of~..responsi:atyofbuidingdesigna'-nollrussdeligner. ~.oo-.
is Iorlotemlsupporlof~webmembersonly. AdcUonaI~~toftuesiabaty~=ndrucIionislheresponsibi51yof the
en'ldor_ Adl'JlionaIpEn"flCr'Ientt:nx;rlgoflheoWJml~islhe~tyoflhebuiding~.Fofgenerolguidonce~
fabric;otion. quoIityconfill. s~. deIIIeIy, erection and bractlg. ~ AIISI/IPII QualtyQhdQ. DSl-8tancllCSlllkllBdng~
~/inbmalkwI moaIabI&IromTnmPloteRdiMe.5830'0n0IOOClriIIe.Mr.tl:Eorl.Wl53719.
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1 Job Reference ~) I
6200sQct182005M1TeklndustrJes, Inc.. WodFeb0116:041"2006~ 2
Jd!
TIUSSType
Qty
SilVERTHORNE HOMES - 8 SEDGWICK
,
-""'1005
GE2
GABLE
CARTER -LEE BUILDING COMPONENTS, MOORESVllLE , IN. -46158
NOTES
7) TNSS to be fully sheathed from onefaceot ~ btaced against lateral movemerd. (i.e. diagonal web).
8) Gabkt studs spaced 811-+0 oc.
9) PKMde mechanical connedion (byothefs) of truss to bearing plate capable ofwilhslanding 728lb uplift atjointAJ. 7041b uptift at joint T, 31b uplift aljointAC. 86lb uplift sf joint
AD.631b uplift at joint AE. 59 Ib uplift atjoinl AF. 741b uplift aI joint AG, 82 Ib uplift atjointAH, 764 Ib uplift at joint AI, 89lb upliftatjoinlz. 63lbuptiftaljointY. 591b uplift at joint X
,74IbuptiftatjointW. 78 Ib uptifI: el:joird V and 740 Ib uplift aljoint U.
10) This truss is designed in -.Guo-da.UJ..;th the 2003lntemationa1 Residential Code sections R502.11.1 and RB02.10.2 and I~e,.ced standard ANSVTPI1.
LOAD CASE(S) Standard
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erector_ AddJianal permanent brocWlg 01 h overoIIsVuclueis!he ~lyollhe buldngdesigner. For genemI~ regonk1g
Iobrica1ion. quality connt sboge. deIYefy. erection and tlroci-Ig. ca1SUII AN$IJtftI QuaItr CrD8da. ~ and llCSIl BulkIlno CompcnenI
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HRQuest
- '
Richard O. Albright, P. E.
Consulting Engineer
January 31, 2006
Re: Framing overhang, Lot 8, Sedl,'Wick, Cannel
To Whom It May Concern:
317-581-8856
p.l
430 North RangeJine Road (46032)
POBox 742
Carmel, Indiana 46082-0742
317-581.8877
317-581-8856 Fax
ralbrighl@iOOv.rr.com
o :; I ( O() ( Z-
At the request of Weber Concrete Construction, I inspected the framing on the inside of the
garage of this house under construction. The house is framed so that the plates of the wood
stud walls around the garage overhang tl1e concrete fow1dations lightly. On the front (east
side) of the gamge, the overhang on the north end is about % inch; in the middle of the wall
there is a 12 inch offset that overhangs by about 2 inches; and in the south end the overhang
tapers from % inch to zero.
On the south wall (back) the overhang varies from about ';' inch on the east end to about \1,
inch on the west end. On the west wall, the plate on both sides of the door overhangs about 'I,
inch. Along the storage area in the north end of the west wall, Ibe overhang varies from about
1 Y. inches to about % inch. This last section has no stud wall bearing on the sole plate.
The height of Ibe plates above the concrete floor varies from 4 inches to 6 inchcs.
In my opinion the wall plates will have adequate support and stability if all sections Ibat
overhang % inch or more have vertical sections of treated lumber of appropriate thickuess
fastened to the concrete fOlUldation between Ibe garage floor and the wall plates, on 2-foot
centers.
Very truly yours,
p./:'" . .c
~~/~ V-
Richard 0 Albright 7
Professional Engineer
Copy: Mr. Jeff Weber
Weber Concrete Construction
Box 837
Zionsville, IN 46077
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Richard 0 Albright, Inc., dba Richard 0 Albright, P.E.
~
"
FEB-06-2006 07:29
CARTER LEE LUMBER
31763969B2
P.04
F
JOS31005
, .
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6.200 $ Oct 18 2005 MiTek lr'ldu$lties lnc Wed. Feb 0116 0414 2006 Paqe 2
CARTER _ L-EE-euILDING COMPONENTS,
I GABLE
MOORESVtU.E . IN. 461SS
~aty I""
,~
NOTES
7) Truss to be fully $heath9cl from 000 face or securely braced againsllaleral movement (..e. diagonal web).
8) Gable studs spaced at 1-4-0 oc.
9) Provide mecl'1anlcal connecton (by others) of truss to bearing plate c.apable afwilhstanding 7281b uplift aljoint AJ, 7041b uplift alpint 1,31:1 upfift at pint AC, 86lb uplift al:jOinl:
AD, 631b uplift alpinl AE, 591b uplift. atjoint AF, 701lb uplift at joint AG. 82 10 uplift8tJointAH, 764 Ib uplift at joint AI, aglb upHft aljoint Z. 631b uplift atjoinl Y, 591b uplift at joint :x
,741b upUft at joint W, 76 IbupMft at joint V <lIld 740 Ib upliftatjointU
10) TMis truss is designed in accoroance Wlttllhe 2003lntGmational Residontial Code sectiQns RS02.11.' and R802.102 and referenced S1a1"ld8l'd ANSlfTPI1.
LOAD eASElS) Standard
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Applcoblily oj design parameNerl ond propef 'r>COIpOlOion 01 component" .espoosbiily of buldtlg ~ - no! I'rlm oeSJQ'-. koclfJQ5tlO'"O"l
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) 4.11..f'l 9-1-3 .'4-3-1 ,11-10-1.1_1 24-6.(1 11.1.(1 J8--4..s
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Plate OJTse.1s (X.~): IB:Q-3-Q 0-1-61. fH:0-6.12..0~~O], fL:Q-5-8 0-,-121 rM;O-8-7,O.O.6r"jp:O.~,o..Hn IS:O-3..a.0-2-81
, LOADING(psf) SPACING 2-0-0 ... -I' CSI --r~'EFL in {roc} Ilden
11C1..l 20.0 Plates IncreaG8 US Te 0.83 Vert(lL} -0.56 T >989
TCDL 10.0 Lumber Increase 1-15 BC 0.65 Vert(TL) -1.41 T :>0396
Bell 0.0 Rep stress IrleT YES L WB 0.89 Hor7(TL) 1.06 M 013
,BCDl . 10.0 I Code lRC200JITP12002 (Matri~:) Wlfld(LL) 0.62 T >893
II.UMBER BRACING
TOPCHORO 2X4 SYPNo.1 -Except" TOP CHORD Sheathed c:w '-11.7 ocpurtins, elCC8l'1endverticats.
. H--J 2 X 4 SYP No.2 BOT CHORD Rigid ceUirlg directly appUed Of 5-4-5 oc bracing.
I BOT CHORD 2 X 4 syp No.1 "Except' APPlY SCAB(S) AS SPEC1FED TO TRUSS. POSITION AS SHOWN. ATTACH
T.V 2 X 4 SYP DSS, V~X 2 X 4 SVP No.2. 0-0 2 X 4 gyp No.2 WITH #12 (.216 DIA_) X 3. WOOD SCREWS PER THE FOl.l.OWING SCHEDULE:
WEBS 2 X 4 SPF Stud .ElWept*
, G-12 X4 SPFNo.2, G-S 2 X4 SPF No.2, B-W 2 X4 SPF No,2
FEB-06-2006 07:2B
CARTER LEE LUMBER
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8,00 ~12
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3-0-0
J~M"20~
, J K
&x8MII2O:::
REPAIR: RE.PLACE 3' DAMAGED
SECTION IN lHE TOP CHORD.
31t6MlI20~
3xBMll20'l
~
I~
3x8MU20'l E
4x8MI12D~" c~.-/ ..":,,,,= S R...:"",=\':Mlt2O::::0
U 5><8UII1O:::: 3116MII20=
.
A e-= w ~MU2Cl'iTOO1T lX4X1{}.Q.l)No2SVPNo2
SCAB. EACH FACE AOD 2 X 4 SY? NO.2
CUT TO AT TIGHT
N
2Il4MU20 I
31l.12l1A1120H'l
5x12 MU2Cl'i
LUMBER TO BE CUT CLEANLY AND ACCURATELY,
NO PLATES ARE TO BE DISTlJRBED.
X
3x4M1120'1
31763969B2
P.02
<6-7...
.----1
e-1-11
.
4x5M1Q(l=
61
I~
4fi.-7.()
B-2.11
Ud
360
24.
nla
24.
PLATES
MIl20
M1I20H
MU18H
Weight 241 Ib
GR'P
1971144
167/143
141J136
21>3's-1 ROWS@O-6-00.C
2 x4's- 2 ROWS @O-6.00.C.
Z x6's -3 ROWS@O--6-oD.C.
2x6, 2x 10.4 ROWS@0.-6-00.c.
Scale "'1;991/
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STAGGER SCR.EW SPACING FROM FRONT FACE AND BACK FACE FOR
A NET 0-3--0 O,C SPACING IN THE MAIN MEMBER USE A MIN. G-3-(l
I REACTlONS (Ib/slze) M=1854/Mechanleal, X=1925/(1-3-8 MEMBER END DISTANCE. THE SPECIFIED NUMBER OF ROWS
Malt HorzX=417(load case 5) . CORRESpOND TO THE SIZE OF THE SMAlLEST MEMBER IN THE
CONNECTION AREA. PILOT HOLES SHALL BE ORIUED FOR THE
Max Upli\'lM=~Z14(load case 6), X=-304(loacl case 5) INSTALLATlON OF ALL WOOD SCREWS. THE DIAMETER OF THE
I FORCES llb)- f\laximum CompressionlMaximum Tensioo HOLES SHAlL CONFORM TO N0s-2001 SEC. 11.1.4
TOP CHORD A-B=oI38, e_C=-424411049, C-D=-632511473. O-E=-62ZoiJl489, E~F=_691611702. F-G;--6867/1776. G-Hoo-44B411135,
H-I=-3905J1002, 1-.F-3905l1003, J-K>=-39Q5/1003. K-L=-3418/832.. L.M=-29541511, B-X.....1913J567
I BOT CHORD W-X='-490/284, V_W"'_131714001.lJ.V=-129214028. T-U=-166915974, 5-T;o..119214463, R.-5=-999I3701, Q-R;=.-85'13417.
P.Q=.S5113417. Q-P=-41912336, N-O=--41912336, M_N--416J2341
WEBS C-W=~12691348, c-u=-3S6f1753. E~U=-630119S. e-T=-2161559, F~T=-Z111184, G-T=-95Of3312, G-S=-1~21573,
I' H-5=-478/1966, f>R~'2f'76, f-R=-4"1262.1<-I<"-2''''''56. K_P=-lI2314211.L_P'_558/15.2. L-N",,/338. "W~723134"
NOTES .
1) Unb<llanced roof live loeds have been considered for this desrgn.
12) WInd: ASCE 7-02; 9Ornph; 1\=25ft; TCDL=6.0psf; B. CDL:6.0psf; Category 11; Exp C; endo3ed; MWFRS gable end zone: cantrievef left and \\\\\\11111'"11'/
right exposed; end vertiCal left and nght exposed; liXTtber DOL=1.33 plate g[lp OQL=1.33. ..."'':-'l(;..'\IE.N E. ':-'0"1,//,
3} Provide adequate drainage to prevent water poni:l'ng. .' $' t;j'" ......_-... :.r- ~
14) This truss has been deSigned for a 10_0 psf bottom chotd ~ve IoiUt nonconcurrent wlth any other lYe loads. $" .;.~G,STE.q". ~
5) All pla1es Bre MT20 plates un\eml otherwise indicated. 2 /'<' ~o"'*.. S
_ 6) The followingjolnt(s) require plate inspection perlhe Tooth CO...-lt Meltlcdwhen this truss is chos&n Jorquelity assurance inspedion: T. ::: i No 6"'920'""66 \ S
17) Refer to girder(s) lor truSS to truss oonnec\ioTlS. :: !, ,J L. -.;. -_~
6) Beat.ing Bt joint(s) X considers patal\e! to grain vallie using ANSIlTPI1 angle to grain formul8. Building designer shoUld verify capi!:c:ity of ;. . . -
'oeanng sulfaGe. . _ _ - :;. -0 ~ STATE OF · CI: .::
1- 9) Provide m&dtanical con.nection (by others) oftru6& 10 bearing p1ateeep8ble. OtWlthstanding 214 b uplifl atjomt M and 304 Ib uplift atloint '; ~ '\ / 4J .~
X . ~ 0-<, .....:'IvDI"~\';/ ~ $
10) lhis truss is designed In accordance wlttt the 2003 Intemalionill Residenttal Codesec1ions R50Z.11.1 and R802.10.2 and ref8fenced '~, ~S .....*...***:w,6' yo'
I. S1andardANSlnPI1. ,,//;-SIONAL'C'- "".....
/111""111\\\\\\\\
LOAD c.t.SE(S) Standard February 2 2006 i
~
A IV.uMNO_YoM"!A'd......................ndJl'ZaDJroIZSOlI1'1QSAIrD~JII2'U~I'MaIB1-,...,...~tna-
De!ign 'Valid fOI' U!l! 0""" ...,;lh MIle\:; COrYVldOl"l. TI'\i$ dOl'gn's Oowd only upon paomelers :Shown. ond i!. lOr or> inr:tWJvol bl,itdng compot\el"'l.
AWkQbiIly old8SigfI pO!llmenlm.Of'Id prtlperinCOfPOfo/iorlolComponIntlSlespo.-.si:>ili1v ofbuildng~- f1Ol_li'w(lesQnef, Brac...g~
"rorlo1erallupporIoIIN:lMc1Jolwebmember1ony, AdOitionol r.mpo;:;ror, broc"'Ote lml6esk>bfifyduoingcOO\WUcoonil1he re~otlhe
r;tr..clD'_ AddiltOnot-permollEln! brocinQ 01 the overoI stn.>ctuteis!he ~5PonIi\:'lilIl', of h ooid'ng de:5ignol!f. forgoonf:rOl gt!i4once legOl'drng
fot>ticofion. ClIlolltv <:;l:Im,ol, :5lofQQe_ detvery. ereCl&l and brOcirlg. conwrt ANSl/TI'I1 Quolly C/lteria, PSI-at Dr4 IC511 Mer""" COI'l'lllO'lC"'I
lcrlety In/o,""lIlon O"Oijoble lrom Truss Piela 1ftli1i\l.l%!. 5a3 D'Onofrio Drive. Madson, WI ~3719.
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L
1.515 N. o.nr Ful'ty,
--
I Cho....-...."".""
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FEB-06-2006 07:2B
CARTER LEE LUMBER
31763969B2
P.03
[Job,
I JD831 005
~RTER
GABLE
.' I
_ LEt BUILDING COMPONENTS, MOORESVILLE . IN. 46156
--ITM'
GEl
ITi'1.J&STyp@
--- ~"lSllVERTHORNEHOMES-6-SEDGWICK --I
1- J" t9792~
, 1 REPAIR: 3 TRUSSES, 2.0 UNITS JC I
iJobR~nceCootional\
6.200 s Oet 1820G5 MiTek Induslrles, 1nI;. WedFebO~20C16 PNid1
.~
1-0-0
1lH-B
10-7-.8
ob4Nll2O=
21.3-{l
lCl-7-8
22-3-.0
1.0.0
Sc.=1:7!HI
APPLY 2X4X3'-6" SPF NO.2 SCAEl10 ONE SIDE OF TRUSS
WITH 2 ROWS OF 10d (3" X 0.131") NAlL.S SPACED 3" O.C.
10.0012
S I
, ,f [II
~ . c I ' ·
It iJ ~d ~ ~
/,,^' A"AflAf AE AD ACAll AAZ
REPAIR: BREAK IN VERTICAL B-AJ 4xe MIlXlI
o
[:t
y
x
w y
u ,
4-.8 M~2a !
--------4
f--.
5>ItlMII~::::
21-3-0
21-3-0
IB:O:4-9 Edool.IR:Q-4-9,O-o-Ol. ~~:63.0J)_~3-o1
SP~ING 2-o-o"T C51 ~
P/ateslncrea5e 1.15 Te 0.79
Lvmberlnl;rease 1.15 I Be 0.78
Rep Stress Incr NO WB 0.27
Cod. IRC2oo31TP1Z002 '.. IM,,"X)
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197/144
~~te Offsets ex Yl:
, LOADING (psf)
I' Tell 20.0
TCOl 10.0
BCll 0.0
BCDL 10.0
OEFL .. IN:lC) Ifdefl Ud
Vert(Ll) -0.00 S ,," 160
Vert(Tl) -0.01 S oJ, 120
HOlZ{Tl) 0.01 T "'. ""
Wind{ll) 0.00 R ,,/, 120
, -
PlATES
MI120
Wetght: 1971b
BRACING
TOP CHORD
BOT CHORD
WEBS
Slleathed or 6..0-0 oc pUllins. except end vertiCals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Rowst midpt J-AB, I-AC, H--AO. G-AE.., K-AA. L-Z M-Y
I. 1.UMBER
TOP CHORD 2 X 4 SPF No.2
BOl CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2
OTHERS 2 X 4 SPF NO.2 .E.xcept'
E-AG 2 X 4 SPF Stud, D-AH 2 X 4 SPF Stud, C-Al2 X 4 SPF Stud
Q-W 2 X4 SPF Stud, P.V 2 X4 SPFSlud, Q-U 2 X4 SPF Stud
REACTIONS (lbI$ize) AJ..127121-3-0, 1"'126121.3-0, AB=111121-3-0, AG-108121-3--0, AD:;106J21-3-0. AE.:;106121..J-O, AF=108l21-3-O,
AG=106l21.3-0, AH:=109!21-3-0, AI=81121..J-o. AA=108l21-3-o, Z=106121-J.o, Y=106121-~, X=107121-3-o,
W:0106I21-J'0. V~109/2'-3-0, U=82121-3-0
Max Horz.AJ=429{load case 4)
Max UpIIMJ=-72BOoad case 3), T=-704(load case 4), AC=-3(road ca~4), AD=-86(load case 5), AE:-fi:3(1oad cese 5),
AF=-59{1oad case 5), AG=-701(109d case 5), AH~62(load ca$e 3), N=-764(lo;lId caw 4),Z-89{load case 6),
Y:..63(load case 6). X=.b9(I08d case 6). W=-74{1oad case 6), V....78(Io.d ease 4), U"'--740(1oad ca.se 3)
I Max GraYi'V"708(IOad case 4), T::.68:3{kIad case- 3), AB=421(load case 5), AC=108(load case 9), AD=107{load case 9).
AE=10&(load case 1), AF..108(toad case 9). AG=106(10ad case 1), AH:110(load case 9), AI:"50(load CA& 3),
AA:;109(load case 10). Z=101(1oad case 10), Y=106(load case 1), X=107(load c:as& 10), W=106(109d case 1).
V=110(load case 10)_ U..727(load esse: 4)
I FORCES (Ib) - Maximum CompressionlMaximum T~nsion
TOP CHORD B-AJ=-J35/390, A-B=O!44, 8-C=-316/37S, C-D=.941199, D-E=-711249. E-F=-32.I291, F..G=-221333, G-H=.221J15,
, H-I=-2J1431, hJ=;-24/414, J.K...24,.'3, K-L=-221427,l-M:=-221373, U-N=-221330, N-O=-241289, Q-P=-641247, P_Q=...87r197,
I Q-R=-302I362. R-5--ot44, R-1=-J21J3n \\\\\1111111"11,
,,\ eN t" "1
BOT CHORD At-Aj=-2001223, AH_Al==-200/223. AG.AH--200122J, AF-AG=-200fZ23, AE-AF=--2001223, AO-AE=-200J22J, ........" ..c<G,'IJ ~ ~- ~O '""/
Ac-AO..-200f223, AB.AC=-2OOI223. M-AB=-2OOI223, Z-AA=-2011223, Y-Z=-2011223, x..V:-2011223, W_X=_201J223. " q," ..-...._~. :.r 1-
I Y.W--201/223, U-Y=-20,1223, T-U=-201/223' .f' .....~G\SlE~~.. ~
W!::BS J_AB~05JO.I_AC"-82J19, H-AO=-81/102. G-Ae:..8Qf78, F--A.F=-81178, E-AG=-rJln. O-AH=-s4170, C-AI=-3161333. ~ f~ 0\ ~
K-AA~216, L-Z=-811105, M-Y=-80178, N-X=-81178, Q-W:=..19m, p-V=-84nO. Q-u=-3OOI323 ~ [No. 60920266 \ ~
I NOTES ~.i :.~
1)Unbalanc:edroaf~veloadsnavebeenconsideredforthlsdesl9" ~ -0 \ STATEOF i Q:'" 2
j2lWlnd ASCE 7.{l2; OOmph h=25fl; reDL=6 Opsf, BCDL=6.Opsf, Category I); Exp C. enc;lo$ed, MW&::RSgll.tJle end wne, ClJn'lle\lerlef'ta"d ~ -P. .'. ... I.l.J ~
nghtexposed, end vertical left and nght exposed. lumber DOL=1.33 plate gnp DOL"'1 33 ~ 0-<, ....:~OI.A.l'\~.... ,~<,,; $'
3)TrussdeG'9nedforWlndl08dslnIhePlaneo1thetrussooty ........~.s ....-.. ~(:, .::;:.'
4) ThtS lruss has beGn designed for a 10 o_psrbottom chord live load nonconcurrent WIth any other live loeds "11// SIONAL € ",v
15) All pia""'" 1.5x4 MII2D unl... o!he...., ",.""Ied. IIIIIfI"" 1111\\"
ed~M~~ntinlJOlJS bottom chord beanng. Feb a
AI. w~_v-'l1JttI.....,...,-ct""G""Jt&AD1I01Z'S0If71llSJWD~arn:K"~.rA".....Nn.llU'QlUl:ua&
Oellgn'lolid Iof u~ ol'llywim Mlhlk COJ'lnecIOI"l. 1.... dMiQn G basEd orT! upon pa'ometen InOWr\ orx!;, lOT_on inClFYidudl)l!8dlng compo...."'.
AppIicaOJlifyof <wign polomentersoncrp-op", It>CorporQliOnof c:~, irraIPOf"I3;blity01 buidi'lg de\lgM!l'- nottn.m.~_eroc!l"lQ~
is forlojeroll~ofrdNidUO[_brrwm~My. AQdtionol lempOfOlYbn;Q'lQ Io~sjabilily wit'lg consttucfionll.ltIe.e~oflhe
&$eIO.. A(tCftIonaI perm:lnenl brodl'lQ ot!he ovelcllstrI.IClvre IS Jr>e rllSPor~ibi;1')I of !too ~idirCl~. Forge."lel"Qtgl,lQorce regacfng
f03ico~on. quolily conWOl. storog". cleIivery, erecion 0f'Kl txoc;ng, cOnSUll "H~l/TPIl Quality OlI.rlo, p~a--at and lCin Building C~I
$~ 1rIIcwmQlIo.. g"Oltoble I'om Trul$l'Iole Insmule. 5e:l D'Onofrio DT\ve. MOd!Ion WJ5371'.
14S1SN_0I.0Ie<1"orlr.
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CNI$Illfflej~,MOG3ll17
Idf'
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.;...;,.";-;'-'.,-,....'-',,,...;.-.--
...
BOT CHORD Rigid ceiling direCUyapplied or 10...fJ-O oc bracing
WEBS 1 Ro", at rnidpt C-L, E-H
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X -4 SPF No.2 "Excepl'
B-l2 X4 SPF Stud, f.H 2 X4 SPF Stud
APPLY SCAB(S) AS SPECIFIED TO mUSS. POSITION AS SHOWN. ATTACH
WrrH lCd W X 0.131") NAILS PER THE fOLLOWING NAil SCHEDULE-
2x3's-' ROWS@D-4-Qa.c.
2 x 4'5 - 2 ROWS@O+Oa.c.
2lt6's-3ROWS@D-4-o0.C.
2x8, 2.x 10 _4 ROWS@{).4-QD.C.
REACTIONS (lbIsizel l..9071O-3-8. H~7/0-3-8
Max Hor.zl=429(load case 4)
Max Up~fIL:..161(load 1;;858 5), H=.161(1oad caseti)
STAGGER NAtL SPACING FROM FRONT FACE AND BACK FACE FOR
A NET D-2"'() D.C SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0
MEMBER END DISTANCE. THE SPECIFIED NUMBER OF ROWS
CORRESPOND TO THE SIZE OF THE SMAllEST ME~aER IN THE
CONNECTION AREA.
FORCES (Ib) _ Maximum CompressiOnfMaKfmum Tension
TOP CHORD A-8='OI44, B-C='-1621256, C-D=.{j56/345, O-E=-6561345. E-F=-162/256. F-G=0I44. ~~2651278, F.H=-2651278
I BOT CHORD K-L=-215144.1. J...K=-103IJ70, I-J=-1031370, H-1=-251441
WEBS C.K.....1101306, D:K"'2211257, 0..1=-2211257, E-I=-11013Cl6, C-L=-695129. E-H::.-695129 .
, NOTES
I') Unbalanced roof live I~ds have been considered lor this design. .
2) Wind: ASCE 7-02; oomph. ; lr=25ft; TCDL=6.0psf; BCOL=6.0psf; Category II; Exp C; enclosed; MWFRS gabii end zone; ~ntilBvef 18ft. and
nghtexposed; end vertical left and right exposed: Lumber OOL=1.33 p1a~ gnp DOl=1.33. _
. 3} 'Ihislruss has been cieslgned for 810.0 pst bottom chord ~V8load not1COnetlrmnt with any other lI'Ve loads.
[. ~} ~~e mechanical connuction (by others) of Irusa 10 bearing plate capable Of wilh~nding 161 Ib uplltlal joint land 161 Ib uplift at joint
5) This VUSS IS deslQtled In accordance with the 2003lntematmll.1 Residential Code sections R5Q2.1'.1 and Ra02_10.2 and re(~
Slaf1ctard.&.NSlfiP\~. .
: - A1TACH '/2" PLYWOOD OR 058 GUSSET (15132" APA RATED SHEATtlING 32116 EXP ')
I, . TOi=Ar:... t:,to.(';J;: OF TRUSS WITH 10d {3" X .131") NAILS DRIVEN THROUGH BOTHSH~ETS
~
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FEB-06-2006 07;28
CARTER LEE LUMBER
3176396982
P.01
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MiTek't
Re: jD831005
SIL VERTHORNE HOMES - 8 SEDGWICK
MiTek Industries, Inc.
14515 North Outer Forty Drive
Surte 300
Chesterfield. 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 Carter Lee Building Components.
Pages or sheets covered by this seal: 19792563 thru 19792565
My license renewal date for the state of Indiana is JULY 3 J, 2006.
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February 2,2006
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 any particular building is the
responsibility oflhe building designer, per ANSI/TPI-2002 Chapter 2.
,
R1'r 12 06 03:461'
HRQue-st
317-581-8856
p.l
Richard O. Allbright, P. E.
Consulting Engineer
430 North Rangcline Road (46032)
POBox 742
Cannel, IndiaruJ 46082-0742
317-581-8877
317-581-8856 Fax
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ra~,rr,com
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April ]2,2006
Re: Cracked concrete under beam, Lot 8, Sedgwick, Cannel
----.;:.~-
To Whom ]t May Concern:
At the request of Weber Concrete Construction,] inspected the bearing surface under a 3-ply
L VL beam in the basement of this new horne, The beam has a total span of about 16 feet with
a 3-inch pipe column about mid-span, One end of the beam is supported on stcel shims on the
top of a pilaster at a comer of the concrete, basement walL The pilaster is 12 inches wide and
extends out from the wall about 4 inches, There are cracks under the bearing, extending down
about 4inches from the top. The support under the beam is therefore questionable.
In my opiillon the cracked material should be completely removed until sound concrete is
reached. The exposed surfaces should be thoroughly cleaned of all dust and loose particles,
and then the bearing area should be repaired with an epoxy material, in strict accordance with
the manufacturer's recommendations. After the repair has cured, the steel shims and beam can
be replaced.
Very truly yours,
d'
., '~7P-
Richard 0 Albright V
Professional Engineer
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Copy: Mr. Jeff Weber
Weber Concrete Construction
Box 837
Zionsville, IN 46077
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Richaro 0 Albright, Inc.. dba Ridwd 0 Albright P.E.