HomeMy WebLinkAbout06050113 Revision Info & Truss Plans
Permit has been issued:
Yes
No.
If yes, PERMIT #:
w;~af
D&rJC{) /8
REVISION / PLAN AMEND:MENT
For New Single Family or "pther" Residential type permit projects
City of Carmel; Department of Community Services
LOCATION
&. PROJECT
INFO:
LOT#: C1 La I
NEW ESTIMATID COST
OF CONSTRUCTION: N
BUILDER of NAME:
RECORD:
STREET A
BUILDER'S EMAIL ADDRESS:
\'(\-B
ADDRESS OF CONSTRUCTlON:
NEW SQUARE FOOTAGE OR
AREA AFFECTED BY REVISION:
IF PLANS FOR REVISION/AMENDMENT ARE PART OFTHE MASTER PERMIl'PROGRAM'
PLAN SPECIFICATIONS FOR THIS WORK: 1RUCIION
R CONS nollS
e
, ENCE #/10 OF
I
I
I
I
I
I
I
DESCRIPTION OF REVISION:
NEW DESIGNATION OF AREA OF WORK SOUARE FOOTAGE:
BASEMENT
(Finished Bnd
Unfinished
1" Floor
2" Floor
3 Floor
Front
Porch
Rear Porch
or
Sunroom
Total Sq. Ft.
of Garages
TOTAL
For Single Family and Two Family dwellings, additions, remodels, and/or accessory structures, this permit is valid only if construction commences
within 180 days of the ~te of issuance of the building permit, and must be completed (Certificate of Occupancy issued) within 18 months o~ the
issuance date. Class I structure permits are subject to the General Administrative Rules of the State of Indiana (See 675 lAC 12) regarding expi,ration
time frames for beginning and completing construction. I
. 1. the 'ulldersi~e4. agree that any construction, reconscruction, ~ement, relocation, or alteration of a structure, or any change in the use of land or
structures requested by this application will comply with, and coDform to, -all applicable laws of the State of Indiana, and the "Zoning Ordinance of C~el
Indiana - 1993" (Z- 289) and amendments, adopted under authority of 1.C. 36-7 et seq, Genera! Assembly of the State of Indiana, and all Acts amendatory
thereto. I also crnify that only kitchen, bath, and floor drains are connected to the sanitary sewer. I further certify, under the penalties of Perjury (Indiana
Code '35~44~ 2~1) that all of the infonnation.I have provided in this Application and other documentation is true and accurate to the bestof my
knowledge and belief, and that I have not knowingly or intentionally provided or omitted any infonnation that would tend to hide, obscure,' or
otherwise mislead the Dept. of Community Services regarding the truth of the matters addressed. I also agree that the construction will not be us-ed
or occupi d until a Certificate a ccupancy has been issued by the Department of Community Services, Carmel, Indiana.
b Co5-CJb
Print
Date
OFFICE USE ONLY: ************************************************************************
NEW INSPECTIONS REQUIRED:
Upper Footing Lower Footing Under Slab
Rough In_
Site
PLAN AMENDMENT/REVISION FEE:
ADDmONAL SQUARE FOOTAGE: I .
I
NEW INSPECTIONS REQUIRED: i
(If addItional Inspections other than what already remain on the exIsting permIt are required.)
TOTAL: I .
Reviewe (Approved: Dept. of Community Services (Date)
~ r"mllslFO,"WPlaO Amend Reslden""
Fee ReceIved by:
Date
" .
'.
lYIii~
.....
MiT ek0
~CLS\ \1; \ I~ Ld J,l S~ \
~/VY1'.-t-B CG050\ IS
Re: Q1770506
Ryland Mayfield A
MiTek Industries, Inc.
14515 North Outer Forty Drive
Suite 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: I I 0434651 thru I I 0434670
My license renewal date for the state ofIndiana is July 31, 2006.
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May 31,2006
Miller, Scott
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 ANSrrrPI-2002 Chapter 2.
~
Job
Truss Type
SPECIAL
110434651
Truss
Ql770506
^'
CARTER-LEE BUILDING COMPONENTS, MOQRESVILLE, IN 46158
1'-3-1 6-4.8 12~5-8 114-9-21 19-11-13 25 2~8 31-3-8
1-3.4 6-4-8 6-1-0 2.3-10 5-2-11 5-2-11 6-1-0
BxBMIl20'i
6x6MII20",
3x4M1I20= 3x4MJl20=
E F G H
9.00 112
3x6MIiZO'l
3x6M1I20'i
5x8MII20'i' p 0
Q 3x4MII2D=
6x8M1I20=
3x4M1I20::;::'
S 5.00 112
3xtiM1I20--::::'
8x8 M1I20-:::::
T
3xlOM1I20=
L
9.00~ 4x6 M1I20-0
6-4-8
6-4-8
12-5-8
6-1-0
)14-921
2-3-10
19-11-13
5-2-11
25.23 31-3-8
5-2-6 6+5
:O-10-0,Ed e
DEFL ;n (Ioc) IIdefl Ud
Vert{ll) -0.30 0 >999 360
Vert(Tl} -0.78 o-p >578 240
Horz(Tl) 0.98 K nla nla
Wind{LL) 0.30 O-P >999 240
Plate Offsets X,
8:0-3-00-1-12, E:a-4.8,O~1-121JH:O-3-4,O-2-4, J:Ed e,O-l-B
LOADING (psf)
Tell 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Iocr YES
Code JRC2003fTPI2002
CSI
Te 0.79
BC 0.82
WB 0.98
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X4 SPF NO.2
2 X 4 SPF NO.2
2X4SPF Stud
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 2-6-2 OC purlins, except end verticals.
Rigid ceiling directly applied or 6-4-2 oc bracing.
1 Row at midpt J-K
REACTIONS (Ib/size) K=1493/0-3-B, T=1582/0-5-8
Max Horz T=426(load case 4)
Max Uplift K=-208(load case 6), T=-269(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/51, B-C=-3206/584, C-D=-3004/607, O-E=-3096/685, E-F=-30941748, F-G=-3259/681, G.H=--2930f421,
H-I=-3765/544, l-J=-2452/260, J-K=-1464/224, 8-T=-1609/362
80T CHORD S-T=-499/531, R-S=-860/2663, 0-R=.844/2703, P-0=-771/2582, O-P=-B67/31 02, N-O=-798/3259, M-N=-550/2945,
L-M=-194/2377, K-L=-54/125
WEBS 0-S=-296/144, 0-0=-173/288, E-Q=-95/235, E-P=-332/1488, F-P=-409/322, F-O=-215/322, G-0=-98/204,
G-N=-597f345, H-M=-27811848, I-M=-402/1042, I-L=-1122/159, J-L=-1 07/1831, B-$=-340/2277
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASeE 7-02; 90mph; h=25ft; TCOL=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.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) Bearing at joint(s) K, T consJders parallel to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift al joint K and 269 lb uplift at
jointT.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSlffPJ 1.
LOAD CASE(S) Standard
A WARNING - Verify design parqmeter.ll and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE MI!-7473 BEFORE USE.
Design valid for use only with MIl ek conned()(5. This design is based only upon parameters .hown, and is for on individuai building component.
Appkabi~ty of design paramenters and proper incorporation of component is responsibifity 01 building designer. not truss designer. Bracing .hown
is tor Iolerol supporl of individual web members only. Addilionol temporary bracing 10 insure stabifltydvring construction is the responsibillity 01 the
erector., Additional permanenl bracing of Ihe overall strudure is the respOnsibility of the building deslgner. For general guidance regarding
fabricatron. quality control. ,Iaragt'. delivery, erection and bracing. consult ANSI/TPI1 Quality Criterig, DSB.B9 and BCSlI Building CgmpOnent
Satety Inlormglion available from Truss Plate Inslitute. 583 D'Onofrio Drive, Madison. WI 53719.
Wed May 31 14:43:212006 Page 1
37-8-0
6-4-8
Scale:: 1:90.1
;r
..
:f
J ~
:0:
f ~
~ N
'"
K
3x4Mtl20 II
37-8-0
6-4-8
PLATES GRIP
MII20 197/144
MII18H 141/138
Weight: 181 Ib
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May 31,2006
14515N.DulerFarty, .,
Soite#300
Ch.''''''''',M0630H m_
MiTek'"
Job
Ryland Mayfield A
Truss
Q1770506
A2
Truss Type
SPECIAL
Job Reference 0 lional
6.200 s Jul13 2005 MiTek Industries, lnc Wed May3114:43:35 2006 Page 1
110434852
CARTER-LEE BUILDING COMPONENTS. MOORESVlllE, IN 46158
r1.34,
,
,.3-4
6."
6--4-8
12-5-8
6-1-0
I 14-9-2
2-3-10
8x8M1l20=
19-11-13
5-2-11
25-28
5-2-11
4x8M1I20=
E
3x4M1I20::;:::
F
1.Sx4M1l20 I!
G
3x6MU20~
o
4x6M1I20'i
M
N 5x6M1I20::::
3x4M1I20'i
l
4x8MIlZO=
K
3x6M1I20::::
o
5.00112
p
3x6M1I20-:;;:'
5x6M1I20-::':'
Q
3x6MII2011
6-4-8 12-5-8 114-9-2 19-11-13 25-2--8
6.H 6-1-0 2-3-10 5-2-11 5-2-11
Plate Offsets X, B:0-2-12.0-1-8 E:O 6.0,0-2-0 . H:O-6-0,Q-2-0 , to-1-4,0.1-12
LOADING (pst) SPACING 2-0-0 CSI DEFl ;n (loC) I/defl Ud
TeLL 20.0 Plates Increase 1.15 TC 0.68 Vert(ll) -0.12 N >999 360
TCDL 10.0 lumber Increase 1.15 BC 0.54 Vert(TL) -0.33 N-P >999 240
BCll 0.0 Rep Stress Incr YES WB 0.71 Horz(Tl) 0.19 J nla nla
BCDl 10.0 Code IRCZ003fTPI2002 (Matrix) Wind(ll) 0.13 M >999 240
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 SPF No.2
2 X 4 SPF NO.2
2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Sheathed or 3-5-14 oc purlins, except end verticals.
Rigid ceiling directly applied or 7-2-10 oc bracing.
REACTIONS (Ib/size) J=1156/0-3-8, Q=1245/0-5-8
Max Harz Q=357(load case 5)
Max Uplift J=-177(load case 4), Q=-217(IOad case 5)
FORCES (Jb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/51, B-C=-2394/502, C-D=-2192/S25, D-E=-2104/531, E-F=-1956/574, F-G=-1718/479, G-H=-1718/479,
H-t=-1251/264, B-0=-1266/411, I-J=-1113/198
P-Q=-430/264, O.P=-665/1960, N.O=-649/2000, M-N=-553/1727, l-M=-612/1953, K-L=-237/941, J-K=-2SI75
D-P=-177/125, D-N=-238/267, E-N=-86/282, E-M=-2231768, F-M=-108/279, F-l=-323/135, G-L=-336/214,
H-L=-360/1 031, H-K=-208/143, B-P=-239/1641, J.K=-276/921
BOT CHORD
WEBS
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; 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.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Bearing atjoint{s) Q considers parallel to grain value using ANSlrrPll angle to grain formula. Building designer should verify
capacity of bearing surface.
6} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint J and 217 Ib uplift at
joint Q
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSlfTPI1.
lOAD CASE{S) Standard
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml/-7473 BEFORE USE.
Design valid for vse only wilh Mil" ek cormec1ors. This design is ba,ed only upon paromelers shown, and is tor an individvol bUilding component.
App~cabllily of deslgn poramenters ond proper Incorporation of componenl is lespomlbiily of bvilding designer _ not truss desfgner, Bracing shown
IS lor laterai support of individual web members only. Addillonallemporary t...-oclng to insure stobi~jy during construc1ion is the re,pomiblmty of the
erec1or. Additional permanent bracing of the overalt struc1ure is the respamibility of the building designer. For general guidance regarding
fabrication, quality conllol. storage. deflvery, erec1ion and bracing, con,uil ANSI/lPtl Quality Criteria, DSB.89 and BeSI1 Building ComponOl'nt
SafOl'ty Informalfon available lrom Truss Plate In,fitute. 583 D'Onofrio Drive. Madimn, WI 537t9.
29-3-0
4-0-8
Scale: 1:69.2
H
~
~
I~
J
2x4M1I20 II
~
~
293-0
4-0-8
PLATES
MII20
GRIP
197/144
Weight 138 Jb
~~
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May 31,2006
14515 N. Outer Forty, __e
Suile#300
Ch"t,,,,,,, M063017 1111
MiTek~
Job
Truss
Truss Type
Qty
Ply
Ryland Mayfield A
Q1770500
A3
COMMON
11
11043465
CARTER-lEE BUILDING COMPONENTS, MQORESVILLE, IN 46158
Job Reference 0 lienal
6.200 s Oct 18 2005 MiTek Industries,lnc_ WedMay3114:24:002008 Pag ,
5-4-4
5-4-4
10-5-0
5-0.12
4x6M!l20 II
15-5-12
5-0-12
20-10-0
5-4-4
Scale:: 1:62.5
c
j
~
]~
3x6M1120=
3x4M1120=
G
3x6M1120=
3x4M1I20=
I
20-10-0
H
F
3x6M1120=
7-08
7-0-8
13-9-8
69.0
7-0-8
LOADING (pst)
TelL 20.0
TCDL 10.0
BeLL 0.0
seOl 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRCZ003fTPI2002
CSI DEFL In (lac) Jldefl Ud PLATES GRIP
TC 0.55 Vert(LL) -0.04 I-J >999 360 MII20 197/144
Be 0.33 Vert(TL) -0.10 I-J >999 240
WB 0.71 Horz(Tl) 0.02 F nla nla
(Matrix) Wind(lL) 0.02 H-t >999 240 Weight: 106 Ib
BRACING
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
LUMBER
TOP CHORD 2 X 4 $PF No.2
BOT CHORD 2X4 SPF No.2
WEBS 2 X 4 SPF Stud *Except.
C-I 2 X 4 SPF No.2, C-H 2 X 4 SPF No.2
REACTIONS (Ib/size) J=822fO-3~B, F=822fO-3-8
Max HorzJ=~304(load case 3)
Max UplifU=-124(load case 5), F=-124{load case 6)
FORCES (Ib) - Maximum CompressionfMaximum Tension
TOP CHORD A-B=-297/17B, B-C=-816/2B7, C-D=~B16/287, D-E=-297/178, A-J=-27B/167, E-F=~278/167
BOT CHORD J-J=-139/629, H-I=-43/476, G-H=~43/629, F~G=+43/629
WEBS B-I=-187/244, C-I=-157/332, C-H=~157/332, D-H=-187/244, B-J=-663/58, D-F=-663/58
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL:=;6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left an
right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint J and 124 Ib uplift at joint
F_
5) This truss is designed in accordance with the 2003 Jnternational Residential Code sections R502.11 1 and RB02.1 0.2 and referenced
standard ANSlfTPJ 1.
LOAD CASE(S) Standard
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Ma 31 2006
A WARNING. Verify design paramekrs and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE M1/.7473 BEFORE USE.
Design vo~d for use only with Ml1ek cormec!o~. Thi. design is based on~ upon porameter; shown, and is for an individual building component
Appkobi.ty 01 design poramenlers o,",d proper incorporation 01 compo,",ent is respom~bifity 01 building designer. nollruss designer. Bracing shown
is for lateral support of individual web member; only. Additional temporary bracing 10 insure stabilily duting constrvction is the responsibilMy of the
erector. Addilionat permanent bl-acing of the overall slrucfure is Ihe responsibmty of the building designer. For generat guidance regarding
fabrication. quality conlrol. slorage. deliv€l)', erec1ion and bracing, consult ANSI/TPll Quality Crn_ria, 05&-89 and BCSI1 &ulJdtng Compone-nt
Safety Informotlon available from Trus~ Ptale tnslilule. 583 D'Onofrio Drive. Madison, WI 53719.
14515N.OuterForty, __e
Suite #300
Ch""""Id,M063017 MIl
MiTek"'
Job
Truss
Truss Type
Qly
Ply
Ryland Mayfield A
Q1770506
A4
GABLE
2
Job Reference 0 lianal
6.200 s Oct 18 2005 MiTeklndustries, Inc. Wed May 3114:24:012006 pag 1
M
N
0
3x4MII2011
Po
I~
y X wv U T S R
3x6M1I20= 3x4MI120 II
CARTER-LEE BUilDING COMPONENTS, MOORESVILLE, IN 46158
10-5-0
10-5-0
4x4M1120=
20-10-0
10-5-0
9.00f12
K
E
D
3x4MII20II C
B
A
~
A' AH AG AF AE AD AC AB AA Z
3x4 MII20 II
20-10-0
20-10-0
Plate Offsets X
:0-2-4 0-1-8
lOADING (pst)
TelL 20.0
TCDL 10.0
BelL 0.0
SCDl 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003ffPl2002
CSI
Te 0.49
Be 0.27
WB 0.09
(Matrix)
DEFL
Vert(ll)
Vert(Tl)
Horz(TL)
in
nla
nla
0.01
(Ioc)
I/den
nla
nla
nla
Ud
999
999
nla
R
LUMBER
TOP CHORD
BOT CHORD
WEBS
OTHERS
2 X 4 SPF NO.2
2 X 4 SPF NO.2
2 X 4 SPF Stud
2 X 4 $PF Stud ~Except*
J-AA 2 X 4 SPF No.2, H-AB 2 X 4 SPF No.2, J-Z 2 X 4 SPF No_2
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 6-0-0 oc purlins, except end verticals.
RigId ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt I-AA
11043465
Scale = 1:59.4
PLATES
MII20
GRIP
197/144
Weight: 144 lb
REACTIONS (Ibfsize) AI=-42/20-10-0, R=42/20-1 0-0, AA=97/20-1 0-0, AB=l 07/20-1 0-0, AC=1 06120-1 0-0, AD=l 07/20-1 0-0,
AE=107/20-10-0, AF=106/20-10-0, AG=110120-10-0, AH=88/20-10-0, Z=107/20-10-0, Y=l 06/20-1 0-0,
X=1 07/20-1 0-0, W=107/20-10-0, U=l 06/20-1 0-0. T=110/20-10-0, S=88/20-10-0
Max HorzAI=-304(load case 3)
Max UpliMI=-313(load case 3), R=-249(load case 4), AB=-14(load case 4), AC=-68(load case 5), AD=-55(load case 5),
AE=-53(load case 5), AF=-60(load case 5), AG=-32(load case 6), AH=-339(load case 4), Z=-9{load case 3),
Y=-68(load case 6), X=-55(load case 6), W=-53{load case 6), U=-60(Joad case 6), T=-33{load case 6), S=-289(load
Max Grav~=;8~\load case 4), R=317(load case 3), AA=261(load case 6), AB=109{load case 9), AC=106(load case 9), ~
AD=107(load case 1), AE=107(load case 1), AF=106(load case 9), AG=110(load case 1), AH=298(load case 3),
Z=109(load case 10), Y=106(load case 10), X=107(load case 1), W=107{load case 1), U=106{load case 10),
T=110(load case 1), S:;:;248(load case 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-AI=-219/186, A-B=-248/216, B-C=-139/147, C-D=-111/148, D-E=-75/156, E-F=-41/192, F.G=-32/228, G-H=-32/271,
H-I=-32/278, I-J=-32/271, J-K=-32/260, K-L=-32f217, L-M=-32/181, M-N=-43/145, N-O=-78/115, O-P=-108/115,
P-Q=-204f171, Q-R=-180/147
BOT CHORD AH-Al=. 123/155, AG-AH;:o-123/155, AF-AG=-123/155, AE-AF=-123/155, AD-AE=-123/155, AC-AD=-123/155.
AB-AC=-123/155, AA-AB=-123/155, Z-AA=-123/1SS, Y-Z=-123/155, X-Y=-123/155. W-X=-123/155, V-W=-123/155,
U-V=.123/155, T-U=-123/155, S-T=-123/155, R-$=-123/155
WEBS I-AA=-245/0. H-AB=-82/30, G-AC=-80/84, F-AD=-80/71, E-AE=-80/70, D-AF=-80171, C-AG=-82166, B-AH=-131/170.
J-Z=-82/25, K-Y=-80/84, L-X=-80171, M-W=-80/70, N-U=-80/71, 0-T=-82/66, P-S=-110/149
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; 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.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndus!ry Gable
End Details as applicable, or consult qualified building designer as per ANSIITPI1.2002.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
c6~lhB S e5f4 MII20 unless otherwise indicated.
\\\\\111111/11,
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2 f No. 10403322 -\ :::
~ ' ~
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Ma 31 2006
AI.. WARNING. Veri!H designpanvneters Qnd READ NOTES ON TInS AND INCLUDED MITEK REFERENCE P'AGEMIJ-7473 BEFORE USE.
D",sign valid lor use only with Ml1e~ conneclors. This design is based only upon porometers shown, and is lar on individual building component.
Apprrcabinly ot design poramenters and pioper incorpowjion of component is responsibility of building designer - not truss de>igner. Brocing shown
is for Ioteral support 01 individual web members only. Additional temporory bracing to insure stability during construction is the responsibi)~ty of Ihe
erector. Addilional permanent braong ot the overoM structure is the responsibility of the building designer. For general guidance regording
fabrication, quolity control, storage. delivery. erection and bracing. consult AN51/TPl1 Quality Criteria, 058-89 and lIC511 Building Componefll
Sqtety tnformation available IromTruss Plote In,tjtute. 583 D'Onofrio Drive, Madison. WI 53719.
14515 N. Outer Forty, ___
Suile#300
Ch.,lomold.MO'3017 MIl
MiTek~
Job
Truso
Truss Type
QIy
Ply
Ryland Mayfield A
Ql770506
A4
GABLE
11043465
2
1
Job Reference lontiona!\
6.200 s Oct 18 2005 MiTek Industries, Inc. Wed May 31 14:24:01 2006 Pag 2
CARTER-lEE BUILDING COMPONENTS, MOQRESVILLE, IN 46158
NOTES
6) Gable requires continuous bottom chord bearing.
7) Truss to be fully sheathed from one face or securely braced againsllatera! movement (i.e. diagonal web),
8) Gable studs spaced at 1~4-0 ec.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint AI. 249 Ib uplift at joint R. 14 Ib uplift at joint AS, 68 Ib upllft at jOint
AC, 55 lb uplift at joint AD, 53 Ib uplift atjoint AE, 60 lb uplift at joint AF, 32 Ib uplift at joint AG, 339 lb uplift at joint AH, 9 Ib uplift at joint Z, 68 lb uplift at joint Y, 55 Ib uplift at joint X
, 53 Ib uplift at joint W, 60 Ib uplift at joint U, 33 Ib uplift at joint T and 289 Ib uplift at joint S.
10) This truss is designed in accordance with the 2003 International Residential Code sections R50Z.11.1 and R802_10.2 and referenced standard ANSlfTPI1.
lOAD CASE(S) Standard
A WARNING - Verify design pon:lI"eters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE; PAGE MII.7-f73 BEFORE USE.
Design vaijd tOf use only with M11ek connedors.. This design is based anly upon parameters shown, ond is lor on individual building component.
Appkabi~ly 01 design paramenlers and Pfaper incorporation 01 component is respomibiflty 01 building designer - nol truss designer. Brocing shown
is far faferalsupport ot individual web members only. Additional temporary bracing to insure stabilifydunng construclion is lhe responsibility of the
ereclQ(, Addilional permanent blOcing aI/he overall struelure is the responsibility of the bUilding deSlgner. For general guklance regarding
fobricaflon. quality control. sfarage, deivery, ere-clion and bracing, consult ANSI!TPIl Quafity Criteria, OSB-B9 and BCSll Building Component
Sotety Inlormation available !rom Iruss Plote Institute. 583 D'Onofrio Drive, Madison, WI5J719.
14515 N. OutElr Forty, __e
Suite #300
Ch.",,",Id,M063017 MIl
MiTek"
Job
Truss
Truss Type
Qly
Ply
Ryland Mayfield A
Ql770506
Bl
GABLE
11043465
4
CARTER-LEE BUILDING COMPONENTS, MOQRESVILLE, IN 46158
Job Reference 0 lional
6.200 s Ocl18 2005 MiTek Industries, Inc. Wed May3114:24:02 2006 Pag 1
(31
1-3-4
12-9-0
12.9-0
1.5x4 MI12011 3)(8 MIJ20 II
1.5x4M1I20 II
1.5x4MJl2011 M
Scale = 1:76.6
j
t
1.Sx4M112Q II
5x6M1I20? G
1.5x4M1120 II
H
1.5x4M1!20JJ
I
1.5x4M!l2Q II
9.00~4M1I2011 K
J
F
VUTSRQPON
3x10 MI120 II 1.5)(4 MII20 II 15x4 MII20 II 3x6 MII20 II
5x6M1I20'i l,5x4MI12Q If 1.5x4Mlf2011
1.5x4M1I20 II 1.5x4M1120 II 1.5x4 MII20 II
1.5x4MII201112_9_0
lOADING (pst)
TelL 20.0
TCDl 10.0
Bell 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003rTPI2002
CSI
Te 0.46
Be 0.52
WB 0.09
(Matrix)
12-9-0
DEFL ;n (foe) IIdefl Ud PLATES GRIP
Vert(LL) 0.00 A nlr 180 MI120 197/144
Vert(TL) -0.00 A nlr 120
Horz{TL) 0.00 N nla nla
Wind(LL) -0.00 A n/r 120 Weight: 104 Ib
Plate Offsets X Y: B:0-6-150-2-8 B:O-8-0,O-0-1 (M:0-4-12 Ed e
LUMBER
TOP CHORD
BOT CHORD
WEBS
OTHERS
2 X 4 SPF No.2
2 X 4 SPF No.2
2 X 4 SPF No.2
2 X 4 SPF Stud *Except*
L-O 2 X 4 SPF No.2, K-P 2 X 4 SPF No.2, J-O 2 X 4 SPF No.2
Left 2 X 8 SYP DSS 1-11-13
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheafhed or 6-0-0 oc purHns, excepl end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt M-N, L-O, K-P
SUDER
REACTIONS (Ib/size) N=42/12-9-0, B=175/12.9-0, 0=104/12-9-0, P=108/12-9-0, 0=107/12-9-0, R=106/12-9-0, S=107/12-9-0,
T=108/12-9-0, U=101/12-9-0, V=125/12-9-0
Max HorzB=420(load case 4)
Max UpliftN=-106(load case 4), B=-178{load case 3), O=-118(load case 5), P=-58(Joad case 4), Q=-74(1oad case 5),
R=-49(Joad case 5), S=-56(load case 5), T=-59(load case 5), U=.24(load case 5}, V=-218(1oad case 5)
Max GravN=161 (load case 3), B=353(load case 4), O=104(load case 1), P=108(load case 1}, Q=107(load case 1),
R=106(load case 1), S=107(foad case 1), T=108(load case 1}, U=101(1oad case i), V-=150{load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/7, B-C=-468/255, C-D=-371/210, D-E=-439/253, E-F=-316/191, F-G=-302/198, G-H=-271/192, H-I=-2421188,
I-J=-2121183 J-K=-184/181 K-l=-157/181 L-M=-51/58 M-N==-43/100
BOT CHORD B-V=-89/135: U-V=---89/135, 'T-U=-89/135, S-T=-89/135,'R-S=~89/135, Q-R=-89/135, P-0=-89/135, 0-P=-89/135,
N-0=-89/135
WEBS L-O=-219/160, K-P=-82178, J-Q=-81176,I-R:::-79/69, H-S=-80171. G-T::c-80174, F-U=-79/45, E-V=-117/221
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL::c6.0psf; BCDl::c6.0psf; 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} Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSlfTPI1-2002.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 1-4-0 oc.
6} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint N, 178 lb uplift at joint 8,
1181b uplift at joint 0, 581b uplift atjoint P, 74 Ib uplift at joint 0, 49 Ib uplift at joint R, 561b uplift at joint S, 591b uplift at joint T, 24 Ib uplift
at joint U and 2181b uplift at joint V.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI 1.
LOAD CASE(S) Standard
\\\\\\\lllI/JftJJ
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::. . . . .
'" -;:,\ STATEOF /,9:::
s. ~ 0.. I. ... /"';'-1 $
~ 0,.('. ".. tvDIAt'\~\.. ~'V '"
~ .~6' .....*.....*.0" ,.::::-
////j SIONAL 't:.~ \\",
1/1/ \\\
IIIJJJIIII\\\\
Ma 31 2006
A WARNING - Verify design parameters and READ NOTES ON THIS IIND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid IOf use anly with MiT el; cOl1neclors, This de<;ign i'I bmed only upon parameters shown. and is fOf on individuol building componenl.
Applicobifily ot de~gn poromenters ond propel incorporalion 01 component is respol1sibmly of buikling de~gner _ not tru>> deligner. Bracing shown
is tor lateral support 01 individual web members onty. Addilionol temporary bracing to insure stabilily during construction is the responsibility of the
erector. Additional permanent bracing of IIle averaH ,Iruelure Ii IIle re<;pon~biJity of Ihe building de5ignet. For general guidonce-regarding
fabrication. quality contlOl. slomge. deivery. erection and bracing. cansul! ANSI/TPIl Quality Crlte-r1a, DSB.a9 and BCSlI Building Component
Satety Information Qvoiloble from Truss Plate Institute. 583 D.Onofrio Drive, Madison. WI 53719,
14515 N. OulerForty, __Ill
Suite #300
Ch"te~eld.M063017 ml
MiTek'"
Job
Ryland Mayfield A
Truss
Ql770506
B2
Truss Type
MONO TRUSS
Job Reference 0 tional
6.200 s Jul13 2005 MiTek Industries, Inc Wed May 3114:43:49 2006 Page 1
!10434656
CARTER-LEE BUILDING COMPONENTS, MOORESVllLE, IN 46158
11-3-41
1-3.4
6-4-8
6+8
12-9-0
<>4-'
3x8Mtl20 II
9.00 f12
F
3x12MII2011
Sx6M1120'i
5x6M1I20'i
&-4-8
6+8
H
1.5x4M1I2011
G
4x8M1I20=
12-9-0
6-4-8
Plate Offsets X,Y. B:O-9-8,Ed e, F:O-4-12,Ed e
lOADING (psQ
TelL 20.0
TCDL 10.0
Bell 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRCZ003rrPJ2002
CSI
TC 0.35
Be 0.45
WB 0.14
(Matrix)
DEFl in (Ioc) IIdeft Ud PLATES GRIP
Vert(LL) -0.04 G-H >999 360 MII20 197/144
Vert(TL) -0.09 G-H >999 240
Horz{TL) 0.01 G nla nJa
Wind(LL) 0.08 G-H >999 240 Weight: 74 Ib
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 SPF NO.2
2 X 4 SPF NO.2
2 X 4 SPF NO.2 'Except.
D-H 2 X 4 SPF Stud
Left 2 X 8 SYP DSS 4-2-5
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 6-0-0 oc purlins, except end ....erticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt F-G, D-G
SUDER
REACTIONS (Ib/size) G=500JO-3-8, B=584/0-3-8
Max Harz B=420{load case 4)
Max Uplift G=-195(load case 5), B=-86(load case 5)
FORCES (I b) - Maximum Compression/Maximum Tension
TOP CHORD A-B=OI7, B-C=-525/34, C-D=-327/65, D-E=-175/126, E-F=-142/162, F-G=-159/104
BOT CHORD B-H=-171/328, G-H=-171/328
WEBS D-H=O/272, D-G=-4221259
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantile....er
left and right exposed; end ....erticalleft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other li....e loads.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 fb uplift at joint G and 86 Ib uplift at
jointS.
4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSlfTPll.
lOAD eASElS) Standard
A WARNING - Vu7,[y design parcameters And READ NOTES ON THIS AND INCLUDED MITEK REFERElVCE PAGE JtUI.7473 BU'ORE USE.
Design vo~d for use on~ wilh Mirek connectocs. This design is based only upon poramete~ shown. and is for an indwidual building component.
Applicobi~ty of design poramenters ond proper inco<porotion of component is responsibiflty of building designer _ not trun designer. Bracing shown
is fo< !oteral support of individual web members only. Additionollemporary bracing to insure stabilify during construc!ion is the responsibility of the
erec!or., Additional permanent bracing of the overoll sfruc!ure is the responsibility of the building designer. For general guidance regarding
fabricatIOn. quality control. storage. delivery', erection and braCIng, consu~ ANSlfTl'1l Quality Criteria, OSB.89 and BCSI1 BuUdlng Component
Safety Informallon availoble from Trus,; Plote Institute. 583 D'Onofrio Drive, Modison, WI53719.
Scale = 1:66.8
rL
\\\\\\111111/1111
\\\ W iI.. 1/1
", 0'\\ . IVIIt..I..../
,-,-' V......... .1..(:0. ///
~ 0 .... \STE ....':..y "/
~ "x.G f:i$","" -;:.
2 /0 0\ ~
:0 (NO.1 0403322"1 ~
::. . ~ : .
-:;; ~ ". STATE OF ; l1:: :0
-:::. 1!: ... .~. iJJ ::::
~ 0,.<-. .../tvOIA~~.'" ~0 ~
-:.;,. ~& .....u~~.... 0'" ",
......../// 8/0NAL 'C.~ ""....."
III \\\
////11111\\\\\\
May 31,2006
14515N.QuterForty, ___
$uite#3DQ
Ch""".d.M063017 1111
MiTeke
Job
Truss
Truss Type
Q1770506
Cl
GABLE
CARTER-LEE BUILDING COMPONENTS, MDORESVILlE, IN 46158
r1-3-41
1-3.4
8-0-0
8-0-0
4.00[12
~
I 3x6MI120tl 0 E
~ B C~V
H~
ACABAAZ
3)C6MI120II
Plate Offsets IX Y\: 0:0-4-12 Edge}
LOADING (pst)
Tell 20.0
TCDl 10.0
Bell 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC20D3{fP12002
CSt
Te 0.58
Be 0.57
WB 0.10
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
OTHERS
2 X 4 SPF No.2
2 X 4 SPF NO.2
2 X 4 SPF NO.2
2 X 4 SPF Stud "Except*
N-Q 2 X 4 SPF NO.2, M-R 2 X 4 SPF NO.2, L-T 2 X 4 SPF No.2
REACTIONS
Oly
Ply
Ryland Mayfield A
2
11043465
Job Reference (optional)
6.200 s Oct 18 2005 MITek Industries, Inc. Wed May 31 14:24:022006 Pag
16-5-0
8-5-0
3xBMII20 II
Scale'" 1:65.7
o
9.00 r12
N~
M~
~
F
K
3:<.6 MIlZO ~ -:::/
G~~
l
~
I I
,
y X W V U T SR 0 P
3x6M1t20= 3x6MI120II
16-5-0 I
16-5-0
DEFl ;n (Ioc) I/deft Ud PLATES GRIP
Vert(LL) -0.00 A nlr 180 MIl20 197/144
Vert(fL) -0.01 A nir 120
Horz(TL) 0.00 P nla nla
Wind(lL) 0.00 B nir 120 Weight: 116 Ib
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 6-0-0 DC purfins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt D-P, N-D, M-R
(Ib/size) AC=18S/16-5-0, P=41116-S-0, Q=106/16-5-0. R=108/16-5-0, T=108/16.S-o, U=106116-5-0, V=107/16-5-0,
W=107/16-S-0, X=107/16-5-0, Y=107/16-5-0, Z=10S/16-S-0, AA=115/16-S-0. A8=75/1G.5.Q
Max HorzAC=439(load case 4)
Max UpliMC=-167(toad case 3), P=-127{load case 4), Q=-96(load case 5), R=-62(load case 4), T=-73(load case 5),
U=-50(load case 5), V=-58(load case 5), W=-26(load case 3), X=--60(load case 3). Y=-39(load case 3). Z=-57(load
case 5), M=-59(load case 3). AB=-511{load case 4)
Max GravAC=461 (load case 4), P=163(toad case 3), Q=106(load case 1), R=108(load case 1), T=108(load case 1),
U=106(load case 1), V=107{load case 1), W=107(load case 1), X=107{load case 1), Y=107(load case 1),
Z=105(load case 1), AA=136(load case 4), AB=82(Joad case 2)
~L-
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD B-AC=-250/160, A-B=0/27, B-C=-372/54, C-D=-284/64, D-E=-289f91, E-F=-274/113, F-G=-259/135, G-H=-256/163.
H-I=-251/161, I.J=-269/194, J-K=-239/188, K-l=-209/183, l-M=-181/181, M-N=-154/181, N-0=-55/59, 0-P=.34/107
BOT CHORD AB-AC=-91/135, M-AB=-91/135, Z-M=-91/135, Y-Z=-91/135, X.Y=-91/135, W-X=-91/135. V-W=.91/135, U-V=.91/135,
T-U=-91/135, S-T=-91/135, R.S=-91/135, Q-R=-91/135. P-Q=-91/135
N-Q=-218/149, M.R=-B2179, l-T=-81/76, K-U=-79/70, J-V=-B0/73, I-W=-80/42. G-X=-B0/76, F-Y=-BO/54. E-Z=-79/55,
D-AA=-87/67, C.AB=-52/25B
WEBS
\\\\\\1111//////1
\\\ Will
"" 0;1\\ . MIl. ////'
NOTES "(j ........... <.~ _ 'l
1) Wind: ASCE 7-02: 90mph: h=25ft; TCDl=6.0psf; BCDl=6.0psf: Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and ~ 0 ....~G\STcA";:.. "5> ~
right exposed: end vertical left and right exposed: lumber DOl=1.33 plate grip DOl=1.33. .:::- .. ~ ''0''.-:;:'
2) Truss designed for wind loads in the plane olthe truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable 2 / N 10403322.... ~
End Details as applicable, or consult qualified building designer as per ANSlfTPI1-2002. :: : o. ~ =
3) This truss has been designed for a 10.0 pSI.bo~om chord live load nonconcurrent with any other live loads. :: . l f . ~
4) All plates a~e 1.5x4 MIlZO unless otherwise m?lcated. ::. --o~. STATE OF ... Q: ~
5} Gable requires continuous bottom chord beanng. -:;:. ~ ... ." 4t :::-
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ~ 0-<, ....'IVDIA~~.... ~0 ~
7) Gable studs spaced at 1-4-0 oc. ,~I" ~& ............. 0" ""
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1671b upllftatjointAC, 1271b uplift at joint P, //1"// SIONAL ~~_\""
96 Ib uplift at joint Q, 62 Ib uplift at joint R, 73 Ib uplift at jointT, 50 Ib uplift at joint U, 58 Ib uplift at joint V, 26 Ib uplift al joint W, 60 Ib uplift 111/'1/ t 1111 \ \ \ \ \ \ \
Coffl:l~~i%-en:m.~t.pllft at joint Y, 57 tb uplift at joint Z, 591b uplift atjointM and 5111b uplift at joint AB. Mav 31 2006
A WARMNG - Vltrl.fy design parameter. 'Hid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid lor use only wilh w.iTek conneclors. This design is based only upon poromeler5lhown, and is loran individual building companenl.
Applicabi~ty ot delign poromenfefS and proper incorporation of component is responlibility of bu~ding designer _ nof trUll deligner. Bracing shawn
is fOf lateral support of incfl\lidLlClI web members only. Addi!ionollemporory bracing to insure stability during construction is lhe responlibillity of Ihe
eoectOf. Additional pennanen! brocing of lhe OVefol slruclu.e is lhe relponlibility of the building designe.. FQ{' general guidance regarding
fabricalion, qua~1y control, slorage, deivery, erection and bracing, consult AN$I!TPlI Quality Crih..1Q, 058.89 Qnd BCSl1 BuildIng Compon.nl
S<Jlely Information available from Truss Plate Inslllule. 58J D'Onofrio Drive. Madison, WI 53719.
14515N.OulefForty. __~
Suite #300
Ch"'''',Id,M063017 =_
MiTek"
Job
TN'"
Truss Type
QIy
Ply
Ryland Mayfield A
Q1770506
Cl
GABLE
11043465
2
1
Job Reference 10"'llonal\
6.2005 Oct 18 2005 MiTek Industries, Inc_ Wed May3t14:24:03 2006 Pag 2
CARTER-lEE BUILDING COMPONENTS, MOORESVILLE,IN 46158
NOTES
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced standard ANSlfTPI1.
LOAD eASElS) Standard
A WARNING. Verify design po......rneUr. and READ NOTES ON TIIIS AND INCLUDED lIUTEK REFERENCE PAGE MIl.'T473 BEFORE USE.
Design vorid for use ontywith Milek connectors. This desOgn is based only upon paromelel"l shown. and is tor 0'1 individual building component.
Appkobiity of design poramentel"S and proper incorporation of component is lesponsibif,ly 01 building designer. not truss designer. Brocing shown
is lor lateral wpport of individool web member~ only. Additional temporal)' blocing to insure ~lability dIKing constrodion is the responsibility of the
elecfor. Additionol permanenf blocing of fhe overall ~lrucfure is the reponsibility 01 the building designel. For general guidance regorcfing
fobricofion, qooaty cont,oL doroge. deivel)', efection and blacing. consuU AN$I!TPIl Qvallly Criteria, OSB.89 and BCSllllulldlnljJ Component
$afo,ty Inlonnollan available lrom .roloS Plate In~litute. 583 D'Onofrio Drive, Madison. WI5J719.
14515N.OutarForty, __CIl
Suile#300
Ch''''''''',M063017 mE
MiTek'"
Job
Ryland Mayfield A
Truss
Q1770506
C2
russ Type
PORCH TRUSS
Job Reference 0 tional
6.200 s Jul13 2005 MiTek Industries,Inc:_ Wed May 3114:45:292006 Page 1
110434658
G F E
8x8M1I20= 3x6M1l20= 5x6 M1I20=:
Bi!f!! '6-5-0
0-3-8 8-1-8
DEFL in (Ioc) I/def! Ud PLATES GRIP
VertILL) -0.04 G-H >999 360 Ml120 1971144
VertITL) -0.10 G-H >885 240
Horz{TL) -0.01 G nla nla
Wind(LL) -0.07 G-H >999 240 Weight: 78 Ib
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
11-3-41
1-3-4
B-O-<l
8-0-0
16-5-0
8-5-0
4x8MIl2011
o
9.00[12
6xl0M1l20:::::-
4.00f12
c
f
6x6M1I20-:::::'
B
H
3x6MII2011
8-0-0
8-0-0
Plate Offsets X,
8:0-3-00 2-0, D:O-4-0,Ed e, G:D-3-B Ed e
LOADING (pst)
TeLL 20.0
TCDl 10,0
Bell 0.0
BCDL 10,0
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPl2002
CSI
Te 0.98
Be 0.45
WB 0.81
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4 SPF No.2
2X4SPF No.2
2 X 4 SPF No.2 .Except"
CoG 2 X 4 SPF Stud, B-H 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 6-0-0 oc purlins, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt D-E
REACTIONS (Ib/size) H=34/O-3-8, G=1341/0-3-8
Max Horz H=43B(!oad case 4)
Max Uplift H=-460(load case 3), G=-592{load case 4)
Max Grav H=354(load case 4), G=1341(load case 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/27, 8-C=-732/692, C-D=-198/179, D-E=-202/133, B-H=-299/504
BOT CHORD G-H=-381/161 F-G=-544/300 E-F=-544/300
WEBS C-G=-1027/470, C-E=-449/637, B-G=-7551710
NOTES
1) Wind: AseE 7-02; 90mph; h=25ft; 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 DQL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at jOint Hand 592 Ib uplift at
jointG.
4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANS1{fPI 1_
LOAD eASElS) Standard
A WARNING - Verify de$ign parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE Mll-7473 BEFORE VSE.
Design va~d for VS€! only wilh MJ1ek connectors. This design is bmed on~ vpon porameter:; shown. and is for on individual building component.
Appicabi~jy or design pOlolTlenters and proper incorporafion or componen! is responsibiijty of building desJgner - not lrvss designer. Brocing ~hown
IS IOf Iolerat5upport of indivldvol web members only. Addillonollemporrny bracing to In~vre 5tabilily during construction is lhe responsJbiltily of the
erector. Additional permanenl brodng of the overoll5tructure is the respOnsibility of lhe building designer. For general guidance regarding
fabricotion, quarity control. s!orage. delvef)', eredion and bracing, consult ANSljIPl1 QVC:llity Criteria, 0511.89 and IlCSl1llviiding Component
Sgfely Informgtion availabte from Tru5S Plote Institute. 583 D'Onofrio DriVe. Madison. Wt 53719.
Scale'" 1:63.1
~
\\\\\\llIlIlIfJI1
,\ W' - II
"", ~\ . 1'v1/{ 11/1/
" CPo ......... <(;;:: 'l
~ 0 ..~G.\STc~~...., ~ ~
2 /~ <>\ ~
~ {NO.1 0403322 j ::
. . .. . :::
:: -<l '. STATE OF : ll: ~
~ 1l . . . '" -
~ O,<:.:......../NOlfl.:N'r..........~0 .f
'// - _~& .......~..;,.... 0" ,Y
/11/1 SIONAL€:.~. "",
111"11/1111\\\\\\\\\
May 31,2006
14515 N. Outer Forty, __~
Suite #300
Ch,,,,,,,,, M063017 &111
MiTek-
Job
Truss
Truss Type
Diy
5
Ply
Ryland Mayfield A
Q1770506
C'
MONO TRUSS
11043465
CARTER LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
Job Reference (optional)
6.200 s Del 18 2005 MiTek Industries, Inc. Wed May 3114:24:03 2006 Pag 1
-1-3-4
1-3-4
4-1-12
4-1-12
8-3.8
4-1-12
1.5x4M1120 II
Scale'" 1:26.5
o
4.00112
3x4M1I20::;;:'
C
3x4 MIIZO::::-
B
1
4-1-12
4-'-12
F
3x4M1I20= 3x4M1120=
8-3-8
4-1-12
DEFL in (loc) I/deO Ud PLATES GRIP
Vert{LL) -0.01 E-F >999 '60 MU20 197/144
Vert{Tl) -0.02 E-F >999 240
Horz(TL) -0.00 E nla n/a
Wind(LL) 0.00 F >999 240 Weight: 39 Ib
1.5x4M1I2011
LOADING (pst)
TeLL 20.0
TeDl 10.0
Bell 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC20Q3/TP12002
CSI
Te 0.24
Be 0.20
WB 0.16
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4SPFNo.2
2 X 4 SPF No.2
2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 OC purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS (Ib/size) G=413/0-3-8, E=312/0-3-8
Max HorzG=190(load case 4)
Max UpJiflG=-125(load case 3), E=-89(load case 5)
FORCES (I b) - Maximum Compression/Maximum Tension
TOP CHORD B-G=-3811142, A.B=0/27, B-C=-313/64, C-D=-62140, D-E=-95f42
BOT CHORD F-G=-173/17, E-F=-9S/264
WEBS B-F=-5/281, C-F=-1/122, C-E=-323/114
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever Jeft an~
right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint G and 89 lb uplift at joint r-
E
4) This truss is designed in accordance with the 2003 International Residential Code sections RS02.11.1 and R802.10.2 and referenced
standard ANSlfTPI 1.
LOAD CASE(S) Standard
\\\\\\1111111111
\\ III
""", O'\:.'!!.:.~/1..1.. 1//////
" ",,0 .... ISTE' .... ~'S' -:-
'::-..X,,0 f11;;..- .-;.
:: /'<' 0.... ~
'" (NO.1 0403322'j ~
. . . .
~ -<l '. STATE OF ! Q: ~
- -:ll '. : '" ~
~ O..(\.....'tvDIA\'\t'-./~0.f
....'i $',s> ............. 0..... ,.::-
....///1 SIGNAL t:;.~ "\""
1111 - \\'
11/1111111\\\\
Ma 31 2006
A WARN1.l'{G - Verify design param.eter$ and READ NOTES ON THIS AND INCLUDED MITEK REFE:RENCE PAGE MII.7473 BEFORE; USE.
Dmign var,d for use only with MIl ek connector:.. This design is based only upon pa,ometers shown, and is lor on individual building component.
Appicobi~ty of design poromenters and proper incorporalion of component is responsbilily 01 building designer. noltruss designer. Bracing shown
is for k1!erol support af ind,viduol web members onf)'. Addlllonal temporary bracing 10 Insure stability during conslruclion is the responsibllflty 01 the
ereclor_ Addilional permanent bracing of the overall structure is the responsibi61y 01 the bllilding de5igner. For general guidanceregording
lobrication. quality conlrol. storage, deuvery, erection and bfacing. consu~ ANSI/Trll Quality Crilerla, DSB.69 and BCSIl Building Camponenl
SQfety Inlolmatlon ovoilabte from Truss Plale Institute. 583 D'Onofrio DriVe. Madison. WI 53719.
14515N.OuterForty, __.
Suite #300
CM."m,Id.M063017 MIl
MiTek-
Job
Truss
Truss Type
Oly
Ply
Ryland Mayfield A
Q1770506
GI
GABLE
2
Job Reference 0 lional
6.200 s Oct 18 2005 MiTek Induslties, Inc. Wed May 3114:24:04 2006 Pag 1
CARTER-LEE BUILDING COMPONENTS, MOORESVllLE, IN 46158
1'.114
0-11.4
11-0..0
11.0..0
22-0-0
11-0-0
4x4M1l20=
K
H
L
8_00112
M
G
N
E
o
D
H
3x4M1120= AI
AH
AG
AF
AE
AD
AC
z
AS
AA
y XW V
3x6MII20:::::
11043466
1'""1
0-11-4
Scale" 1:51.0
p
10
o
u
T 3x4M1I20=
22-0-0
22-0-0
CSI DEFL In (loe) l/defl Ud PLATES GRIP
TC 0.10 Vert(lL) -0.00 S nlr 180 MIl20 197/144
BC 0.05 Vert(TL) -0.00 S nlr 120
WB 0.14 Horz(TL) 0.01 R nla nla
(Matrix) Wind{lL) 0.00 S nlr 120 Weight: 125 Ib
LOADING (psf)
TelL 20.0
TCDL 10.0
BelL 0.0
BCDl 10_0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003rrPI2002
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4 SPF No.2
2 X 4 SPF No.2
2 X 4 SPF Stud *Except*
J-AB 2 X 4 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 oc purllns.
Rigid ceiling directly applied or 10-0-0 oc bracing.
,\\\\\lJlI//J11
\\' . III
",,\ ~\ W. MIl... /////
"vO ...H.* <.~. 'l
........ '0 ....\ST,E"h... ~ ~
~ "x.-G rr(2;.... -;.
::: /<<' 0.... ~
::: ,:.0: No.1 0403322 \: ~
MWFRS gable end zone; cantilever left and ::
. . . .
'" ." '. STATE OF ! lC :::
~ "ll .. , '" ~
% 0",", '*".:~DIAt-\!:....' ~0 .t
"/ <$'& ......... 0'" "
.-"/111 SIONAL ~~_ \\\"
IIII \\\
111/11111\\'"
Ma 31 2006
REACTIONS (lb/size) 8=139/22-0-0, A8=95/22-0.0, AC=104/22~0-O, AD=108/22-0-0, AE=107/22.0~0, AF=107/22-0-0, AG=107/22-0-0,
AH=105/22-0-0, AI=113/22-0-0, AA=104/22-0-0, Z=108/22-0-0, Y=107/22-0-0, W=1 07/22-0-0, V=107/2-2~0-O,
U=105/22-0-0, T=113/22-0-0, R=139/22-0-0
Max HorzB=-237(load case 3)
Max UpliftB=-76(load case 3), AC=-24(load case 5), AD=-56(load case 5), AE=-48(load case 5), AF=-48(load case 5),
AG=-47{load case 5), AH=.52(load case 5), AI=-49(load case 5), M=~18(load case 6), Z=-57(load case 6),
Y=-48{load case 6), W=.48(load case 6), V=--47(load case 6), U=-52(load case 6), T=-46(load case 6), R=-21{load
case 4)
Max GravB=139(load case 1), AB=164(load case 6), AC=106(load case 9), AD=108(load case 9), AE=107(load case 1),
AF=107(load case 9), AG=107{load case 1). AH=1 05(load case 9), AI=113(load case 9), AA=106(1oad case 10),
Z=108(load case 10), Y=107(load case 1), W=107(load case 10), V=107{load case 1), U=105(load case 10),
T=113(load case 10), R=139(load case 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A.B=O/26, B-C=~217/153, C-D=-174/139, D-E=-144f137, E-F=-114/133, F-G=-85/129, G-H=-55/147, H-I=-36/182,
I-J=-35/196, J-K=-35/190, K-L=-36/162, L-M=-36/113, M-N=-36175, N-O=-36/45, O-P=-57/49, P-Q=~86/52, Q-R=-128/63,
R-S=O/26
BOT CHORD B-AJ=-38/156, AH-AI=-38/156, AG-AH=-38/156, AF-AG=-38/156, AE-AF=-38/156, AD-AE=-38/1S6, AC.AD=-38/156,
AB-AC=-38/156, AA-AB=-38/156. Z-AA=-38/156, Y-Z=-38/156, X-Y=-38/156, W-X=-38/156, V-W=-38/156, U-V=-38f156,
T-U=-38/156, R-T=-38/156
J-AB=-148/0, I-AC=-79/40, H-AD=-81f72, G-AE=-80/64, F-AF=-80/64, E-AG=-80/64, D-AH=-78/65, C-AI=-86176,
K-M=-79/34, L-Z=-81173, M-Y:o-80/64, N-W=-80/64, O-V=-80/64, P-U::::-78/64, Q-T=-86173
WEBS
NOTES
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-02; 90mph; h=25f1; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed:
right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed 10 wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSJfTPI1-2002.
4) This truss has been designed for a 10_0 psf bottom chord live load nonconcurrent with any other live loads.
5) AU plates are 1.5x4 MII20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
Continued on a e 2
~~
A WARNING - Verify design p<1Twneten and READ NOTES ON TIDS AND INCLUDED MITEK REFERENCE PAGE MJI.7473 BEFORE USE.
Design valid for use only vvith MiTek conneclol>. This design is based only upon paramelers shown, and is lor on individual building component.
Appkabi~ty of design paromenlers and proper incorpomtion of component is responsibility of building designer - not truss designer. Bracing >hown
is for Ia/eral support of individual web members anly_ Addi/ionol temporory bracing 10 insure slabi~ty during comtruclion is the respomibillity 01 the
ereclor. Additional permonent bracing 01 the overall structure is the responSibility 01 the bUilding designer. For general guidance regording
lobricalion. quality conliol, storage, delivery. erection and bracing, consult ANSI/TPI1 Qualify Crilll'ria, OSIl-89 and BCStl Building Compone-nt
Sa./e-ty lnlorrrKltion available from Truss Plate Inslitute. 583 D'Onofrio Drive, Modilon. WI 53719.
14515 N. OutarForty, _e
Suite #300
Cho"omold. M0630" MIl
MiTek-
Job
Truss
Truss Type
Oly
Ply
Ryland Mayfield A
Q1770506
G1
GABLE
2
11043466
CARTER-LEE BUILDING COMPONENTS, MOQRESVILlE, IN 46158
1
Job Reference (2Elionall
6,200 s Oct 18 2005 MiTek Industries, Inc. Wed May 31 14:24:042006 Pag 2
NOTES
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint S, 24 Ib uplift aljainl AC, 56 tb uplift at joint AD, 48 Ib uplift at joint
AE, 48 Ib uplift at joint AF, 47 Ib uplift at joint AG, 52 lb uplift at joint AH, 49 Ib uplift aljoinl AI, 18 Ib uplift atjoiol AA, 57 Ib uplift aljoint Z, 48 Ib uplift at joint Y, 48 Ib uplift aljain! W,
47 lb uplift aljain! V, 52 Ib uplift at joint U, 46 Ib uplift at joint T and 21 Ib uplift at joint R.
9J This tfUSS is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 1.
LOAD CASE(S) Standard
A WARNlNG. Verify design paru""'te:r.. cUld READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE lI1IIl-7473 BEFORE USE..
Design voITd for use only with M1ek connec/O!>. This design is based on~ upon parameters shOWn. and is for an individual building component
Appkabi~ty of design paramenten and proper incorporation of component is responsibility of building designer- no/lruss defigner. BTlJdng mown
is for laferal support of individual web members only. Additional temporary bracing to insure stabiijty during construdion is the responsibility of the
erector. AdditiOnal permanent bracing at the overall slruclure is the responsibility at the building designer. For genefal guidance regarding
fabricafion. quality control. storage. de~very. erection and bracing. consult ANSI/TPIT Quality Criteria, OS&.89 and BCSI1 8uildlng Component
Salety Intormatlon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719.
14515N.OuterForty, __e
Suite #300
Che.',,'''', M063017 liiIl
MiTek-
Job
Truss
Truss Type
Qty
Ply
Ryland Mayfield A
Q 1770506
G2
COMMON
10
Job Reference 0 Iional
6.200 s Oct 18 2005 MiTek Industries, Inc. Wed May31 14:24:042006 Pag
CSI DEFl in (loc) r/den Ud PLATES GRIP
TC 0.31 Vert(Ll) -0.07 F-H >999 360 MII20 197/144
BC 0.44 Vert(TL) -0.21 F-H >999 240
WB 0.16 Horz{TL) 0.04 F nJa nJa
(Matrix) Wind(LL) 0.05 B-J >999 240 Weight: 86 Ib
BRACING
TOP CHORD Sheathed or 4-11-7 DC purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
CARTER-LEE BUILDING COMPONENTS, MOORESVILlE, IN 46158
;""4
0-11-4
5-710
5.]-10
11-0-0
5~-6
16-4..ti
5~-6
4x6MII20 II
D
B
~A
8.00112 1.Sx4 MI120\'
3x8M1120=
I
3x6MI120:::::
14-6-14
7-1-13
H
3x4M1I20=
3x4M1120::::
Plate Offsets X
7-5-2
]-5-2
8:0-820-0-101... F:O-B-2 0-0-10
22-0-0
7-5-2
LOADING (ps0
TelL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC20Q3rrPI2002
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X4 SPF No.2
2 X 4 SPF No.2
2 X 4 SPF No.2 ~Except~
C-J 2 X 4 SPF Stud, E-H 2 X 4 SPF Stud
REACTIONS
(Ib/size) B=933/0-3-8, F=933/Q-3-8
Max Horz B=-237(load case 3)
Max UpliftB=-192(load case 5), F=-192(load case 6)
110434661
22-0-0
5-7-10
1'-11i
0.11-4
Scale'" 1:51.0
F
G 10
o
3x6M1120=
FORCES (lb). Maximum Compression/Maximum Tension
TOP CHORD A-B=O/27, B-C=-1239/211, C-O=-1091/282, D-E=-1091/282, E-F=-1239/211, F-G=0/27
BOT CHORD B-J=-162J944, I-J=-7/641, H-I=-7/641, F-H=-77/944
WEBS C-J=-280/226, D-J=-133/456, D-H=-133/456, E-H=-280/226
~)O~oEb~'aoced '001 "ve load, have beeo coos'de,ed 1m th" des'gn / lU..iA..-----
2) Wind ASCE 7-02, 90mph, h=25ft, TCDL=6 Opsf, BCDL=6 Opsf, Category lJ, Exp C, enclosed, MWFRS gable end zone, cantIlever left and ~Jl
fight exposed end vertIcal left and fight exposed, Lumber DOL=l 33 plate grip DOL=l 33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint Band 192 Ib uplift at joint
F.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI1.
LOAD CASE(S) Standard
\\\\\lllllltlflll
\\\ - W - III
",\ -:-\\ . MIL.. ////
...' 00 .~..... f.$';, //
...' 0 "~~'\STE:'""" ~ ~
~ ""<c-G ft~.. -::.
:::....0;- 0\ ~
::: (NO.1 0403322 j ::
. " . . :::
~ ~..... STATEOF /,1}: g
-::. -0. I -. ~.:::
-::. ^' .... NDIA~t>-..~" ~ ""
~ $'..5' ............. 0' ,.:::-
///// SIGNAL 'i::.~ "",
1III \\"
111111111\\\\
Ma 31 2006
A WARNING - Verify de,,1gn parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MJI-7473 BEFORE USE.
Design valid for use ono/with Mirek connectors. This design is based only upon parameters shown. and is for an individual building componenl.
Applicablrtty of de:.ign poromenten and proper incorporation of component is responsibiity of building de:;igner _ nollruss designer. Bracing shown
is fO( Ioteral support of individual web members only. Additional temporory bracing to insure ,;Iabir.ty during construction is the respomibTlHy of the
erecta. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control. staage. defivery, erection and brocing. consult ANStjTf'1l Quolity Criteria, OS&-&i' and acSll &uildlng Component
Sotety Infolmcrllon available tram Truss Plate Institute. 5B3 D'Onolrio Drive, Modison. WI 53719.
14515 N. Outer Forty. ..
Suite #300
Cheslerfield,M063017
IaII
MiTek-
Job
Truss
Truss Type
Qty
Ply
Ryland Mayfield A
Q1770506
Ml
GABLE
3
Job Reference 0 lional
6.200 s Oel18 2005 MiTek Industries, Inc. Wed May 3114:24:05 2006 Pag 1
CARTER-lEE BUILDING COMPONENTS, MOORESVILlE, IN 46158
4x4M1I20=
1-6-0
1-6-0
B
3-0-0
1..0-0
A
~
2x4M1J20=
3-0-0
3-0-0
1.5x4M1I20 II
2x4M1I20-
Plate Offsets X
AO-2-60-1-0 C:O-2-60-1-0
LOADING (pSf)
Tell 20.0
TCDL 10.0
BelL 0.0
BCDl 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003rrPl2002
CSI
Te 0.05
Be 0.03
WB 0.01
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(Tl)
in
nia
nia
0.00
(Ioc)
t/defl
nia
nla
nla
Ud
999
999
nia
c
LUMBER
TOP CHORD 2 X 4 SPF NO.2
BOT CHORD 2 X 4 SPF NO.2
OTHERS 2 X 4 SPF Stud
BRAGl NG
TOP CHORD
BOT CHORD
Sheathed or 3-0-0 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) A=74/3-0.0, C=74/3-0-0, 0=91/3-0-0
Max HorzA=-50(!oad case 3)
Max UpliftA=-24(load case 6), C=-23(load case 6)
Max GravA=74{load case 1), C=74(load case 1), 0=93(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-51/31, B-C=-51126
BOT CHORD A-D=-13/29, C.D=-13f29
WEBS 8-0=-54/15
NOTES
1) Unbalanced roof live loads have been considered for this design.
2} Wind: ASCE 7-02; 90mph; h=25tt; 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
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonnal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per AN$lfTPI1-2002.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint A and 23 Ib uplift at joint C.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced
standard ANSlfTPI 1.
LOAD CASE(S) Standard
11043466
Scale'" 1:10,8
~
.;,
"
PLATES
MII20
GRIP
197/144
Weight: 10 lb
\\\\\\lIIII/JII//
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Ma 31 2006
A. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1IIII-7473 BEFORE USE.
Design va~d lor use only with Mi1ek connectors. This design is based only upon parameters shown, and is Tor on individual building compOnenT.
AppHcobir.ly of design poramenTers and proper incorporaHon of component is responsibility 01 building designer _ not Irll55 designer. Bracing shown
is for lateral supporl of individual web members only. Additional temporary bracing to insure stability during construction is Ihe respansibillity of the
erector. Addilional permanenl bracing aT the overall structure is The responsibility 01 the building designer. for general guidance regarding
fabricaTion. quality conTrol, slorage. de~very, eredion and bracing. consu~ ANSI/TPI1 Quality CriTeria, OSII.89 ClOd BCSI1 Building Compon.nl
Safely Informaflon available from TNSS Plale Inslilule, 583 D'Onofrio Drive. Madison, WI53719.
14515 N, Outer Forty, ___
Suite #300
Ch"',,",Id.M063017 Mil
MiTek-
Job
Truss
Truss Type
Oly
Ply
Ryland Mayfield A
Ql770506
M2
COMMON
12
11043466
4x4M1I20=
Job Reference 0 lional
6,200 s Oel18 2005 MiTek Industries, Inc. Wed May31 14:24:052006 Pag 1
CARTER LEE BUILDING COMPONENTS, MOORESVILlE, IN 46158
1-6-0
1-6-0
B
3-0-0
1-6-0
~
Scale = 1:10.8
M
~
6
f2x4.~m..,n
1-6.0
1-6-0
3.0.0 ..,v~ "":lOj=
1-6-0
DEFL In (Ioc) I/defl Ud PLATES GRIP
Vert(ll) -0.00 0 >999 360 Mlr20 1971144
Vert(Tl) -0,00 0 >999 240
Horz(TL) 0.00 C nla nla
Wind(LL) 0.00 A >999 240 Weight 10 lb
Plale Offsets (X ,V): fA:O-2-60-1-0 C:O-2-60-1.0
LOADING (pst)
TelL 20.0
TCDL 10.0
Bell 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1,15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003!TPIZ002
CSt
Te 0.04
Be 0.02
WB 0.02
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF NO.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Sheathed or 3-0-0 OC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) A=108/0-3-8, C=108/0-3-8
Max HorzA=-50{load case 3)
Max UpIiAA=-17(load case 6), C=-17(load case 5)
FORCES (tb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-97/21, B-C=-97/20
BOT CHORD A-D=-7/47, C-D=-7/47
WEBS B-0=0/62
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25tt; TCDl=6.0psf; BCDL=6,Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; lumber OOl=1.33 plate grip DOl=1.33.
3) This truss has been designed for a 10_0 pst bottom chord Jive load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint A and 17 Ib uplift at joint C.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced
standard ANSlfTPI 1.
lOAD CASE(S) Standard
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MaJ' 31 2006
A WARNING - Verify df'Sig" pg.1"llIJIeters Qnd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1IIII-7473 BEFORE USE..
Design va~d for use only vvi!h MiTek conneclcm. This design is based only upon parameters shown. and is lor an individuol building component.
Applicabiijty of design paromenlet> and proper incorporation of component is responsibi~ty oj building designer _ not truss designer. Bracing shown
is fOl" latero) support of individual web members only. Additional temporary bracing to insure stobility during conslruclion is the responsibimty of the
efeclor, Additionol permanent brocing of the OVefoll struclure is the responsibility ot the building designer. For genefol guidance regording
tabricotion, quality control. storage. delivery, ereclion ond brocing, consul! AN51{TPIl QVQlity CrilerfQ, 05B-81 Qnd BC5tl Bvndlng Component
Saf.ty Inlormation aVOIloble Irom Truss Plote Institute. 583 D'Onofrio Drive. Madison, WI 53719.
14515N_OulerForty. __e
Svitetl300
Ch"""'''.M063017 l1li1
MiTeka
Job
CARTER-LEE BUILDING COMPONENTS, MOQRESVILLE, IN 46158
Job Reference 0 Ilona!
6.200 5 Jul13 2005 MiTek Industries, Inc Wed May3114:44:56 2006 Page 1
110434664
Truss
Q1770506
POOl
Truss Type
SPECIAL
Ryland Mayfield A
6-4.8
6.4.8
12-9-0
6-4-8
4xBM1I20=
Scale = 1:29
c
SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION
DETAIL FOR CONNECTION TO BASE TRUSS
9.00 f12
31
o
3x6M1I20'i
1.5x4MII2011
12-9-0
12-0-15
CSI DEFL in (Ioc) lJdefl Ud
TC 0.35 Vert(LL) 0.01 E n/r 180
8C 0.28 Vert(TL) 0.02 E n/r 120
WB 0.12 Horz(TL} 0.00 D nla n/a
(Matrix) Wind(LL) -0.01 E n/r 120
10-B-11
0-8-1
Plate Offsets X Y: 8:0-1-120-1-8. 0:0-1-12,0-1-8
lOADING (pst)
TelL 20.0
TCDl 10.0
BeLL 0.0
SCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2003fTPI2002
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2 X 4 SPF No.2
2 X 4 SPF No.2
2X4SPF Stud
BRACING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lbJsize) 8=250/11-4-13,0=250/11-4-13, F=459/11-4-13
Max Harz B=137(load case 4)
Max Uplift B=-68(load case S), D=-80{load case 6), F=-45(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/12, B-C=-178/102, C-D=-178/82, D-E=0I12
BOT CHORD B-F=-27R5,D-F=-27RS
WEBS C-F=--282J89
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; 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.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint B, 80 lb uplift at joint
o and 45 lb uplift at joint F.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RB02.10.2 and
referenced standard ANSlfTPI1.
7) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
lOAD eASElS) Standard
A WARNlNG. Verify de.s;gn parameters and READ NOTES ON TIDS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE.
Design valid for use on~ wilh Mil e~ connedors, This design is based only upon parameters shown, and is lor on individual building component.
Appficabirrty of design paromentefS and proper incorporolion at component is responsibiity of building designer _ not Iruss designer. Bracing shown
is to( lateral suppori at individual web members only. Additional temporory brocing to imure liability d..xlng construction is the respan>ibilHy of the
erector. Additional permanent bracing or the overall structure is therespomibilily of the building designer. Far general guidance regarding
fabrication. quartly control. storage. dertvery, erection and bracing, consu~ ANSI/TPlI QUQlity CriterlQ, OSB-89 end BCSIl BuildIng Component
Sotely InlormQlion available from Truss Plate fnstitute, 583 D'Onofrio Drive. Madison. WI 53719.
liI~
o
3x6M1I20~
PLATES
MII20
GRIP
197/144
Weight: 36 Jb
~
\\\\\\\11111//111
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2 (NO. 10403322 \ ~
. . . .
:; ."... STATE OF ! '" 2
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May 31,2006
14515N, QuterForty, __.
Suite #300
Ch''',""Id. M063017 1\111
MiTek-
OCT 29, 2004
uii"
ilUi
STANDARD PIGGYBACK
TRUSS CONNECTION DETAIL
MiTek Industries, Inc.
* 2 x x 6'-0" SIZE TO MATCH
TOP CHORD OF PIGGYBACK.
ATTACHED TO ONE FACE OF TOP
CHORD WITH 2 ROWS OF 10d (0.131" X 3")
NAILS SPACED 6" a.c.
PIGGYBACK TRUSS
* ATTACH PIGGYBACK TRUSS
TO EACH PURLlN WITH
2 -16d (0.131" X 3.5") NAilS TOENAILED.
w
BASE TRUSS
SPACE PURLlNS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE
TRUSS (SPACING NOT TO EXCEED 24" a.C.l.
A PURLlN TO BE lOCATED AT EACH BASE TRUSS JOINT.
* FOR PIGGY BACK TRUSSES WITH SPANS < 12'
SCAB MAY BE OMMITED PROVIDED THAT:
ROOF SHEATHING TO BE CONTINUOUS OVER JOINT
(SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT)
* CAP CONNECTION IS MADE TO RESIST UPLIFT.
SEE MAXIMUM CONNECTION CAPACITI~S AND COMPARE WITH ENGINEERING DRAWING
CONNECTION CAPACITIES FOR SCABS, PURLlNS, AND SHEATHING MAY BE COMBINED WHEN
DETERMINING OVERAll UPLIFT CAPACITY.
ATTACH EACH PURlIN TO TOP
CHORD OF BASE TRUSS WITH
2 -16d (0.131" X 3.5") NAILS.
IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS:
REPLACE TOE NAILING OF CAP TRUSS TO PURlINS WITH GUSSETS
AS SHOWN, AND APPLY PURLlNS TO LOWER EDGE OF BASE
TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING.
* CONNECTION AS ABOVE
*
6" x6" X 1/2" PLYWOOD (or 7/16" OSB)
GUSSET EACH SIDE AT
EACH BASE TRUSS JOINT.
ATTACH WITH 3 ~ 6d (0.113" X 2") NAllS
INTO EACH CHORD FROM
EACH SIDE (TOTAL - 12 NAILS)
FOR LARGE CONCENTRATED LOADS APPLIED
TO CAP TRUSS REQUIRING A VERTICAL WEB:
VERTICAL WEB TO
EXTEND THROUGH
BOTTOM CHORD
OF PIGGYBACK
1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS
MUST MATCH IN SIZE, GRADE, AND MUST LINE UP
AS SHOWN IN DETAIL.
2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH
BOTTOM CHORD SO THAT THERE IS FULL WOOD
TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK
AND THE TOP CHORD OF THE BASE TRUSS,
3) CONCENTRATED lOAD MUST BE APPLIED
TO BOTH THE PIGGYBACK AND THE BASE TRUSS.
4) ATTACH 2 x_x 6'-0" SCAB TO EACH FACE OF
TRUSS ASSEMBLY WITH 2 ROWS OF 10d (a,131M X 3") NAILS
SPACED 6" Q,C. FROM EACH FACE. (SIZE AND GRADE TO MATCH
VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.)
(MINIMUM 2X4)
5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM
CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW
BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS
GREATER THAN 4000 LBS.
6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,
NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH
BASE TRUSS.
ST-PIGGY
ALL VALUES SHOWN BELOW ARE
BASED ON lOAD DURATION OF 1.33
MAXIMUM UPLIFT SCAB
CAPACITY USING (10)
10d (O.131" X 3") NAILS:
Syp =
SPF ==
OF:::
HF =
SPF-S ==
1409 LBS
1090 LBS
1290 LBS
1117lBS
957 lBS
MAXIMUM UPLIFT PURLlN
CAPACITY USING (2) 16d
(0. ~31" X 3.5") NAllS:
Syp ==
SPF ==
OF ==
HF =
SPF-S =
1 S5 LBS
79 lBS
122 LBS
83LBS
54 LBS
MAXIMUM UPLIFT SHEATHING
CAPACITY USING 1/2" SHEATHING
AND (2) 8d (0.131" X 2.5") NAILS:
SYP=
SPF =
OF =
HF =
SPF-S ==
109lBS
55 LBS
85 LBS
58 LBS
37 lBS
MAXIMUM UPLIFT GUSSET
CAPACITY USING 7/16" GUSSETS
AND (6) 6d (0.113" X 2") NAILS:
Syp :::
SPF =
OF =
HF =
SPF-S =
399 lBS
367 LBS
391 lBS
367 lBS
343 LBS
MAXIMUM UPLIFT SCAB
CAPACITY USING (20)
10d (0.131" X 3") NAILS:
Syp ==
SPF =
OF ==
HF =
SPF-S ==
2819 LBS
2181 LBS
2580 LBS
2234 LBS
1915 LBS
A WARNING. Verify de!Sign parameters and READ NOTES ON TmS AND INCLUDED MlTEK REFERENCE PAGE MH.7473 BEFORE US&.
O~n va~d for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component.
Appkability of de51gn POfOmenters and proper incorporotion of component is respansibWfy of building designer _ nal truss designer. Bracing shown
is for lateral supporl of individual web members only. Additional tempOfory bracing 10 insure stability during construction is the respomibilijty of the
erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. FOl" general guidance regarding
taoocation. quality control. storage. de'very. erection and bracing. consU~ ANSI/TPtl Quality Criteria. OSB-8'1 Qlld BCSll Building Componenl
Safety Information availabie from 1,u% Plate Imtitute. 583 O'Onofrio Drive. Madison. WI 53719.
~:;;:5#~,g~.'FOrty, _1__
Cheslerfreld, MO 63017
MiTek-
Job
Truss
Truss Type
01,
PI,
Ryland Mayfield A
Q1770506
T01
COMMON
11043466
CARTER LEE BUILDING COMPONENTS, MOQRESVllLE, IN 46158
2 Job Reference 0 lional
6.200 $ Del 18 2005 MiTek Industries, Inc. Wed May 31 14:24:062006 Pag
1"-111
0-11-4
5-32
5-3-2
10-0-0
4-8-14
4x8MI12011
14-8-14
4-8-14
20.0-0
5-3-2
Scale = 1:48.5
o
8.00112
F
~A B
10
o
4x10 M1I20'i J
MUS26
K
M
10x10M1I20=
N
H
G 0
P
Q
4x10MIf20''::-
4x6M1I20=
lOx10M1120=
6-10-2
6-10-2
13-1-14
6-3-13
20-0-0
6-10-2
Plate Offsets X
8:0-1-20-1-11 F:Ed eO-111
LOADING (pst)
TelL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code JRC2003fTPl2002
CSI DEFt in (loe) Ifdefl Ud PLATES GRIP
Te 0.68 Vert(ll) -0.13 F-G >999 360 MI120 197/144
BC 0.87 Vert{Tl) -0.31 F-G >772 240
WB 0.47 Horz(Tl) 0.05 F n/a nla
(Matrix) Wind(Ll) 0.07 F-G >999 240 Weight 200 Ib
BRACING
TOP CHORD Sheathed or 3-11-4 oc purlins
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 SPF No.2
2 X 6 SYP NO.1
2 X 4 SPF NO.2 ;Except;
C-I :2 X 4 SPF Stud, E-G 2 X 4 SPF Stud
REACTIONS
(lb/size) F=5801/0-3-8, B=5070/0-3-8
Max Horz B=223(load case 4)
Max UpliftF=-115{load case 8), B=-188(load case 7)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/30, B-C=~6696/158, C-D=-6569/204, D-E=-6594/217, E-F=-6721/170
BOT CHORD B-J=-18515470, J-K=-185/5470, K-L=-185/5470, I-L=-185/5470, I-M=-71/3779, M-N=-71/3779, H-N=-7U3779, G-H=-71/3779,
G-0=-85/5492, 0-P=-85/5492, P-Q=-85/5492, F-Q=-85/5492
WEBS C-I=-188/130, D-I=-138/3821, D-G=-156/3868, E-G=-190/132
NOTES
1) 2-ply truss to be connected together with 16d Common(.162"x3.5") Nails as follows'
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 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 (8), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-02; 90mph; h=25ft; 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.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint F and 188 Ib upfift at joint
B.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced
standard ANSlffPI1.
8) Use Simpson Strong-Tie MUS26 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 1-11-4 from the left end to connect
truss(es) T06A (1 ply 2 X 4 SPF) to back face of bottOm chord.
9) Fill all nail holes where hanger is in contact with lumber.
\\\\\\111//111111
\\\ Will
",\ ~\ - MIl..' . lilt
" 00. ......... ('J:-..~
~ ':) .... \ST.€:" ....''-'? .~
" ,"<G:-G ft~.. -;.
:::"0 0\ '"
:= {NO.1 0403322'j ~
::. . . . .
'" :l, \. STATE OF ./ /I: 2
-;:. '0' I. . /;V .....
-;. ^' .... NDIA~~"" ~v $
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Ma 31 2006
Continued on a e 2
I
A WARNLNG - Verify design p4rllmeurs and READ NOTES ON TJUS IIND INCLUDED MITEK REFERENCE PAGE MlI-7473 BE:fORE USE.
De~ign va~d for use only with MiTek connectors. This de5ign i~ based only upon parameters shown, and i~ to( an indTvidual buiidTng componenl.
Appticabi~ty of design poramenter~ or>d proper incorporatioro of component is responsibmty of building de~igner _ not truss designer. Bracing shown
T, lor Iaferal5uPPort of indiVidual web rnember~ only. Additlonai temporary bracing 10 insure stability dUring construction is the respon5Tblllity of the
erector. Additional permanent bracing of the overoM structure is the responsibility of the buiiding designer. For genefat guidance regarding
fabrication, quality control, ~toroge, derrvery, erection and bracing. consult ANSlnrn QUQlity entenCl, OS8.89 and 8Cstl 8uilding Component
Safety Information avoilable tromTruss Ptate Institule. 583 D'Onofrio Drive, Madison, WI53719.
14515N.OuterForty, __
Suite #300
Cho,'o""'d. MQ 630171i111
MiTek-
Job
Truss
Truss Type
COMMON
Oty
1
pty
Ryland Mayfield A
01770506
T01
11 043466
CARlER LEE BUILDING COMPONENTS. MOQRESVILLE,IN 46158
2 Job Reference (ooliona/l
6,200 s Oct 18 2005 MiTek Industries, Inc. Wed May 31 14:24:062006 Pag 2
NOTES
10) Hanger(s) or other connection device(s) shall be provided suffrcienUo support concentrated load(s} 1391b down and 76lb up at 0-1-12.913 Ib down and 26 Ib up at 3.11-4,913
Ib down and 251b up at 5-11-4, 9131b down and 26 tb up at 7-11-4,913 Ib down and 261b up at 9-11-4, 9131b down and 261b up at 11-11-4,913 Ib down and 261b up at
13-11-4,913 Ib down and 261b up at 15.11.4, and 913lb down and 26lb up at 17-11-4, and 9331b down and 14 Ib up at 19-10-4 on bottom chord. The designfselection of sue
connection device{s) is the responsibility of others.
LOAD CASE(S) Standard
1) Regular: lumber Increase=1.15, Plate Increase=L 15
Uniform Loads (pit)
Vert A-D=-60, D-F=-60, B-F=-ZO
Concentrated loads (Ib)
Vert F=~933(B) B=-139(B) H=~913(B) J=~850(B) K=~913(B) L=~913(B) M=~913(B) N=~913(B) O=~913(B) P=~913(B) O=~913(B)
A WARNING - V....-vy design param..u.r. Ilnd REAP NOTES ON TInS AND INCLUDED MITE!{ REFERENCE PAGE MII-7473 BEFORE USE.
De5ign valid (or u~ only wi/tl MiTek conned0f5. rhis design IS based only upon P<Namele~ 5howl'l. and i5 IOf an individlJO! building component.
App~cobiijty of design poramenters and proper incorporation of component is fesponsibi~ty of building designer _ not truss design€!(. Bracing shawn
is for lateral supporl of individuol web members only. AddItional temporal'i bfacing to insure stability during construction 15 the responslbimty of the
erector. Additional permonent bracing of the overall structure is the responsibility of the buitding designer. For gen€!(ol guidance regarding
fabrication, quality control, storage, denvery. erection and bracing, consult ANSI/lPI1 Quellty Criterio, 058-89 end 8CSll Building Component
Solely tnformellon available from Truss Plote tnstitute, 583 D'Onofrio Drive, Madison, WI 53719.
14515 N. Ouler Forty, _*
Suile#300
C"'''''''"..M06J017 .1
Mirek-
Job
Truss
Truss Type
Qly
Ply
Ryland Mayfield A
Q 1770506
T02
GABLE
11043466
CARTER-LEE BUILDING COMPONENTS, MOORESVlllE, IN 46158
Job Reference 0 lional
6.200 s Oct 18 2005 MiTek Industries, Inc. Wed May 3114:24:06 2006 Pag 1
r"-111
0-11-4
10-0-0
10-0-0
20-0-0
10-0-0
10-111
0-11-4
4x4M1I20=
Scale = 1:46.6
H
8.00 f12
G
K
F
l
E
M
o
N
C
o
3x4 MU20:::: AE
AD
AC
AB
AA
z
y
x
w
v
U T S
3x6M1120=
R
3x4M1I20=
LOADING {psf}
TelL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003fTPl2002
20-0-0
20-0-0
eSI DEFl In (Ioc) Ildefl Ud PLATES GRIP
TC 0.09 Vert(LL) -0.00 Q n/f 180 MII20 197/144
Be 0.04 Vert(TL) -0.00 Q nlf 120
WB 0.12 Horz(Tl) 0.00 P n/a nla
(Matrix) Wind(LL) 0.00 Q n/r 120 Weight 108lb
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4 SPF NO.2
2X 4 SPF NO.2
2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) B=148/20-0-0, Y=92/20-0-0, Z=105/20-0-0, AA=107/20-0-0, AB=106/20-0-0, AC=109/20-0-0, AD=97/20-0-0,
AE=138/20-0-0, X=105/20-0-Q, W=107/20-0-0, V=106/20-0-0, U=109/20-0-0, S=97/20-0-0, R=138/20-0-0,
P=148/20-0-Q
Max HorzB=-216(load case 3)
Max UpliftB=-61 (load case 3), Z=-26(load case 5), AA=-55(load case 5), AB=-48(load case 5), AC=-48(load case 5),
AD=-49(load case 5), AE=-59(load case 5), X=-20(load case 6), W=-57(load case 6), V=-48(load case 6),
U=-48(load case 6), S=-49(load case 6), R=-57(load case 6), P=-13(load case 4)
Max GravB=148(1oad case 1), Y=143(load case 6), Z=1 07(load case 9), M=108{load case 9), AB=106(load case 1),
AC=109(load case 9), AD=97(load case 9), AE=138(load case 9), X=1 07{load case 10), W=108(load case 10),
V=106(load case 1), U=109(load case 10), S=97(load case 10), R=138(Joad case 10), P=148(load case 1)
FORCES (Ib) - Maximum Compression/Maximum Tension ~
TOP CHORD A-B=0/26, B-C=-193/138, C-O=-145/123, D-E=-117/121, E-F=-87/117, F-G=-57/126, G-H=-38/160, H-I=-37/176, I-J=-37/17
J-K=-38/140, K-L=-37/92, L-M=-37/58, M-N=-39/44, N-O=-67/45, 0-P=-112158, P-Q=0/26
BOT CHORD B-AE=-34/146, AD-AE=-34/146, AC-AD=-34/146, AB-AC=-34/146, M-AB=-34/146, Z-AA=-34/146, Y-Z=.34/146,
X-Y=-34/146, W-X=-34/146, V-W=-34/146, U-V=-34/146, T-U=-34/146, S.T=-34/146, R-S=-34/146, P-R=-34/146
WEBS I-Y=-127/0, H-Z=-80/42, G-AA=-81f71, F-AS=-80/64, E-AC=-81/65, D-AD=-73/61, C-AE=-102/85, J-X=-80/36, K-W=-81f73,
L-V=-80/64, M-U=-81165, N-S=-73f61, O-R=-102/83
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; 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.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSlrrPI 1-2002.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 1.5x4 MIl20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift al joint S, 26 Ib uplift at joint Z, 55
Ib uplift at joint AA, 48 Ib uplift at joint AS, 48 Ib uplift at joint AC, 49 Ib uplift at joint AD, 59 Ib uplift at joint AE, 20 Ib uplift at joint X, 57 Ib
uplift at joint W, 48 Ib uplift at joint V, 48 lb uplift at joint U, 49 Ib uplift at joint 5, 57 lb uplift at joint Rand 13 Ib uplift at joint P.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced
standard ANSlrrPI1.
Continued on a e 2
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Ma 31 2006
A WARNING - Verify design parameter.. G.nd READ NOTES ON TmS AND INCLUDED MlTEK REFERENCE PAGE M11-7473 BEFORE USE.
Design vafid lor use only with MiT ek connectors. This design is based only upon parameters shown, and is lor on individual building component.
AppkabifJty of design paramentet> and proper incorporation 01 component is responsibifity of building designer _ not truss deligner. Bracing shown
is lor klteral support of individuat web members only. Additianollemporary brocing 10 insure stobirltyduring constllJclion il the responsibillity of the
ereclor., Add.tional permanent bracing of the overall structure I, the relponsibllity of the bUilding deSigner. FOf'generol guidance regarding
lobricahan. quaflty control. storage, deivery. erection and brodng. consult ANSI{ll'11 Quality Criterlo. DS&-89 ond BCSI1 Building Component
Safety Inlo.matton avoiloble IromTrusl Plole Inshtute, 583 D'Onolrio Drive, Madison, WI 53719.
14515N.OuterForty, __e
Suile#300
C""""",M063017 mil
Mirek-
Job T",,, Truss Type Oly Ply Ryland Mayfield A
11043466
Q1770506 T02 GABLE 1 1
Job Reference (optionall
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 6.200 s Oct 18 2005 MiTeklndustries, Inc. Wed May 31 14:24:062006 P8g
LOAD CASE{S) Standard
2
A WARNING - Verify d....ign parameters Clnd READ NOTES ON THIS AND INCLUDED IflTEK REFERENCE PAGE Mll-7473 BEFORE USE.
Delign voUd for u~e only with M1 ek connectors. This design [s based only upon parameters shown. and is for on individual building componenl.
Appkobility of design poramenters and proper incorporation 01 component is fesponsibi~ty of building designer _ not truss designer. Bradng shown
is fOf lateral suppol1 of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibilijly of the
erector. Additional permanent bracing ot the overall strudure is the responsibirllyat the building designer. for general guidance regarding
fabricalion, quality control. slOfoge. deivery. eredion and bfacing, cansun ANSljTPtl Quality Criteria, 058-89 and 8CStl Building Component
Safety Information avoilable trom Truss Plate Institute. 58J D'Onofrio Drive. Madison, WI 53719.
14515N.OuterForty, __II
Suite #300
Cho'''.o/d,M063017 ml
MiTek"'
Job
Truss
Truss Type
Q1770506
COMMON
Qly
3
Ply
Ryland Mayfield A
T02A
11043466
Job Reference oRllonaJ
6.200 s Oct 18 2005 MiTek Industries, Inc. Wed May 31 14:24:072006 Pag 1
CARTER-LEE BUILDlNG COMPONENTS, MOORESVlllE, IN 46158
1"-111
0-11-4
5-1-10
5-1-10
10-0-0
4-10-6
14-10-6
4-10--6
20-0-0
5-HO
4x6MII20 II
D
.~ B
dA
8.00[12 '.5x4MI!20\\
3x6M1I20=
H
3x4M1120=
3x6M1120=
3x4M1120=
6-9-2
6-9-2
13-2-14
6-5-13
20-0-0
6-9.2
Plate Offsets (X,Y): [8:0-6-2.0-0-61. rF:O-6-2,Q-O-61
LOADING (pst)
TeLL 20.0
TCDl 10.0
BelL 0.0
SCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code IRC2003fTPI2002
CSI
Te 0.25
Be 0.38
WB 0.12
(Matrix)
DEFl
Vert(LL)
Vert(TL)
Horz(TL)
Wind{ll)
;n
-0.05
-0.14
0.03
0.04
(lac)
B-J
B-J
F
B-J
l/defl
>999
>999
nfa
>999
Ud
360
240
nfa
240
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4 SPF No.2
2 X 4 SPF No.2
2 X 4 SPF No.2 *Excepl*
C-J 2 X 4 SPF Stud, E-H 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Shea1ned Of 5':~.12 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (tb/slze) 8=853/0-3-8, F=853/0-3-B
Max HorzB=-216{load case 3)
Max UpJif18=-179(load case 5), F=-179(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/27, B-C=~1118/189. C-D=-983/254, D-E=-983/254, E-F=-1118f189, F.G=Of27
BOT CHORD B-J=-143/849, I-J=-4/579, H-I=-4/S79, F-H=-67/849
WEBS C-J=-250/204, D-J=-119/409, D-H:::-119/409, E-H=-250/204
NOTES
1) Unbalanced foof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint Band 179 Ib uplift at joint
F.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIITPI1.
LOAD CASE(S) Standard
10-111
0-114
Scale = 1:49,3
10
o
3x6MI12QO::;
PLATES
M1I20
GRIP
197/144
Weight: 78 Ib
\\\\\111111111111
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~ 1 \. . STATE OF ./$ g
% O~::"'.(~DI.A~!;,,"~~0 .f
// ,~S: ......... 0~ "
////1 SIONAL t:.~ ,....','
III ,\\
II/lI/HIlIII\\
Ma 31 2006
A WARNING - Verify design p<lmmetl!rs <lnd READ NOTES ON TlUS AND INCLUDED MITEK REFJ!;RENCE PAGE MlI-N73 BEFORE USE.
Design valid for use only with Mitek connector>. This design is based an~ upon parameters shown. and is for on individual building component.
Approcobi~ty of design poramenters and p.-ope{ lrICe<pofolion 01 component is responsibility of building designer _ not trull designer. Bracing shown
is tor Ioleral wpporj at indIVIdual web members only. AddItional temporOl)' bracing to insure stabi,ty during construclion IS lhe respansibil~ty of thE'
erector. Additional permanent brocing of the overollslruclure is the responsibility 01 the building designer. For general guidance regarding
fabrication, quality control. storage. delivery, erection and brodn!;l. consult ANSI/TPIl Quality Criteria. DSB-89 and BCSIl Building Component
Solely 100lormgffoOl available from Truss Plate Institute, 583 D'OnofriO Drive, Madison, WI 537t9.
14515N.OularForty, __1II
Suiteff3-00
Ch""""'.M063017 MIl
MiTek-
Job
Truss
Truss Type
Qty
Ply
Ryland Mayfield A
Ql770506
T03
COMMON
7
11043466
CARTER-LEE BUILDING COMPONENTS, MOORESvrLLE, IN 46158
Job Reference 0 Iianal
6.200 s Oct 18 2005 MiTek Industries, Inc. Wed May31 14:24:072006 Pag 1
-0-11-4
0-11-4
5-0-0
5-0-0
10-0-0
5-0-0
10-11-4
0-114
4x4MJl20::;:
Scale = 1:26.7
o
8.00[12
C
E
3xBMII2011
4x4M1J2Q-:/
H
1.5x4M1120 II
5-0-0 10-0-0
5-D-D 5-O-D
CSI OEFl in (Ioc) IIdefl Ud
TC 0.18 Vert(LL) -0.01 F-H >999 360
BC 0.18 Vert(Tl) -0.03 F-H >999 240
WB 0.08 Horz{Tl) 0.01 F nla nla
{Matrix) Wind(Ll) 0.D1 B-H >999 240
G I~
~
B
3xBMII20 II
Plale Offsets X
8:0-5-40-1-5 . F:O-5-4 0-1-5
LOADING (pst)
TelL 20.0
Teal 10.0
BelL 0.0
SeOl 10.0
SPACING 2+0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003ITPl2002
PLATES
MU20
GRIP
197/144
Weight: 43 Ib
LUMBER
TOP CHORD
BOT CHORD
WEBS
SLIDER
2X4SPFNo.2
2 X 4 SPF No.2
2 X 4 SPF Stud
left 2 X 6 SPF No.2 3-0-4, Right 2 X 6 SPF No.2 3-0-4
BRAe ING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 8:::456/0-3-8, F=456/0-3-8
Max Horz8:::121(load case 4)
Max UpliftB:::-108(load case 5), F==- 108(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=OI7, B-C=-440177, C-D=-3551100, D-E=-355/99, E-F=-439177, F*G=OI7
BOT CHORD B-H=-6/295, F-H=-6/295
WEBS O-H=O!207
NOTES
1) Unbalanced roof live loads have been considered for this design_
2) Wind: ASeE 7-02; 90mph; h=25fl; 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.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical conneclion (by others) of Iruss to bearing plate capable of withstanding 108 Ib uplift at joint Band 108 lb uplift at joint
F.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and Ra02.1 0.2 and referenced
standard ANSlrrPI1.
LOAD CASE(S) Standard
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Ma 31 2006
A WARNlNG - VertfY design pANUn.eters And READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 BEFORE USE.
Design yard for use onty'Nith M1ek connectors. Thls design is based onff upon parameters shown. and is lot on individuat buitding component.
App~cabmty 01 design pa'amenters and proper incorporalion of component is responsibility of buitding designer _ not truss design"". Bracing shown
is far laterat support of individual web members only. Additional temporary bracing 10 insure stabiuty during construction ls the responsibimfy of the
erector. Additionat permanent bracing ot the overall slruclure is the responsibilify of the building designer. For general guidance r,,-garding
fabricalion, qualify control. slorage. delivery, erection and bracing. consutt AN5t/TPIl Quatify Criteria, D58-89 and 8CSfl Building Companent
Safety Information availabte framTruss Plate tnstitute, 583 D'Onofrio Drive. Modi~n. WI S17\9.
14515N.DuterForty, _.
Swte#300
Cho'''''old.M063ll17 aill
MiTek"
Job
Truss
Truss Type
Oty
Ply
Ryland Mayfield A
Ql770506
T04
HIP
11043466
CARTER-LEE BUILDING COMPONENTS, MOORESVllLE, IN 46158
Job Reference 0 lional
6.200 s Qel18 2005 MiTek Industries, Inc. Wed May31 14:24:072006 Pag
-0-11-4 9-3-11
0-11-4 0-3-11
5""
4-8-5
9.8.5
4-8.5
1"""1 10-11~
0-3-11 0-11-4
Scale = 1:19,6
5x6M1I20=
5x6MII20=
8.00 [12 1.5x4Mtl2011
C 0 E
I
l~ ~
I
Sx8M1I20::::
1.5x4M1I2011 1,5x4M!l20 II
Plate Offsets X
5-0-0
5-D-O
C:O-3-12 0-2-0 LrE:O-3 12.0-2-0J
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPIZ002
CSI
Te 0.39
Be 0.20
we 0.58
(Matrix)
10-0-0
5-0'{)
DEFL in (Ioc) IIdefl Ud PLATES GRIP
Vert(LL) .0.08 I >999 360 Mlr20 197/144
Vert(Tl) -0.20 I >594 240
Horz(Tl) 0.00 H n1a n1a
Wind(ll) 0.10 I >999 240 Weight: 38 Ib
LOADING (psf)
Tell 20.0
TCDl 10.0
BCll 0.0
BCDL 10.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4 SPF No,2
2 X 4 SPF No,2
2 X4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Sheathed or 4-6-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) J=447/0-3-8, H=453/0-3-8
Max HorzJ=-28(load case 6)
Max UplifU=-126(load case 4), H=-127(load case 3)
Max GravJ=449(load case 9), H=456(load case 10)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/36, B.C=-214/99, C-0=-1332/422, D-E=-13321422, E-F=-218/100, F-G=0/36
BOT CHORD I-J=-26/28, H.I=O/O
WEBS 0-1=-334/213, 8-J=-395/142, F-H=-401l143, C-I=-417/1349, E-I=-416/1349
NOTES
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6_0psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
right expOSed; end vertical left and right exposed; Lumber DOl=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pSf bottom chord Jive load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint J and 127 Ib uplift at joint
H
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI1.
LOAD CASE(S) Standard
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~/ ~& ............. 0" ,.:::-
///// SIONAL 'C.~, \\",
lIlt \\\
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May 31.2006
A WARNING - Verif.II design lXU'Am.c:ter. and READ NOTES ON THIS AND INCLUDED JaTEK REFERENCE PAGE Mll.7.73 BEFORE USE.
Design void fOf UIe only with Mlek connecfQf1O, This design is bmecf only upon parameters Joown, and is fO<" on individlJOl building component.
App5cobi~ty of deJign poromen!ers and proper inco{poro~on of component is respanJibiily of building deJigner _ not, truss deJigner. Bracing lhown
is fO<"Io!erollupporl of Individual web members only. Additional tampO<"ory bracing 10 Im.....e stabib1y during comtruct.on is the responllbilUly 01 the
et'eclor. Additional permanent bracing of the overall sfrvctvre is the rasponJibmly 01 the bvilding designer. For general gvidance regarding
fabricofion. qva~1y control. stolOge. delivery, erection and bracing. consul! ANSI/TPl1 Quality Criteria. OSB.a9 and BCSll Buildlng Component
Scd.ty lnlormaflon available trom Truss Plale In~ltute. S83 D'Onofrio Drive. w.odison. WI 53719.
14515N.OvIerForty, _ fa
Suite #300
Ch""'.d. MO "017 MIl
MiTek-
Job
Truss
Truss Type
Qly
Ply
Ryland Mayfield A
01770500
T06A
COMMON
11043467
CARTER~lEE BUILDING COMPONENTS, MOORESVlllE, IN 46158
Job Reference 0 Uonal
6,200 s DellS 2005 MiTek. Industries, Inc. Wed May 31 14:24:082006 Pag
5-7-10
5-7-10
110-0
5-4-6
164-6
5-4-6
22-Q-o
5-]-10
1'.l1i
0-11-4
4x6MII20II
Scale = 1:50.3
c
A
800 [12
1.5x4MI!20\\
~
E
F 10
o
3x8MU20=
3x4M1I20=
H G
3x6 M1l20= 3x4 M1I20::::
14~-14
7-1-13
3x8M1l20=
Plate Offsets X
7-52
7-5-2
AO-8-20-0-10 E:O-8-20-0-10
22-0-0
7-5-2
LOADING (pst)
TelL 20.0
TCOL 10.0
BelL 0.0
BCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1,15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI DEFL in (Ioc) Udefl Ud PLA lES GRIP
TC 0.33 Vert(LL) -0.07 A-I >999 360 MU20 197/144
BC 0.47 Vert(TL) -0.22 A-I >999 240
WB 0,17 Horz(TL) 0.04 E nla nfa
(Matrix) Wind(LL) 0_06 A-I >999 240 Weight: 84 Ib
BRACING
TOP CHORO Sheathed Of 4-10-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X4 SPF No.2
2 X4 SPF No.2
2 X 4 SPF No.2 'Except"
B-12 X 4 SPF Stud, D-G 2 X 4 SPF Stud
REACTIONS
(Ib/size) A=870/Mechanical, E=938/0-3-8
Max HorzA=-244(load case 3)
Max UpliftA=~ 141(load case 5), E=-193(load case 6)
FORCES (Ib) ~ Maximum Compression/Maximum Tension
TOP CHORD A~B=-1240/221, B-C=-11111292, C-D=-1099/283, D~E=-1247/213, E-F=O/27
BOT CHORD A-I=-172/967, H-I=-10/648, G-H=-10/648, E-G=~80/951
WEBS B-I=~294/232, C-I=~143/476, C-G=-133/456, D.G=-280/226
1) Unbalanced roof live loads have been conSidered for this design
:Q~:: ASCE 7-02, 90mph, h=2511, TCDl=6 Opsf, BCDl=S Opsf, Categor; II, Exp C, enclosed, MWFRS gable end zene, can1,lever left an~
right exposed; end vertical left and nght exposed; Lumber DOL"'1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint A and 193 Ib uplift al joint
E.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced
standard ANSlfTPI 1.
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Ma 31 2006
LOAD CASE(S) Standard
A WARNING. Verify des;gn panzmeter$ and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ.7473 BEFORE USE.
Design vaijd for use only with /vIIlek connecl0r5. This design is based only upon parometel'S shown. and is for an individual building component.
App~cabiijly of design paramenters and proper incorporation at component is responsibi~ty of building designer _ not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stabilily during construction is the respom.lbil~ty of lhe
erector. Additionol permanent bracing ot Ihe ovevoll slfUc1uTe is ihe responsibiTIly of the building designer. For genera) guklance regarding
fabrication, quafJly control. storage. deivery. erection and bracing. consult ANSI/TPI1 Quality Crileria, OSe.89' and BCSl1 B-uirdlng Compon.'ll
Safety lnformgflon available from Truss Plate Institute, S83 a'Onolria Drive, Madison, WI53719.
14515N_OuterForty, __e
Suite #300
Cheslemeld,M063017
i411
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