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Re: 7929
11117 HA VERSTICK-G AND G CUSTOM HOMES
MITek Industries, Inc..
14515 North Outer Forty Drive
Suite 300
Chesterfield. MO 63017.5746
Telephone 314/434-1200
Fax 3141434.5343
OS/2o(J-9
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Butz Components.
Pages or sheets covered by this seal: I I 0063539 thru 110063539
My license renewal date for the state of Indiana is JULY 31, 2006.
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March 24.2006
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 ANSlrrPl-2002 Chapter 2.
11117 HAVERSTlCK-G AND G CUSTOM HOMES
REPAIR: 1 TRUSS, 0.5 UNIT JC
Job Reference tional
6.200 s Oct 18 2005 MiTek Industries, Inc.
27-2-8 1 33-4-0
5-4--12 6-1-8
Job Truss Truss Type
7929 A ATTIC
Butz Components, Inc., Indianapolis, IN
I 6-1-8 11-8-4 '/-"il 16-8-ll
6-1-8 5-4-12 0-8-15 4-4-13
QIy
Ply
11
21-0-13
4-4-13
21-~1'
...."
REPAIR CONDITION: PLATES AT JOINT N ARE DAMAGED, lOOSE, OR MISSING.
4" SECTION MAYBE REMOVED FROM THE TRUSS SCABS..
NO ADDITIONAL REPAIR REQUIRED. \
3x4MII20::::
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6-1-8
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5-4-12
21-9-12
10->-6
27-2-8
5-4-12
11006353
,
Fri Mar 2412:54:28 2006 Page, 1
fH-1
1-0-0
I
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4x6M1I20::::
33-""
6-1-8
BOTT. CHORD 2 X 8 SYP No.2 (OR BETTER)
WEBS 2 X 4 SYP No.2
ALL PLATES NOT SHOWN OTHERWISE ARE 2x4 MII20
FABRICATE SCAB TRUSS AND APPLY SPECIFIED SCAB TRUSS AS DIRECTED.
ATTACH SCAB TRUSS TO EACH FACE OF EXISTING TRUSS
WITH 10d (3" X 0.131") NAILS PER THE FOLLOWING NAIL SCHEDULE:
'2 x 3's - .1'ROWS@0-+00.C.
2x4's.2ROWS@Q-4...00.C.
2 x6's- 3 ROWS@Q..4..00.C.
2 x S, 2 x 10 -4 ROWS@D-4-00.C.
I'c-~--
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2-8-6
.-1/
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR
A NET 0-2-0 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 MEMBER IN THE
CONNECTION AREA.
]
BxSM1I20::::
,
'-
-,
6-0-0
Plate Offsets X,
(0:0-3-8,0-0-81. rH:0-3-8,o-O.S1.[M:0-3-8,Q.6-01, fN:0-3-8,Q.6-0]
LOADING (psf)
TCll 20,0
TCDl 10.0
BClL 0.0
aCOL 10.0
SPACING 2..0-0
Plates Increase 1.15
Lumber Increase 1,15
Rep Stress Incr YES
Code IRC2000lANSI95
CS'
TC 0,60
BC 0.51
\/lIB 0.94
(Matrix)
OEFL in
Vert(LL) -0.70
Vert(TL) -0,75
Horz(TL) 0.04
(Ioe)
N
N
K
lIdefl
>565
>529
nla
Ud
360
240
nla
PLATES
MII20
GRIP
249/190
LUMBER
TOP CHORD 2 X 6 SYP 2400F 2.0E
BOT CHORD 2 X 8 SYP 2400F 2.0E
WEBS 2 X 4 SYP NO.3
BRACING
TOP CHORD
Installation
Permanent
BOT CHORD
Installation
Permanent
JOINTS
I
I
1 Stabilizer(s)319-4.a(max) oc. ~.
Sheathed or 5-2-11 oc purtins. ~
1 StabiUzer(s) 3115-0-0 (max) oc.
Rigid ceiling directly applied or 9-10-0 09.
1 Brace at Jt(s): 0
REACll0NS (lblsize) A=1784/o-3-S, K=1855/0-3-8
Max HorzA=-235(load case 6)
Max UpliftA=-8(loacI case 8), K=-44(load case 9)
Max GravA=1950(load case 3). K=2052(load case 4)
FORCES (Ib) - Maximum CompressionfMaximum Tension
TOP CHORD A-B=-3267/80, B-C=-2685/0, C-D=-2565121, D-E=-2095/89. E-F=-429f70, F-G=-431f71, G-H=-2096/91, H-t=-2565/22,
I-J=-26S0JO, J-K=-3259f76, K-l=0/41
A-N=-12212738, M--N=0/2216, K-M=0/2729
E-O=-1938161, G-O=-1938/61, D-N=0/1026, H-M=Of1019, B-N=-756/221, J-M=-750f218, F-O=0/107
BOT CHORD
WEBS
Continued on e 2
Weight 256 Ib
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March 24 2006
A. WAJtNl!W, Ver(h design PCU"fIIIWtars lUld JtUD NOTES ON THlS AND lNCU/DED MlTEJr ItBFERENCE PAGE am-7473 BEFORE USE.
Design valid for use only >Mth w.rTek connectQ(S. This design is based only upon parametel'S sho'Ml, and Is for an i'ldillidval building component
Applicability of design poromenters ond proper incorporation of component is responsiblUty of building designer- not truss designer. Bracing >ho'Ml
is for Icterol support cf indiVidual web members only. Additional temporary brocing to Insure stability duing construction is the responslbiCity of the
erector. Additional permanent brocing of the overall structure is the reSpOnsibility of the bu~ding designer. for general guidance regarding
fabrication. quality control. stocage. delivery. erection and brccing. ccnsul! AHSI/Tf'1l Quallly Crhckt, DSa-a9 CJI'Id ICSll lulkUng Component
Safety Inlom1at1on ava~ob!e from Truss Plole Institute. 583 D'Onofrio Olive. Mcdison. WI 53719.
14515 N. Oilier Fot1y, fill_
Su~e #300
Cllesterfield,M063017
MiTek-
Job
Truss
Qty
Ply
11117 HAVERSTICK-G AND G CUSTOM HOMES
11006353
Truss Type
7929
11
Job Reference ~lionalJ
6.200 s Oct 18 2005 MiTek Industries, Inc. Fri Mar 2412:54:282006 'Page 2
A
ATIte
Butz Components, Inc., Indianapolis, IN
NOlES (11-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=3Oft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp B; endosed; MIJIIFRS gable end zone; cantilever left
and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33.
3) TelL ASCE 7~98; Pr=20.0 pst (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 pst (flat roof snow: lumber DOL=1.15 Plate
DOl=1.15); Exp B; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 17.0 pst or 1.50 times flat roof load of 20.0 pst on overhangs
non--concurrent YJith other live loads.
6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
7) Ceiling dead load (5.0 pst) on member(s). D-E, G-H, E-O, 8-0
8) Bottom chord live load (40.0 pst) and additional bottom chord dead load (0.0 pst) applied only to room. M-N
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint A and 44 lb uplift at joint K.
10) For bracing specified, use MiTek Stabilizer(tm) Truss Bracing System (or Equivalent), attached per The Stabilizer Truss Bracing
System Installation Guide. Cross bracing required at each end and at these spacings: TC: Inst. 20-0-0; BC: ; Inst. 20-0-0.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
12)
13) This truss design is based upon the building code shown. This code has been specified by the project engineer/architect,
14) or building designer. The applicability of this code in any particular jurisdiction should be confirmed with the building official
15) prior to truss fabrication. This determination is not the responsibility of the componentltruss designer.
LOAD CASE{S) Standard
A WARImIO. VerifY design pcuwnetert lUId READ NfYt'ES ON 1"lf1S AND INCLUDED mrEK RD'ERENCE FAGE JI1l-7473 BEFORE USE.
Design valid for use only v.ith MlTek connectors. This design is based only vpon parameters silo".",. and is for an individual bvlding component.
Applicab~ity of design paramenten and propef incorporation of component is responsibility of buUding designer - nollruss designer. Bracing W""fl
is for lateral support of fidividual ~b members only. AddilionaltemporOfy bracing 10 insure stability dvring construction is the responsibiUity 01 the
erector. Additional pem>Of1ent bracing of the overall structu-e is the responsibjgty of the bvilding designer. For general guidance regarding
fobr'o:;;o/ion. quaHIy control. storage. de~very. erection and bracing, consult ANSVTptl QuaflIy CrlIet1a, OSI-89 cmd 1011 lulldfng Component
Safety information ava~le trom Truss Plate InsfiMe. 583 D'Onomo Drive. Madison. WI 53719
14515 N. Outer FoI1y. all_
Su~e #300
Clleslelfield,MQ63017
MiTek-
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SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
RepStress Incr NO
Code IRC2000/ANS195
CSI
TC 0.79
BC 0.66
WB 0.81
{Matrix}
OEFL
Vert{lL)
Vert(TL)
Horz{Tl)
;0
-0.22
-0.36
0.06
(lac)
G-'
G-'
E
I/deft
>999
>706
01,
Ud
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240
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PLATES
MI120
MI118H
GRIP
197/144
141/138
lOAOING(psl)
TCll 20.0
TCDl 10.0
BelL 0,0
BCDl 10,0
Weight:403lb
lUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 8 SYP 2400F 2.0E
WEBS 2 X 4 SYP NO.3 'Except'
W32 X 4 SPF 1650F 1.5E
BRACING
TOP CHORD
80T CHORD
Sheathed or 5-2-0 ocpurtins
Rigid ceiling directly applied or 1O-0-00c bracing
WEDGE
Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 5PF 1650F 1.5E
REACTIONS (Ib/size) A=11415/0-4-2 (input: 0-3-8), E=11048/0-4-0 (input: 0-3-8)
Max HorzA=-171(load case 6)
Max UpliftA=-928(load case 8), E=-940{load case 9)
Max GravA=15044(load case 3), E=14512(load case 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-19020/1174, 8-C=-12865/862, C-D=-12868/863, D-E=-18583/1157
BOT CHORD A-J=-974/15265, J-K=-974/15265,I-K=-974/15265, I-L=-974/15265, H-l=-974/15265, H-M=-974/15265, G-M=-974/15265, G-N=-870/14950,
N-O=-870/14950, F-O=-B70/14950, F-P=-870/14950, P.Q=-870/14950, Q-R=-870/14950, E-R=-870/14950
WEBS 8-1=-388/7010, B~G=-57651452, C-G=-859/13790, D-G::-5376/436, D-F=-366/6511
NOTES
1) 3-ply truss to be connected together with 0.131~x3" Nails as fOllOWS:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc
Boltom Chords connected as follows: 2 X 8 - 3 rows at 0-4-0 oc
Webs connected as fOllOWS: 2 X 4 - 1 row at 0-9-0 oc.
2) Alllo<Jds are considered equally applied to all plies, except if noted as front (F) or back (B) face in the lOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4} Wind: ASCE 7-98: 90mph; h=30ft: TCDL=6.0psf; BCDl=6,Opsf; Category II; Exp B: enclosed; MWFRS gable end zone: canWever left and right exposed,
end vertical left and right exposed; lumber DOL=l ,33 plate grip DOl=1.33
5) TClL: ASCE 7-98: Pr=20.0 psI (roof live load: lumber DOl=1.15 Plate DOl=1.15): Pf=20.0 psf(flat roof snow: lumber DOL=1.15 Plate DOL=1,15): Exp B:
FuilyExp
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads.
8) All plates are MT20 plates unless otherwise indicated.
9) WARNING: Required bearing size atjoint(s) A, E greater than input bearing size.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9281b uplift at joint A and 940 Ib uplift at joint E
11) Hanger{s) or other connection device{s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 541b up at 21-2-12,2503 Ib down
and 1611b up at 0-1-12, 25031b down and 1611b up at 2-5-4, 25031b down and 1611b up at 4-5-4, 25031b down and 1611b up at 6-5-4, 25031b down
and 1611b up at 8-5-4, 25031b down and 1611b up at 10-5-4, 25031b down and 1611b up at 12-5-4, 25031b down and 1611b up at 14-5-4, 25031b down
and 1611b up at 16-5-4, and 25031b down and 1611b up at 18-5-4, and 25031b down and 1611b up at 20-5-4 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others,
lOAD CASE(S) Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1,15
Unilonn loads (plf)
Vert: A-C=-60, C-E=-60, A-E=-20
Continued..Q!!.Pil9~___~ _
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6.2005 Oct 18 2005 MiTek l~l~S. Inc.Fri-Mar 24 08:391-6 2006 Page 1
7929
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TeLL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumberlncrease 1.15
Rep Stress Incr NO
Code IRC2000/ANSI95
CSI
Te 0.57
Be 0.51
WB 0.76
(Matrix)
DEFL
Vert{lL}
Vert(TL)
Horz(TL}
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-0.07 G-H
0.02 E
I/deft
>999
>999
of,
Lid
360
240
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PLATES GRIP
MI120 197/144
Weight: 1591b
LUMBER
TOP CHORD 2X4 SPF 1650F 1.5E
BOT CHORD 2 X 6 SYP 2400F 2.0E
WEBS 2 X 4 SYP NO.3
WEDGE
left: 2 x 4 SYP No,3, Right: 2 X 4 SYP NO.3
BRACING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 oc purlins
Rigid ceiling directly applied or 10-0-0 ocbracing
REACTIONS (Ib/size) E=4984/0-3-8, A=4725/0-3-8
Max HorzA=-143(load case 6)
Max UpliflE=-206(1oad case 9), A=-151(load case 8)
Max GravE=5088(load case 4), A=4791(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-5474/191, B-C=-3642/179, C-0=-3633/183, 0-E=-5441/193, E-F=0/56
BOT CHORD A-J=-142/3828,I-J=-142/3828, I-K=-142/3828, H-K=-142/3828, H-L=-91/3801, G-L=-91/3801, G-M=-91/3801, E-M=-91/3801
WEBS B-I=-53/2328, B-H=-15131131, C-H=-16914349, 0-\-1=-14841117, 0-G=-47/2315
NOTES
1) 2-ply truss to be connected together with 0.131"x3" Nails as fOllOws
Top ChordS connected as follows: 2 X 4 - 1 row at 0_9_0 oc
Boltom chords connected as follows: 2 X 6 - 2 rows ;iltO-7-0 oc
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Unbalanced roof live loads have been considered for this design
4) Wind: ASCE 7-98; 90mph; h=30ft; TCoL=6.0psf; 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 OOL=1.33.
5) TelL: ASCE 7-98; Pr=20.0 psf (roof live load: Lumber OOl=1, 15 Plate DOL=115); Pf=20,0 psI (flat roof snow: Lumber OOL=1.15 Plate DOL=115): Exp B;
Fully Exp.
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed lor greater of min roof live load of 16.0 psf or 1,50 times flat roof load of 20.0 psf on overhangs non-concurrent with other live
loads
8) 1nis truss nas been designed iar a 10,0 psf bottom chord live load nonconcurrent with any otner live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 Ib uplift at joint E and 151 Ib uplift at joint A
10) Hanger{s} or other connection device(s) shall be provided sufficient to support concentrated load(s) 1421 Ib down and 491b up at 1-4-12, 14211b down
and 491b up at 3-4-12, 14211b down and 491b up at 5-4-12, 14211b down and 491b up at 7.4-12, 14211b down and 491b up at 9-4-12, and 14211b down
and 491b up at 11-4-12, and 1021b down and 4 Ib up at 12--6-4 on bottom chord The design/selection of such connection device(s) is the responsibility 01
others
LOAD CASE(S) Standard
1) Snow: lumber Increase=1.15, Plate Increase=1, 15
Uniform Loads (plf)
Vert: A-C=-60, C-F=-60, A-E=-20
Concentrated Loads (Ib)
Vert: E=-102(B) 1=-1421(B) G=-1421(8) J=-1421(B) K=-1421(B) L=-1421(B) M=-1421(B)