HomeMy WebLinkAbout07050134 Resubmittal Info
ENCOMPASS NOTEPAD - OS/29/07
NOTES FOR: 07050134 BLDG 1 - PR
DATE TIME NOTE TEXT
2007-05-22 07:47:42 need stamped drawings for trusses. Left
message for Doug Mccart at 7:45 am
2007-05-29 16:07:14 drawings recieved were not stamped.
talked to Doug. he will re-submlt.
5/29/07 BEL
TOTAL LINES OF NOTES:
PAG~ 1
OPERATOR
whohlt
bliggett
BUILDER
RE-SUBMITTAL
. '()M0~E:~.A.S@D FOR CONSTRUCTION
(.1\14 I I <,&~.J; . t.IOc.a:nPliance with all regulations
p. Ill.:?'--'- : of State and Local Codes.
A"./ ~. EPT' Fa' .
p' 01 . : 0 A . - P
-----INDIANA
rn) ~ CC' f_~_ :-1' ,~;; ~-:~; ;r--'.-)
~~ .: :"0 ~J~I
For Incomplete permit submittals
I Name of Reviewer:
,
BUILDER NAME: ~\\vt<r1~O",^,Z \-\'CJV"'\L'S
Contact #: '3L-lri-, \x'7 s:
Project Address:
Lot & Subdivision: d \ A'v:}(v--d-LL-v--.. ~vx:l
Comments: ~-ec\e ~ -tv-us '5 d€'ic,~ \ '\
~v (Ju~ -.rettue-s-\-
.
Re-Review Fees: Residential $138.50 0
Commercial $277.50 0
s/permits/FonnsIRe-Submittal for Review
Mii@
MiTek"
POWER TO PERFORM.'''
MiTek Industries, Inc.
14515 North Outer Forty Drive
Suite 300
Cheslertield, MO 63017-5746
Re: J0970507
00
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by emicr Lee Building Components.
Pages or sheets covered by this seal: 1\2103932 thru 1\2103986
My license renewal date for the state of Indiana is July 31,2008.
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May 10,2007
Uu, Xucgang
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSlrrPI-2002 Chapter 2.
Job
00
Truss
TnJssType
0970507
GO>
ROOF TRUSS
J bRefe nee Ii al
6AOO5 Feb 142007 MiTek Induslnes, Inc Thu May 10 13,04:572'007 Palle I
112103932
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE. IN 4615/l
[-10-01
'-0-0
6.6.0
~~O
13-00
~~O
4x4=
1.5x4 II
1.5x411 E
G
1000 f12
1.5x4 II D
~
p
o
N
M
3xall
1.5x411 1.5.411 1.5x41l 1.5x4 II 1.5.411 1.5x411 1.5.4
13-0-0
13-0-0
Plale Offsets X Y: 8:0-3-8 Ed e J:G-3-8.Ed e
LOADING (psI)
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
Gode IRC2003fTP120Q2
CSI
Te 0.09
Be 0.05
WB 0.08
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Hon(TL)
10
-0.00
0.00
0.00
(Ioe)
J
J
J
Ildetl
ole
ole
ola
Ud
120
120
ola
LUMBER
TOP CHORD
BOT CHORD
OTHERS
WEDGE
left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6.0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2X4SPFNo.2
2 X 4 SPF No.2
2 X 3 SPF No.2
REACTIONS (Ib/size) 8=174/13-0.0, J=174/13-0-0. 0=80113-0-0, P=109/13-0-0, 0=83/13-0-0, R= 175/13-0-0, N=109/13-Q-0, M=83/13-Q-O,
l=175/13-0-0
Max HorzB=179(load case 4)
Max UpliftB=-45(load case 3), J=-16(load case 6}, P=-43(load case 5), 0=-60(load case 5}, R=-100(load case 5), N=-39(load
case 6), M=-61(load case 6), l=-99{load case 6)
Max GravB=174(load case 1), J=174(load case 1), O=118(load case 6), P=111(load case 9). Q=83(load case 9), R=175(load
case 9). N=lll(load case 10), M=83(load case 1O),l=175(load case 1O}
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD A-B=Of32, B-C=-154/109, C-D=-79f86, D-E=-47/102, E-F=-471130, F-G=-47/122, G-H=-47/76, H-I="56f37, I-J=-102/57,
J-K=Of32
B-R=-271150, 0-R=-271150, P-Q=-27/150, 0-P=-27/150. N-0=-271150, M-N=-27/150, l-M=-27f150, J-L=-271150
F-0=-10210, E-P=-82/60, 0-0=-66/72. C-R=-125/125, G-N=-82156, H-M=-66f73. I-L=-125/124
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 ll; 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 to.o psf botlom chord live load nonconcurrent with any other live loads.
5) Gable requires continuous bollom Chord bearing.
6) Gable studs spaced at 1-4-0 oc.
7) One H2.5A Simpson SIrong-Tie connectors recommended to connect truss to bearing walls due to uplift atjt(s) B, J, P, 0, R. N, M, and L.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standardANSlrrPl1.
LOAD CASE(S) Standard
A WARNING - Verify de,,;!}n parn",eters and READ NOTES ON TIllS AND rNCLUDED lIflTEK REFERENCE PAGE 1If1I-7.f73 BEFOl(E USE.
Do~;gn valid lor "'e Only v.ilh MiTel conneclor~. lhi< design is based onty upon parameler~ shown. and is lor on ind,viduol bu~d'ng componenl.
ApplicobiOly 01 design paramenler! and proper incorpO<(llion of componenl is re'poruibilily 01 building dcsigne' . not If uS! designer. Brocing shown
is for kJteral supporl of individual web mombers only, Addilional lemporory bracing 10 imure \Iobi",y during ComlnJction ilThe rc,ponsibiMily ollt,'l
orcctor. AdditionalpQmlOrlent brocing of Ihe overolllhuclure i, Ihe ro!porllil)ilily 01 Ille building deligner. For general guidonce regarding
lobl-icalion. quality control. \Iorage. delivery, ere<:;lion and brocing, conlull ANSI!TPIl Quality Criteria, DSB.89 and BCSn Bu~dln!il ComponenT
Solely In/ormation ovoilable tram TruS! Platelrulitule. 583 D'Onofrio Drive. Madilon. WI 53719.
tlliHlj
l-().O
Scale" 1:39.4
3xsII
PLATES
MT20
GRIP
197/144
Weight: 581b
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May 10,2007
rd.'
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T4515N, OulerForty, SultellJOO
Cheslerlield,M06301l
Job
Truss Type
Truss
70501
Gel
ROOF TRUSS
112103933
1-10-01
1-0-0
13.:1!l
6-7-12
bReference 0 Ii nal
6400 s Feb 14 2001 MiTek Industries, Inc Thu May 10 1304:58 ZOO! Pa~e 1
I~
1-0-0
,
,
I
,
Scale=' 1:41.2
,
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
6-7-P
6-7-12
,,'
G
1.5x4 II
1.5x4f1F
10.00 Ii2
'.5x4 liE
1.5x4 II 0
i B
3xB II V
1.5x4
R
Q
Q
U
1.5x4
T
1.5x4
S
1.5x4
p
N
1.5x411 1.5x4
1.5x411 1.5x4
1.5x4
13-3-8
13-3-8
Plale Offsets X Y: 8:0-3-8 Ed e L:G-3-8 Ed e
LOADING (psf)
TelL 20.0
TCDL 10.0
BelL 0.0
SeDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap Stress Iner NO
Code IRC2003fTPl2002
m
-0.00
-0.00
0,00
CSI
Te 0,09
Be 0,06
WB 0,08
(Matrix)
DEFL
Vert{LL)
Vcrt(TL)
Horz(TL)
(loc)
M
M
L
Ildefl
ok
of,
ofa
Ud
120
120
ofa
LUMBER
TOP CHORD
BOT CHORD
OTHERS
WEDGE
Left: 2 X 4 SPF Stud. Right: 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing diroclly applied or 6-0-0 oc purlins_
Rigid ceiling direclly applied or 10-0-0 oc bracing.
2X4SPFNo.2
2 X 4 SPF No.2
2X 3 SPF No.2
REACTIONS (Ib/size) 8==147/13.3-8, L==147/13-3+8, R==82/13-3-8, S==104/13-3-8, T==106/13-3-6. U==112/13-3-8, V==81/13-3-6, Q=104/13-3-8
,P==106/13-3-8, 0==112/13-3-8, N==81/13-3-6
Max Horz8==183(load case 4)
Max UpliftB==-69(load case 3), L==-30(load case 4), S==-42(load case 5), T=-67(load case 5). U==-69(load case 5), V==-49iload
case 5), Q==-36(load case 6), P'='-69(load case 6), O==-69(load case 6), N==-46(load case 6)
Max GravB==147(load case 1), L==147(load case 1), R==122(load case 6), S==107(load case 9). T==107(load case 9). U==112(load
case 1), V==82(load case 9), Q==107(load case 10), P::107(load case 10), O=112(load case 1), N==82(load case 10)
FORCES (Ib)-
TOP CHORD
Maximum Compression/Maximum Tension
A-B==O/32, B-C'='-176f112, C-O==-124/97, O-E==-63f92, E-F==-48/107, F-G::-47f133, G-H::-47f125, H-I::-46f79, I-J=-46/41,
J-K==-72/46, K-L=-122f56, L-M::O/32
B-V==-28/152, U-V==-28/152, T-U==-28/152, 5+T=.28/152, R-S=-26/152, Q-R=-28/152, P-Q=-281152, 0-P=-28/152,
N-O==-28/152, L-N==-28/152
G-R==-105/0, F-S==+80f58, E.T==.811B4, D-U::-B2/B1, C-V::.68/81, H-Q=-BO/53, I-P=-81/86, J-0=-82f81, K-N=-68f78
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,Opsf: 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 ANSlfTPI1-2002.
4) This truss has been designed for a 10.0 psi bollom 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) One H2.SA Simpson Strong-Tie COnnectors recommended to COnnect truss to bearing walls due to uplift at jt(s) B, L, S, T, U, V, Q, P, 0,
and N.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.tO.2 and referenced
standard ANSlfTPI 1.
LOAD CASElS) Standard
A WARNING, V~ri.fY d"slgn p......m~!".-s and R.EI!.D NOTES ON TJlIS IlND INCLUDED MITEK REFERENCE PAGE Mll.'1473 BEFORE USE,
Delign "alid 10< use only wilh MiTe. conneclo<s. This delign ,is based only upon po-Ornel!!!l Shown.and" lor on ;ndi"iduol bvlding componenl
Applicabilily 01 oolOgn poramenterl and proper incO<po.'ohon 01 cOfl"'POJ'\enl is relpOrllIbilily 01 buildIng dellgner - nol tJ\)11 del/gflE'r, Bfac",g lhown
is 10' laleral suppall of ind;vidual web members only, AddilKmollempo<<;Iy bracing 10 insure slabi'ty during construction is lhe rcsponsibillily ollhe
erector. Addilional permanenl bracing 01 the oVCfalT struc1ure is Ihe responsibility of Ihe bu~ding designe'. For general guidance regarding
IClbricatian. quality control. storage, (tol,,,e.,.. erection and bracing, conlult ANSI/TPI1 Quo~1y Cril~rio. OS8-89 and BCSI! Bu~din9 Compon..nl
Sot~ty Information ovailol)le j'(Jrn hUI' Plaia Inslilute, 583 O'Onolrio Cl1ive, Modilon, WI 53719
L ['
M ~
3.811
PLATES
MT20
GRIP
197/144
Weighl:61lb
Kv1N]LiN1
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May r 0,2007
.1'
MiTek'
14515N. Outl!rForty, Suile#JOO
Chl!stl!rf,,,ld, M06JOT7
Job
Truss
Truss Type
Job Reference loolional
6400sf'eb 142007MiTek Induslries, IrlC ThuMayl0 13,OS,0020Q7 Pagel
11211]3934
00
J0970507
G"
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
_1_0_01
1-0-0
6~4-0
6.4-0
12-11-0
6-4-0
4x4 =
1.51(4 II
1.5x4 II E
10.00 f12
1.5x4 II 0
c
i
p
o
N
M
R
o
3x811
1.5x4111,5.4
1.5x4 II 1.5x4
1.Sx4
1.5.4
'.51(4
12-8-0
12-8-0
Plate Offsets X Y
8:0-38 Ed e J:O-3-8,Ed e
LOADING (psf)
Tell 200
TCDl 10,0
BelL 00
BCDL 10.0
SPACING 2-0-0
PJateslncrease 1_15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003fTPI2002
DEFL
Vert(LL)
Vert{TL}
Horz(TL)
(Ioc)
K
J
J
CSI
Te 0.09
Be 0.05
WB 0.07
(Matrix)
I!defl
"e
,Ie
"0
Ud
120
120
,'a
I,
-0.00
-0.00
0.00
LUMBER
TOP CHORD
BOT CHORD
OTHERS
WEDGE
Left: 2 X 4 SPF Stud. Right: 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiJing directly applied or 10-0-0 oc bracing.
2X4SPFNo.2
2X4SPFNo.2
2 X 3 SPF No2
REACTIONS
(Ib/size) B=169f12-B-Q, J=169f12-B-O, 0=80112-8-0, P=108/12-8-0, Q=-89/12-8-0, R=16'!112-8-0, N=1DBJ12-8-0, M=89J12-8-0,
L=-161/12-8-0
Max HorzB=175(load case 4)
Max UpliftB=-46(load case 3). J=-'6(load case 6), P=-43(load Cc"lse 5). Q=-63(load case 5), R=-92(load case 5}, N=-39(load
case 6), M=-64(load case 6), L=-90(load case 6)
Max GravB=169(load case 1), J=169(load case 1), 0=115(load case 6), P=110(load case 9), Q=89(load case 9), R=161(load
case 9), N=1lO(load case 10), M=89(load case 10), L=161(lond case 10)
FORCES (Ib)
TOP CHORD
- Maximum Compression/Maximum Tension
A-B=Of32, B-C=-151/106, C-0=-80/85, D-E=-48/99, E-F=-47/127, F-G=-47f119, G-H=-48/73, H-I=-54/37, I-J=-100/56,
J-K=Of32
B-R=-26/147, Q-R=-26/147, P-Q=-261147, O-P=-26/147, N-0=-26/147, M-N=-26/147, L-M=-26/147, J-L=-26/147
F-O=-99/0, E-P=-81160, 0-Q=-70/75, C-R=-116/117, G-N:=-81/56, H-M=-70176, I-L=-116/116
BOT CHORD
WEBS
NOTES
1) Unbalanced roof live loads have been considered lor 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 lor 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 ANSlfTPI '-2002.
4) This truss has been designed for a 10,0 psI 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) One H2.5A Simpson Strong-Tie connectors recommended \0 connect truss to bearing walls due to uplift aljt(s) B, J, P, Q, R. N, M, and L.
8) This truss is designed in accordance with Ihe 2003 International Residential Code sections R502.11.1 and R802,10.2 and referenced
standard ANSlfTPI 1
LOAD eASElS) Standard
A WARNING Verify deslgll p"ramde~s "rtd REA1J NOTES ON TlflS AND INO,UDED MITE/{ Ii.EFEIi.ENCE PAGE 1tfl1.7473 BEFOJU; USE.
De\ign valid lor ulG only wilh MiTek conneclOfI. lhil design is bmed only upon poromelers sllown. and is !or an individual buiiding componcni
Applicability 01 design porornenlefS and proper incorporolion 01 component i, responsibilily 01 building deligner - rlCI lruss de,igner_ Bracing shown
il lor 10lefOI supporl or individual web membe" Only. Addilionallemporory bracing 10 imure Itabilily during comlruction i, Ihe rmponlibillily ollhc
ereclOL .^ddilionol permonenl bracing olllle ovemll slructure il the re,pomibilily ollhe building deligner. for general guidance regording
labricalion. '1ualilycontrol. storage, delrvery, ereclion and bracing, con\ull A~SIITPI1 Quallly Crileria, 0511-89 and IICSlllluilding Campanenl
Solely lnrormolion available Irom TrUll Plole In,liIUle, 583 D'Onohio Drive, Madison. WI 53719.
;1.'\_8_01
1-0-0
SCilI~ = 1:38.5
3x811
PLATES
MT20
GRIP
197/144
Weight: 561b
hvv1lw
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May) 0,2007
Mil"
MiTek'
;:c.;~;:;.
14515N.DulerForty,Suile#300
Chesleff,eld,M063017
Job
00
Truss
J0970507
G"
Truss Type
ROOF TRUSS
Job Rcference olional
6.400, Feb 142007 MiTek Industnes, Ine ThuMay 1013:05:012007 pap!! 1
112103935
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE. IN 4S1511
-1.0-0
1-0-0
c;.1.8
5-1-8
10-3-0
5-1.8
4x4:;::::
B
E
c
T
3,8
Q
p
N
M
1.5x4 II 3xB
s
1.5x411
15>:.411
1.5x4
1.5x4
1.5x4
1.5x4
10-3-0
10-3-0
Plate Offsets X Y: l:O-3-10-1-8 T:O 4 8 0.1-8
LOADING (psf)
TelL 20.0
TCDL 10.0
BeLL 00
BCDL 10.0
DEFl
Vert(LL)
Vert(TL)
Horz(TL)
-0.00
'0.01
0.00
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Iner NO
Code IRC2003!TP12002
CSI
Te 0.21
Be 0.09
we 0.05
(Matrix)
in (Ioc)
K
K
L
I/de"
ole
o/e
of8
Ud
120
120
01,
LUMBER
TOP CHORD
BOT CHORD
WEBS
OTHERS
BRACING
TOP CHORD
113-0
'-0-0
I
Scale=1:33.S
I
,
K I~
PLATES
MT20
GRIP
197/144
Weighl:46lb
2 X 4 SPF NO.2
2X4SPFNo.2
2 X 4 SPF Stud
2 X 3 SPF NO.2
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purtins,
end verticals.
Rigid ceiling directly applied or 6-0-0 ocbracing.
except
,
REACTIONS (Ib/size) T=:135/10-3-0, L=:135/10-3-0, P=113/1Q-3-0. Q=107/10-3-0, R=114/10-3-Q. 5=54/10-3-0, 0=107/10-3-0, N=114/10-3-Q, M=54/10-3-Q
Max HorzT=-163(load case 3)
Max UpliftT=-99(load case 3), L=-64(load case 4). Q=-46(load case 5), R=-63(load case 5), S=-109(load case 4), 0=-43(load case 6), N=-65(load case 6), M=-90(load
case 3)
Max GravT=139{load case 9), L=139(load case 10), P=115(load case 6), Q=108(load case 9), R=115(load case 9), S=99(load case 3). 0=108(load case 10),
N=115(load case 10), M=80(load case 4)
FORCES (Ib)
TOP CHORD
- Maximum Compression/Maximum Tension
B-T=-120/75, A-B=0/44, B-C=-122/101, C-O=-70/79, O-E=-30/96, E-F=-23/125. F-G=-23/117, G-H=-21/81, H-I=-43/51,
I-J=-90/68. J-K=0/44, J-L=-120/50
S-T=-38/125, R-S=-38/125, Q-R=-38/125, P-Q=-38/125, O-P=-38/125, N-O=-38/125, M-N=-38/125,l-M:=-38/125
F.P=-99/0, E-Q=-83/59, O-R=-85/87, C-S=-50f70, G-0=-83/57, H-N=-85/88, t-M:=-43/62
BOT CHORD
WEBS
NOTES
1) Unbalanced roof live loads have been considered for this desi9n
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDl=6.0psf; BCOL=6.0psf; 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) Truss desi9ned 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 AN51rrPI '-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) Truss to be fully sheathed from one face or securely braced against lateral movement (I.e. diagonal web).
7) Gable studs spaced at 1-4-0 OC.
8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift aljt(s) T, L. Q, R, S, 0, N, and M
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlrrPI 1
LOAD CASE{S) Standard
..tOt.. WARNING. V"'rify d",slgn para"",'..,." and RE.\D NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 IlEFORE USE.
Design valid ~or use only wilh MiTd conneclo'l, This delign.i, bosed only upon porometel\ Ihown., ond ~ for an individual building componenl
Applicab,lily of deSign paramenters and propef Incorporation of component 'I re\pollllb,",y of bUilding designer. nol t'U51 del'gner. BraCing shown
is for laterol ,up pori of individ"<:ll web members only. Addilional temporary bfocing to imure slabilily d",ing conlTtuction i, Ihe re,pomibillily olllle
C/Dclor. Addilionol pennanerd bracing of the overall slruclure i\ Ihe respomibility of Ihe building designer. For general guidance regarding
fabrlcalion. quolily control. storage. defivery, erection and bfacing, comull ANSI/TPIl QlIollly Crjleno, DSB-89Imd BCSll 8u~dlng Componenl
SoIety lnformolion availoble from Truss Plola Insillule, 583 D'Onofrio Drive. Madison, WI 53719.
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May 10,2007
,
,
Mil'
MiTek'
~..mR'"
14515N, Ouler Forty, Suite #300
Chesterfield,M063017
Job
JobRelerence 0 lianal
6.400sFl!b142007M;Teklndustries.lnc ThuMay 10 13:05:032007 Pagel
112103936
Truss
Truss Type
00
J0970S07
w
GABLE
CARTER-LEE BUILDING COMPONENTS, MOORESVILlE, IN 46158
11-0-f1
1-0-0
5-3-8
5-3.8
10_1_8
5-~O
15-3-8
5-0-0
20-7-0
5-3-8
4x6::::
E
10.00 f12
2.,
,.8
K
5x6=
M
4x4'l
3x8::::
5.3.8
5-3-8
Plate Offsets X y. 8:0-5.6 Ed e H:O-5-6 Ed e K:O-2-40-0-4
15-3-8
5-0-0
20-7-0
5-3.8
10-3--8
5-~O
LOADING (psI)
TelL 20,0
TeOL 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
DEFl
Vert(lL)
Vert(TL)
Horz(TL)
CSI
Te 0.25
Be 0.26
WB 0.30
(Matrix)
(loc)
L~M
L~M
H
I/deO
>999
>999
ola
Ud
240
180
ola
'"
-0.02
.0.06
0.03
LUMBER
TOP CHORD
BOrCHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS
SLIDER
2 X 4 SPF No.2
2 X 4$PF No.2
2 X 4 SPF Stud 'Except'
E-l2X4SPFNo.2
2X 3 SPF NO.2
left 2 X 6 SPF NO.2 3-5-6, Right 2 X 6 SPF No.2 3-5-6
REACTIONS (Ib/size) 8=883/0-3-8, H=883/0-3-8
Max Horz8=-286(load case 3)
Max UpliflB=-171(load case 5). H=-171 (load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/19, 8-C=-1004/153, C-D=-833/177, D-E=-719/239, E-F=-719/239, F-G=-833/177, G-H=-1004/153, H-I=Of19
BOT CHORD B-M=-10B/6BO, l-M=-108f680, K-l=-34/680, J-K=-34/680, H-J=-34/680
WEBS D-M=0/202, D-l=-295/206, E-l=-150/491, F-l=-295/206. F-J=O/202
NOTES
1) Unbalanced roof live loads have been considered for Ihis design.
2) Wind: ASCE 7-02: 90mph: h=25f1; TCDl=6.0psf: BCDl=6.0psf: Category II: Exp C: enclosed: MWFRS gable end zone; cantilever left and
right exposed; end verticallefl and right exposed: lumber DOl=1.33 plate grip DOl=1.33 .
3) Truss designed fOf'wind loads in Ihe plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Delails 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.
5) All plates are 1.5x4 MT20 unless otherwise indicated
6) Gable studs spaced at 1-4-0 oc.
l) One H2.5A Simpson Strong-Tie connectors recommended 10 connect truss to bearing walls due to uplift atjt{s) Band H.
8) This truss is designed in accordance with the 2003 InternatiOnal Residential Code sections R502.11.1 and R802.10.2 and referenced
slandardANSlfTPl1
LOAD eASElS) Standard
A W/lRNING. Verify design parameters ,ond RE.uJ NOTES ON TmS AND INCLUDED ;MITER REFERENCE PAGE M1I-7413 BEFORE USE,
Oosign valid lor use only w;!h M;Jek conneclors. This design;s bosed only upon po,ometer\ shawn. ond;, tor em individual building component
Applicabilily 01 design paromenter; and proper incorporalion 01 componenT i\ responlitlilily or building de5ign91 - not IrusI designer. Bracing ,hown
is lor lalerol sCJp!'ort of individual web members only. Additionollemparary bracing to imuJe slability during conltruclion;\ Ihe re\Pon,ibillity ollhe
erector. Addilional permanent bracing or the overall 11ructlJre is the respom;bilily 01 the building designer. For general guidance regarding
IObricolion. quality control. sloroge. delivery. erectiOll and bracing, comull ANSIITPII QUlllily Criteria, DSB-89 afld BCSI1 Buildlfl9 CompofleflT
S<Jtely Irdormollofl ovadoble Irom frul' Plale Imldule. 583 D'Onofrio Drive. Madison. WI 537T9.
IH'i
1-0-0
Scate=1:51.9
I~
,.,
4~4 ~
PLATES
Ml20
GRIP
197/144
Weight: 1521b
~~
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May 10.2007
I
Mil'
MiTek'
14515 N. OLlter FOrty,SLljte #300
Chestemeld,M063017
Jcb
Truss
Truss Type
ROOF TRUSS
J0970507
GR'
CARTER.LEE BUILDING COMPONENTS. MOORESVILLE, IN 46158
6-4-0
6-4-0
10.00 r12
5x8-'l
~41
0-4-8
6-4-0
5-11-8
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 IRC2003fTPI2002
CSI
Te 0.74
Be 0.66
we 0.66
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4SPFNo.2
2 X 10 SYP NO.1
2 X 4 $PF NO.2
REACTIONS (Ib/size) A"'5283/0-3-B. C=5806/0-3-8
Max HorzA=164(load case 4)
Max UpliftA::-9Q7(load case 5), C=-982(load case 6)
00
Job Reference 0 tiona!
6,400sFebM20Q7MiTeklnduslries,lnc Thu May lQ 13:05:042007 Pagel
-112103937
4x611
17.8-0
6-4-0
B
G
DH
3x16MT18H II
SC<3le= 1:38.1
a
5x8'"
12-3-8 '1-81'
5-11-8 0-4-8
DEFL '0 (Ioc) Ifdeft Ud PLATES GRIP
Vert(LL) -0,04 A-D >999 240 MT20 197/144
Vert(TL) -0.11 A-D >999 180 MT18H 197/144
Horz(TL) 0.01 C oj, oj,
Weight' 1491b
BRAClNG
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-7-11 DC purlins.
Rigid ceiling directly applied or 10-0-0 DC bracing.
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-4578/830, B-C=-4579/830
BOT CHORD A-E=-546/3416, E-F="546/3416, F-G=-546/3416, D-G=-546/3416, D-H=-546/3416. H-I=-546f3416, I-J=-546/3416,
C-J=-546/3416
WEBS 8-D=-871/5360
NOTES
1) 2-ply truss to be connected together with 10d (O.131"x3") nails as follows'
Top chords connected as follows: 2 X 4 -, row at 0-9-0 oc
Bottom chords connected as follows: 2 X 10 - 2 rows al 0-4-0 DC.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roollive loads have been considered for this design.
4) Wind: ASCE 7-02; 90mph; h"'25ft: TCDL=6.0psl; BCDL"'6.0psf; Category U: 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 psI bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 Ib uplift at joint A and 9821b uplift at joint
C.
8) This truss is designed in accordance with the 2003 International Residential Code sections RS02.11.1 and R802.10.2 and referenced
standardANSlfTPl1.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(5) 1440 Ib down and 250 Ib up at 0-7-15,
1440 Ib down and 250 Ib up at 2-7-15, 1440 Ib down and 250 Ib up at 4-7-15, 1440 Ib down and 250 Ib up at 6.7-15, 1440 Ib down and
250 Ib up at 8-7-15, and 1440 Ib down and 250 Ib up at 10-7-15, and 14591b down and 2381b up at 12-6-4 on bottom chord. The
designfseleclion of such connection device(5) is the responsibility of others
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.1S, Plate Increase"'1.15
Continued on a e 2
A WARNiNG. vtrify design pammeteT5 and RSAIJ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
De,ign valid for Ule only wilh MiTek conneclors. Th;, design is baled only upon poramelers Ihown, ond il for on ir1d',viduol building componenl.
Appl;cabilily ot design poromenlerl and proper incorporolion 01 componenl is responsibilily 01 building d<iligner. nollruss designer. Bracing \hovvn
i, 10' 101eral IlJpporl 01 individual web members only. Addilionallemporary bracing 10 in'ure slobilily during conslrucijon i\ Ihe responsibi~jly ollhe
erector. Addihonal permonenl bracing 01 Hw overall ,lrucTure is Ihe responsibilify 01 lhe building deligner, For gencralguidance regarding
lobricolion, qualily conllO!. II(){oge. del;very. creciion and bracing. con\ull ANSI/fPll Qualily Crllerla. DSB-B9' and BCSn Buitding Componenl
Solely Inlormalion avoiloble Irom TrUll Plale Iml;lule. 583 D'Onofrio Drive, ModilOn. WI 537T9.
y~ \,W
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May 10,2007
[
Mil"
MiTek'
;;O;;",,~p~p~Ci;U;;'
14515N.Ou!erForty.Suile#300
Cheslerfield,M063017
Job IT'USS ITruSSType
J(}970507 IGRl IROOFTRUSS
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE, IN 46158
lOAD CASEIS) Standard
Uniform Loads (plf)
Vert: A-B=-60. B-C=-60. A-C=-20
Concentrated Loads (Ib)
Veri: Co:o.1459{F) E=-1440{F) F=-1440(F) G=-1440(F) H=-1440(F) 1=-1440(F) J=-1440(F)
I~'
IPIY
I:'
2 JobReferencefootionall
6400 s Feb 142007 MiTBk Industries, Inc
AI.. WARNING. Veri/II design parnm..ters and READ NCYfES ON THIS AND INCLUDED MlTl>K FEYER&NC/> !'JlGI'; MIJ.7473 BEFORE use;.
Design valid lor use only with MiTe. connectors. Ihis design is bOled only upon paramelers ,hown. ond i, lor on individual building component
Applicability of design paramenle" and prope, incorporaTion 01 component is ,,:,pombility of bU,ildin.g designer - nOI, Iru~s de<igner. Bracing shown
I> lor lateral <up par! of ;nd1viduol web members only. Add.honallemporary aaelng 10 .murC \lobil,ly during eomlruc!ion IS Ihe responsibilloly of lhe
ereclor. Addilional permanent broc;ng ollhe overall slructure is Ihe responsibility of lhe building designer. for general guidance regarding
lobr;colion, qualily conlrol. ,Iorage. denvery, ereclion and bracing. conlull ANSl/lPIl Quality Criteria, OSB-89 ond BCSIl Building Component
Safely Intormolion available trom lrus< Plale Instilule, 583 D'Onoh;o Drive. Madison, WI 53719
112103937
ThuMay to 13:05042007 Page2
Mil'
MiTek.
;;o;;:ii<-;o-~"i;;;a;;;;,
14515N.OulmFMy.Suile#300
Chesl~rfield, M06J017
Job
Job Reference (QQlional
6.400sFeb142007MiTeklndustrfes,lllc ThuMey 1013:05052007 Page 1
112103938
I~
E 5x8::::
3x10 Nailed Nailed
1338 13~5r 14
6-7-12 0-2-6
DEFl io (Ioc) I/den Ud PLATES GRIP
Vert(LL) -0.04 A-E >999 240 MT20 197/144
Vert(TL) "0.10 A-E >999 180
Horz(TL) 0.01 C 0/' 0/'
Truss
Truss Type
00
J0970501
GR'
ROOF TRUSS
CARTER.LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
6-712
6-7-12
4xb
13-3-8
6-7-12
B
10.00 [12
G
H
5x8 ::::
6-7-12
6-7-12
Plale Offsets X,Y: A:O-4 001-4 C:0-4-0 0-'-4
LOADING (psI)
TelL 20,0
TCDL 100
BelL 0.0
SeDL 10,0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003fTPl2002
CSI
Te 0.23
Be 0.55
WB 0,79
{Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 DC purl ins.
Rigid ceiling directly applied or 10-0-0 DC bracing.
2X4SPFNo.2
2 X 10 SYP NO,1
2X4 SPF Stud
REACTIONS (Ib/size) A=5677/0-3-8, C=3403/0-3-8
Max HorzA=-191(load case 3)
Max Up\it\A=-1224(load case 5), C=-826(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-4718/1230, B-C=-4730/1236, C-F=-9/129, D.F=O/29
BOT CHORD A-G=-830/3520, G-H=-830f3520, H-I=-830/3520, E-I=-830f3520, E-J=-830J3520, J-K=-830/3520, C-K=-830/3520
WEBS B-E=-1383/5527
NOTES
1) 3-ply truss to be connected together with 10d (O.131"x3") 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 10 - 3 rows at 0-4-0 oc
Webs connected as fonows: 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 foads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-02; 9Qmph; h<=2Sft; TCDL=6.0psf; BCOL=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 1224 Ib uplift atjoinl A and 826 Ib uplift at joint
c.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlrrPI1.
8) "Nailed' indicates 3-1Qd or 3-12d common wire toe-nails. For more details refer to MiTeK's ST-TOENAIL Detail.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1841b down and 271b up at 13-5-14
on top chord, and 14421b down and 2411b up at 0-8-9, 14421b down and 2471b up at 2-8-9, and 14421b down and 230 Ib up at 4-8-9,
and 32411b down and 1137 ib up at 6,7-13 on bottom chord, The design/selection of such connection device(s) is the responsibility of
others
lOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Continued on a e 2
A WARNING. Verify design parum"ters and RKIlD NOTES ON THlS AND INCLUDED M/TEK REFERENCE PAGE MlI.7473 BEFORE USE.
Delign valid for use only wilh MiTek connectors, Thil dClign is based only upon parameter< shown and is fOI an indivK:luol building componenl.
Applicobilily of design po(amenl,!rS ond proper ,ncorpo(otion of cornponcnl i, resporuiblify of building de,igner - '101 f,u<s de,igner. Broctng shown
is 10' loleral support of individUal web members only. Additionol temporary bracing to insure ,tability during COflllruction is lhe,clporuibillity 01 the
erector. Addilional permononl bracing ollho overall structure i~ tile re\ponlibilily ollhe building designe,. for general guidance ,egording
tobricot,on. quolity conlrol. storage, delivery, emclion and bracing, consull ANSI/Tl'1l Quality Crlleric, D58-89 and 8CSIl Building Componenl
Sofely Inlormotion available Irom Truss Plote Instilule, 583 O'O'1olrio Drive. Modi,on, WI 53719
14-3-8
1315r14
0-2-6
0-9-10
Scal~ = 1;40,1
Weight: 239 Ib
YV01 /)M
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May 10,2007
Mil'
MiTek.
~;;=",;O~
14515 N. Outer Forty, Suite #300
Chestemeld. MO 63017
Job ITruss ITrussType
JOgT0507 IGR2 I ROOF TRUSS
CARTER-LEE BUILDINC COMPONENTS, MOORESVILLE, IN 46158
LOAD CASE(S} Standard
Uniform Loads (plf)
Vert: A-B=.60, 8-D=-60, A-C=-20
Concentrated Loads (Ib)
Vert: E:::-3241(B) F=-144(B) G=:-1442(8) H=-1442(B) 1=-1442(8) J=-148(B) K=-110(B)
I~~
IPIY
100
3lJObReferencelO'lional
6.400sFeb 142007MiTeklndustrieS,lnc
At.. WARNING - Verify design PQrnme-t.,..s and READ NOTES ON TlfIS ANlJ INCLUDED MITEK REFERENCE PAGE MlI-7413 BEFORE USE.
Design valid lor use only with Milek connector>. This design is baled only upon parameters shown. and j, tor an individual building componenl.
Applicabilily or de,ign poramcnler\ and proper ;ncOfporaljon 01 component is relpomib;lity of building de,igner - not Iruls designer. Bracing Ihown
is lor lote'ol lupporl 01 irldividual web member< only. Additional temporary bracirlg 10 insure Ilabil,IY during can,truchan is Ihe relpomibillily at Ihe
(.'<eclor. Addilional permanenl bracirlg olllle overall slfuclu'e is the relponsibi1ily ollhe buildirlg de,igner. forgcncml guidance regording
tab<icalio". Q<.loli1y <:on1,c-\.\10lClg{;,ct"'\i~er-y. e<eclion anc\tJlacing. consull ANSllWll QualIty c,n..rio, OSII.89 and BCSll Buildl"9 Compon.."l
Solely I"formallon available from Truss Plate InsJ;Jute. 583 D'Onofrio Drive. Madilon. WI 53719
112103938
,
Thu May 10 1305:052007 P~ge2
Mil"
MiTek'
;:;;';;<'~-
14515N. OulerForty, Su,le#300
Cheslerfjeld,M063017
Job
Tf1.JSS Type
Job Reference tional
6.400sFeb142007Mirekllldustr;eS,lnc lhuM~yl0130S,062007 Pagel
112103939
Truss
00
J0970507
GR'
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
6.6-0
6-6-0
11_0_0
6-6-0
'"
B
c
5x8'l
E
6.6-0
6-6-0
LOADING (psi)
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 Iner NO
Code IRC2003rTPI2002
CSI
Te 0.35
Be 0.68
WB 0.69
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing direclly applied or 5-5-10 DC purlins
Rigid ceiling directly applied or 10-0-0 DC bracing.
2X4SPFNo.2
2 X 10 syp No.1
2X4SPFNo.2
REACTIONS (Ib/size) A=4837/0-3-8, C=4890/0-3-8
Max HorzA:::-169(load case 3)
Max UpliftA=-867(load case 5), C=-843(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-4778f876, B-Co=-4779/876
BOT CHORD A-E=-579/3567, E-Foo-579/3567, F-G=-579/3567, 0-G=-579/3567, D-H=-579f3567, H-I=-579f3567, I-Joo-579/3567,
C-J=-579/3567
WEBS 8-0=-924151301
NOTES
1) 2-ply truss to be connected together with 10d (O.131"x3~) 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 10 - 2 rows at 0-6-0 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 irlthe 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) All plates are MT20 plates unless otherwise indicated.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 867 Ib uplift at joint A and 8431b uplift at joint
C.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI1.
9) Hanger{s) or other connection device(s) shall be provided sufficient to support concentrated load{s) 1510 Ib down and 304 Ib up at 1-6-15,
1440 Ib down and 250 Ib up at 3-6-15, 1440 Ib down and 250 Ib up at 5-6-15, 1440 Ib down and 250 Ib up at 7-6-15, and 1440 ib down
and 250 Ib up at 9-6-15, and 1440 Ib down and 250 Ib up at 11~6" 15 on bottom chord. The design/selection of such connection device(s)
is the responsibility of others.
lOAD CASE{S) Stamlard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Continued on a e 2
A WARNING Verify desiY1l p<>ramele.-s ,,"d READ NOTF.:S ON THIS AJiD INCLUDF.:PMITEK REFERENCE PAGE Mll.747J BEFORE USE.
De~igt1 'lolid fa< 'J<e aru~ wi1h Mile~ co-rWlcclo<,. lhis de'iig" is bO';cd Qnly lJpa" pGl{Jme1e', ~I-,own, and .,\ lor an .,nd'v;du{J1 hu;\d'Il'G companIOn)
Applicabilitv at design paramenters and propcr incorporation 01 componenl is rmponsibility of blJilding deligner - nol IfUSS designer. Bracing ,hown
is fa! laJeral supporl 01 individual web member' only. Addilionallcmpo<ary bracing to insure slability during com!ructiOrl is the rcsponsibiltily of Ihe
ereclor.. Addilior:1al permanent bracirlg, 01 the averoll \Iruclure is Ihe m,pomibilily of the building designer_ For general guidorlce regarding
tobrlcotron, qual,Jy con 1m!. storage, delivery, erQchon and b'aClng, consult ANSI/TPfI Quality C,ilerio, DSB.B9 and BCSI! Building C<>mp<>nenl
Salety Inlarm"ti"" available from '"'S\ Plate Inslilulo, 583 D'Onofrio Ddve. Modilon. WI 53719
I
Scale'" 1:39.0
I
~
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... -:p . . /.J.; ...
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///11 SIONAL 'C~ \,\\\\
111/IIII/Jllll\\\'\\' I
May 10,2007
I
Mil'
MiTek'
""W''';D'''~'
14515N. Qoter Forty. $LJite #300
Cheslerfield,M063017
Job ITrUSS ITrussType
~70S<l7 IGRJ IROOF TRUSS
CARTER.LEE BUILDING COMPONENTS. MOORESVlllE, IN 46158
I~~
IPI' 100
2 Lrnh Rplerence Inp.!ional\
6400sFeb 142007 Mif"llnduSlri"",lnc.
lOAD CASE(S) Standard
Uniform loads (plf)
Vert: A-B=-60. B-C=-60, A-C=-2Q
Concentrated Loads (Ib)
Vert: E=-1510{B) F=-1440(B) G=-1440(B) H=-144Q(B) 1=-1440(8) J:-1440(B)
.it. WARNING - Verily desIgn p"'....m..t..rs ",,,d READ NOTES ON THIS IU'fD llfCLUDED fJfITEK REFERENCE PACK MlJ-7473 BEFORE USE.
~ign volid lor use only with Milel connectors. {his drnign.~ based only upon potomet"rs mown. and is 101' on individual buldiog compooenl.
Apphcabiity 01 de~n pO/omen1ell and proper lIlcOIp{)fohon of campananl'! responsitj~ly of building designer - noltHIS.l designer. 8[oc1I19 shOwn
~ for klferol luppo<l Of ,nd,vduol web members only. Add,1\onol tempotOl'Y bracing 10 lIl.ure Ilabiily dunng comlruchon ~ Ihe relpom,bi~lly 01 the
e<eclor. Addilional permancnt bracing of Iheo"Clafl Sfruclure i.lhe 'espomibrlily of lhe building designor. For general guidance regO(ding
fab,ication. quality cool,ol. Ilorage. deli"e'y. erection Clod bracing, conlulf ANSI/Trll Qualily Criteria, OS8.89 and 8CSIl 8uilding Camponellt
SoIety Information a"ailable from T'uIs Plate IOltilulG. 583 D'Onotrio 0';"0. MOdilOfl, W153719.
112103939
n,uM"y10 1305062001 Pago2
I
...
MiTek"
~ro;;:C~.
14515 N. Oule, Forty. Suile#300
Cheslerfield,M063011
Job
Truss
Truss Type
00
112103940
70507
GR'
ROOF TRUSS
CARTER.LEE BUILDING COMPONENTS. MOORESVILLE, IN 46158
J.QbRefe n Olional
6400 5 Feb 142007 Mneklnduslrios, Ine. ThuMay 10 13:05:072007 Paget
1_1_0-0
1-()'Q
5-1_8
5-1-8
8.14MT18H II
10_3-0
5-1-8
111-3-01
1~0
SCille=1:34.4
;
c
~
10.10\\
5+8
5-1-8
10.10//
2.4 "
10-3-0
5-'-8
DEFl '0 (lac) I/dcfl Ud PLATES GRIP
Vert(Ll) -0,01 B-F >999 240 MT20 197/144
Vcrt(Tl) .0.Q3 B-F >999 180 MT18H 197/144
Horz(TL) 0.01 0 oJ, oJ,
Weight: 98lb
Plate Offsets X Y: 8:0-6-5 Ed e 0:0-6-5 Ed e
LOADING (pst)
TelL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plales Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2003ffPI2002
CS1
Te 1.00
Be DAD
WB 0,08
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
WEDGE
Lelt2 X 10 SYP NO.1. Right 2X 10 5YPNo.1
2X4SPFNo.2
2X6SPFNo.2
2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing direclly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) B=2305fO-3-8. D=2305/0-3-8
Max HorzB=149(1oad case 4)
Max UpliftB=-519(load case 5). D=-519(10ad case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-22f143. B-C=-2194f450. C-D=-2194/450. D-E=-22f143
BOT CHORD B-F=-190f1165. D-F=-190fl165
WEBS C-F=-14/389
~
,
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-7..Q oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-{) oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc
2) An loads are considered equally applied to all plies, except if noted as front (F) or back. (8) face in the LOAD eASElS) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-02; 90mph: h=25fl; TCDL=6.0psf: BCDL=6.0psf; Category II: Exp C: enclosed: MWFRS gable end zone: cantilever left and
right exposed; end verticallefl and right exposed; Lumber DOL=L33 plate grip DOL=1.33.
5) This lruss has been designed for a 10.0 psf bollom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and o.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10,2 and referenced
standard ANSlfTPt 1.
LOAD eASElS) Standard
1) Regular: Lumber Increase=1.15. Plate Increase=1.15
Uniform loads (plf)
Vert: A-C=-360(F=-300). C.E=-360(F=-300), 8-0=-20
\\\\\IIIII/IJ/111
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III \\\ I
Illfllltllll\\\\\
May 10,2007
A WARNING. Verl.Jy dU/9" p"n.m"'..,.~ ",,,d READ NOTES Of( T1lIS /lNDlNCLUDED MITEK REFERENCE PAGJ!: MlI.7473 BEFORE USE.
Design vOlid 10f use only with MiTek connectors. Ih~ design is bmed only upon parameters ihown. Qnd is 101 an individual bu,ding camponenl.
Applicobi.ly 01 dl!\ign paramenlcrs and proper incorporolion of componenl i, 'espon~b..ly of building designer - not truss designer. Brocing shown
is tor Ioterolsupport at incf",iduol web membe<s ontv. ^ddilionol temporc.y bracing to .....svre slobUly during construction is the rClpOrnibilily at the
eleCtor. AddITional permOflent bracing af the overall slructure is the rmponsibility 01 1he bu~dLf19 designer. for general guidance fegording
tobricolion. quolilv conlro!. sloroge. delove.y. Gfeclion ond bracing. consult ANSIITl'1l Quality C.Her/a. DSB-B9 and BeSll Building Component
Salely Inlofmallon available 110m 1",\s Plate Institute. 583 D'Onofrio Drive, Modi\orl, WI 53719
MliO
MiTek'
14515N,OulefForty,Swle#300
Cl1estemeld,M063017
Job
Truss
Truss Type
ROOF TRUSS
00
112103941
0970507
GR'
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
JobR f mnce 0 Ii nal
6.400sf'eb142001MiTeklndustrjeS,lnc ThuMayl0n05082007 Pagel
T10-q
'-0-0
5-3-8
5-3-'
10-:J-H
5-0-0
5x12
15-3..8
5-0-0
70.7.0
5-3-8
o
Scale" 1:61.7
1
ATTACH EACH PLY OF BOTTOM CHORD OF TRUSS WITH FOUR
ROWS OF #12 (.216 DIA.) X 3~WOOD SCREWS 4" D.C.
FOR 24" CENTERED ON CONCENTRATED LOAD AT JOINT K.
(TOTAL SCREWS PER PLY = 16)
DO NOT USE DRYWAll OR DECKING TYPE SCREWS
10.00ri'2
,
lr'
I~
6x12'l
J K
3x16MTl8H II
8x16
H G
10xlO WB =
3x16MT18H II
6x12~
5-3.8
5-3.8
10.3.8
5-0-0
15-3-8
5-0-0
20-7.{1
5.3.8
Plate Offsets X y. 8:0-250-2-12 F:Ed e 0-2-12
LOADING (psI) SPACING 2-0-0 CS1 DEFL 1" (Ioc) I/defl Ud PLATES GRIP
TeLL 20.0 Plates Increase 1.15 TC 0,58 Vert(LL) 0.12 ,.J >999 240 MTZO 197/144
TeDL 10.0 Lumber Increase 1.15 Be 0.45 Vert(TL) -0.28 ,.J >856 180 MT18H 197/144
BeLL 0.0 Rep Stress Incr NO WB 0,87 HOfZ(TL) 0.06 F "', "',
BCDL 10.0 Code rRC2003rrP12002 (Matrix) Weight: 498 Ib
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X6 SPF NO.2
2 X 10 SYP 2400F 1.BE
2 X 4 SPF NO.2 'Except'
c-r 2 X 4 SPF Stud, D-I 2 X 4 SPF 1650F 1.SE, E-I 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-6-9 oc purlins.
Rigid ceiling directly applied or 10-0-0 DC bracing
WEDGE
Left: 2 X 4 SYP NO.3. Right: 2 X 4 syp NO.3
REACTIONS (Ibfsizo) F=15244/G-4-3 (input: 0-3-8),8=16551/0-4-9 (input: 0-3-8)
Max Harz B=288(load case 4)
Max UpliftF=-3308(load case 6), 8=-3636(load case 5)
FORCES (Ib)
TOP CHORD
BOT CHORD
WEBS
- Maximum Compression/Maximum Tension
A.B=O/35, B-C=-19793/4316. C-D=-12990/2938, D.E=-12997/2938, E-F=-17748/3862
B-J=-3220114759, J-K=-3221/t4760, I-K=-3221/14760, H-I=-2814/13236, G"H=-2814/13236,
C-J=.190618956. C-I=-6467/1556, 0-1=-3561/16010, E-I=-440611110, E.G=-1304/6194
F-G"'-2814/13235
n^v1
NOTES
1)n/a
2) 3-ply truss to be connected together with 10d (O.131"x3") nails as follows:
Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 DC.
Bottom chords connected as follows: 2 X 10 - 3 rows at 0-4-0 oc unless otherwise indicated
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc
3) 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 distrib\Jte only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-02: 90mph; h=25ft: TCOL=6.0psl; BCOL=6.Qpsf; 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 9rip DOL=1.33.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are MT20 plates unless otherwise indicated.
a) WARNING: Required bearing size atjoint{s) F, B greater than input bearing size.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33081b uplift at joint F and 3636 Ib uplift at
jointS
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and Ra02,10.2 and referenced
standard ANSlrrPI 1
11) Hanger(s} or other connection device{s) shall be provided sufficient to support concentrated load(s) 3318 Ib down and 7321b up at 6-6-3
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
,\,\\\1111/1111/1
,-,-\\\\ €;.GANG I.. 111///
,,-' i--0 ........... Iv /......
~ ... ,ST ~ ... //
~ ..1'".0 c/Y,r..... ~
2 ....0y "''0''. ~
f (NO. 19900415 \ ~
. ~ : .
~ ~ \ STATE OF .: ct' _
~ i); '.. ... 0 ~
~ 0.0 '../NO!A.t'\~.... +0. $
~... 0'.s- ............. 0' .;;:.'
/1'"/// SIONAL ~~ "",-
III \\\
IJllJlIlIl\l\'\ l
May 10,2007
I
lOAD CASE(S) Standard
Continued on a e2
A WARNING - V~rlf!l d~~i9" po>.................. "".1 Rl:ADNOTES ON THIS AND INCLUDED MIT'EK REFERENCE PA(;E MIl.1473 flEFORZ USE.
DClign vafld lor VIe only "ilh Mile~ conneclor~. lhis design i:; boled only upon po-omelen shown. and i:; lor on indlviduol building component
Applicobi!rly 01 ooliQn poro<nenlers and prOper incorporolion 01 componenl is rClpon\iljily of building de'igner - nOl truss de,igner. !\facing ,hown
is lor 1010101 'upparl 01 ;roc!ividual web members only. Additionollcmporory bracing to in'uro ,tobi",y during comlructjon il there,ponlih<llily ollhc
eroctor. Additionol permonenl bracing o! Ihe overall slruclure is the relpomioilily ollhe buildlng dm;gnor. FOl go"orol guidanco regarding
lot)lK;Ollon. qU(Jllly COlllml. ,100oge. delivery. emellan and bracing. comull ANSI/TPII Quality Crit~ria. DSB-89 and BeSll Building Component
Sof"ty Inlormotion ovoiloble from !rUII Plale Imlitule. 583 D'Onolrfo Drive. Madison. WI 53719.
...
MiTek'
14515 N. Ouler Fcr1y, Suite #300
CheslerliekJ.M063017
Job ITruss ITrUSSType
0970507 IGRB jROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVllLE, IN 46158
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform loads (pll)
Vert: A-D=-60, O-F=~60, B~F"'-1340(F"'-1320)
Concentrated Loads (Ib)
Vert: K=-3318{F)
I~"
IP'Y
100
~ I , 11210394 1
3 JobR f rence'^' Iional
6.400 s Feb 14 ZO07MiTekIr>dustries,Inc ThU May 10 1305:082'007 Page2
A WARNING - V~riJ!J duign pa",m"t...... and RE.Ul NOTES ON THIS ANU INCLUDED IIflTEK REFERENCE ,/lGE JIfll.1473 BEFORE USE.
De5ign valid lor ule only wilh Mirok connectors. This de,>gnj, based DOry upon po,ameto~\ Ihown.ond ;5 lor an individual building componenT
Appl1catl,llly 01 deSign paramenlers ar1d proper 'ncarporohon 01 componenl i\ Wlporll,billly 01 building de,igner. not tr"" des,gn",. Bracing shown
is IOf k1lcrol l\Jpparl of individual web membef'; only. Addilionol temporcry bracing \0 insu<e stability during construction is lhe 'espomibillity 01 tho
erector. Addihonol permanenl bmcing 01 the ove<oII struch.l"e is the responsibilily o[ the bu~ding designer. for general gooonce regarding
IObl;colion, QtJoli1v conlrol. Ilorag<l. delivory. efeclOan 000 bracing. conlult ANSlfTPn Quo~ty Criteria. OS8-89 ond BCSI1 Bu~ding Component
Solely Inlo(mollon ovoilable Ilom Truss PI"to Imtiluto. 583 D'Onolrio Drive. Madison. WI 53719.
MI.'
MiTek"
~~....,.....
14515N,OulerForty.Swle#3DD
Cheslurlield,MOB3017
Job
70507
Truss
00
Truss Type
H2
ROOF TRUSS
112103942
5-7_13
5-7-13
?5_10-1?
7-6-0
JoeR lerenc lion
5.400sFeb 142007 MiTBk Indu5lries, Inc lhuMayl0 13:05:092007 ~age 1
,
31_1_11
5-2-15
36.9_8
5-7-13
~~ 9_~
1-0-0
S~le=1:65_1
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
,1_O-q
1-0-0
I
L,
25-10-12 36-9-8
7-6-0 10-10-12
DEFL '0 (Ioe) l/deft Ud PLATES GRIP
Vert(LL) -0.28 H.J >999 240 MT20 1971144
Vert(TL) -0.78 H.J >564 180
Horz(TL) 0.13 H nfa n/a
10_10-12
5-2-15
18-4-17
7-6-0
5.6=
3,,8 ::::
5.6=
o
~
~
~
8.00 f12
1.5x4~
5x12-=::-
M
K
N
3)(8=
3x6 ::::
3)(8=
3,,6=
1.5x4
10-10-12
10-10-12
Plate Offsets X Y: 8:0-1-13 Ed e 0:0-3-1 Ed e F:O-3-' Ed e
18-4-12
7-6-0
:0-1-13 Ed e
LOADING (psf)
TelL 20.0
TCDL 10.0
BelL 0,0
BCDL 10.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003ffP12002
CSI
TC 0.57
BC 0.80
WB 0.29
(Matrix)
2 X 4 SPF No.2
2 X 4 SPF 1650F 1.5E 'Except.
K-M 2 X 4 SPF No.2
2 X 4 SPF Stud .Except'
E-N 2 X 4 SPF No.2. E-J 2 X 4 SPF NO.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-2-8 oc purlins, except
2-0-0 DC purlins (4-2-2 max.): D-F.
Rigid ceiling directly applied or 9-8-7 DC bmcing.
1 Row at midpl E-N. E-J
BOT CHORD
WEBS
REACTIONS (lblsize) B=1529fO-3-8, H=1529/0-3-8
Max HorzB=230(load case 4)
Max UpliftB=-252(load case 5). H=-252(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/33. B-C=-2225/332, C-0=-1973/315. D-E=-1571/303, E-F=-1571/303, F-G=-1973/315, G-H=-2225/332, H-I=O/33
BOT CHORD B-N=-403/1783, M-N=-366/1898. L-M=-366/1898, K-L=-366/1898, J-K=-366/1898, H-J=-173/1783
WEBS C-N=-2521219. D-N=-111685. E-N=-553/282, E-L=0/241, E-J=-553/282, F-J=-11/685, G-J=-252/219
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: 90mph: h=25ft; TCDL=6.0psf: BCOL=6.0psf: CategOl)' 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) One H2,5A Simpson Strong-Tie connectors recommended to connect truss to bearing waifs due to uplift at jt(s) 8 and 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 ANSlfTPI 1.
7) Design assumes 4x2 (flat orient<'ltion) purlins at oc spacing indicated, fastened to truss TC wI 2-10d nails
LOAD CASE(S) Standard
.Ai.. WARNlNG - V~rlJY d~.lg" p<1ra.....I.....5 and READ NOTES ON THIS AND lNCLUDED 1IUT'EK REFERENCE PAGE MII.H13 BEFORE USE.
D~l>ign volid 10' UHl only wilh Milek conn~clOfI. 1I,i, dC'>9n i\ bmed only upon poromelcrs ,hown. ond i, tor on indNidlJol bUIlding r:ornponenl.
Applicability of de'>gn porOfficnlers and proper incorpOlolion 01 componenl is rClpomibilily of bI.J,ding designer. not trulS designer. BlOcing shown
illOlloleml support 01 indivduol web members ONy. AdditionollemporOfy bracing 10 imurc stobi~ly during construction is the responsibillily of the
ereclor. Addoliorol perrnanenl bracing 01 the overotl st'uclure il lhe 'e\pon\ibj;ly ollhe bui!ong desigf\et'. Fe.- general guidance <egording
lobricahon. QUal'ly control. ,torage. dc~ve'Y. erechon and bracing. consult ANSI/IPll Quality Criterlo. DSe.89 ond 8CSI1 8ulldlng Componenl
Solety into'matlon ovojlable from TrUll Plote In,lilute, 583 D'Onofrio [)live. Modiwn, WI 53719
1.Sx4-:/
"
!
H
I I I~
,
5x12::::,
Weight: 1531b
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May 10,2007
,
Mli'
MiTek'
=<..~".....~...
14515N,OuI9fForty,Suilo#300
CheSlarfield,M063017
Job
Truss
"
J0970507
H2A
Truss Type
ROOF TRUSS
bR I en olional
6400sFeb 142{){)7 MfTek IndllstrilOS, tnc Thu May 10 13:0S:102007 Pagel
112103943
25-10-12 36-9-8
7-6-0 10-10-12
DEft '0 (loe) I/defl Ud PLATES GRIP
Vet1(lL) -0.29 A-M >999 240 MT20 197/144
Vert(TL) -0.81 A-M >542 160
Horz(TL} 0.13 G 0" 0"
CARTER.-tEE BUILDING COMPONENTS, MOORESVtLLE. IN 46158
5_7_13
5-7-13
10-10-12
5-2-15
18-4_12
7-6-0
75-10-1?
7-6-0
5~5 ==
3.8=
5.6==
c
o
E
"
A
~I
6
5.12";;;
M
3.6=
K
1,5.4 H
3.6=
3.6=
3.8=
10-10-12
10-10-12
18-4-12
7-6-0
Plate Offsets X Y: A:O-1-13 Edoel rC:O-3-1 Edoe E:O-3-1 Ed e G:O-1-13 Ed e
lOADING (psf)
TelL 20.0
TeDL 10.0
BelL 0,0
SeDl 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rap Stress lncr YES
Code IRC2003fTPl2002
CSI
Te 0.59
Be 0.62
WB 0.29
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
BRACING
TOP CHORD
2X 4 SPF NO.2
2 X 4 SPF 1650F 1.5E 'E)(cept'
J-l2 X 4 SPF NO.2
2 X 4 SPF Stud 'E)(cept'
D-M 2 X 4 SPF No.2, 0-12 X 4 SPF No,2
BOT CHORD
WEBS
31_1_11
5-2-15
36_9-8
5-7-13
17-91
1.0-0
SC;;le:3116"=1'
~
,
GH '
I~
5X12::::
Weig~'l: 1511b
Structural wood sheathing directly applied or 3-0-14 oc purtins. except
2-0-0 oc purlins (4-1-11 max.): C-E.
Rigid ceiling directly applied or 9-8-3 oc bracing.
1 Row at midpt D-M. D-i
WEBS
REACTIONS (Ib/size) A=14621Mechanical, G=1533/0-3-8
Max HorzA=-240(load case 3}
Max UpliftA=-199{load case 5), G=-253(load case 6)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=-22571345, B-C=-1994/317, C-D:=-1587/306, O.E=-15771303, E-F=-19811315, F-G=-2233f333, G-H=Of33
BOT CHORD A-M=-409f1821. L-M=-368/1909, K-L=-368/1909, J-K=-368f1909, I-J=-368/1909. G.J=-173/1790
WEBS B-M=-277f229, C-M=-14/693. D-M=-549/282. D-K=0/24Q, D-I=-559/283. E-I=-13/688. F-I=-252/219
NOTES
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-02; 90mph: h=25ft: TCOL=6,Opsf; BCOL=6,Opsf: 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 toad nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 Ib uplift at joint A.
7) One HZ.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jl{s) G.
8) 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.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails.
lOAD CASE(S) Standard
A WARNING - Vf!rlfy df!sign pan;I1"f!!.....s and READ NOTES ON TIDS AND lNnUDED MITE/( REFERENCE PAGE lIf11,H13 BEFORE USE.
Dm;gn valid 101 use only with Milck conneclOls. lhi, de,ign i, ba~ed only upon porarllC1CJs shown, and is tor on individLiClI building component
Applicobilily 01 deligrl pOlomenters Ol\(J prOller incorpornlion 01 compormnl i~ rcspomibilily at building designer - not truss designer. Bracing shown
~ for klterollupport 01 ;r;divK::lvol web members only. Ad<ht'onollemparexv bracing 10 insure stability during construction ~ lhe ,esponsibiUily of Ihe
ereclOl. Additional permanenl bracing at the ovewtlltructure ;llhe respoolibjhly of the bu~o:;j;ng designer. For general guidance 'cgOfding
fabricolion. quality control. ,tOlogo. de~vcry. crcction (md bracing. conlult AN51/1rll Quollty Crileria, 05B.B9 and BCSll BuRdlng Component
sorety Inrormation ovu;klbk! Irom lru" Plale 'mldule. 58J O'Onolrio Drive. Madison, WI5J719.
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May 1 0,2007
Mil'
MiTek'
;;gwum~i~.,,,.,,,'
14515 N. Outer Forty. Su~e #300
Chesterfield. M063017
Job
00
Truss
0970507
H'
Truss Type
ROOFffiUSS
obRelerence 0 lional
6400sFeb 142007MiTek Induslries, Inc. ThuMaylQ1J'05:112007 rage 1
112103944
CARTER.LEE BUILDING COMPONENTS, MOORESVILLE. IN 46158
~~
1-0-0
n-l0-13
6-10-13
13-4-1/
6-5-15
18-4-12
>-0-0
?3-4_17
5-0-0
29_10.11
6-5-15
5xB ==
8.00 f12
3x4 =
5.6=
E
G
3x6'l
o
-
.;,
~A B
4.8 ==
R
1.5x411
Q
p
Q
N
3.6:::::
M
3.8=
3.4=
3.6= 3x4:;::
6-10-13
6-10-13
134.12
6-5-15
18-4-12
5-0-0
23-4-12
5-0-0
2910-11
6-5-15
Plale Offsets X Y: 8:0-8-70-0-6 E:O-4 0 0-'-9 G:O.3-2 Ed e J:Q-8-70-0-6
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 YES
Code IRC2003fTPI2002
CSI
Te 0.51
Be 0.67
we 0.52
(Matrix)
DEFl
Vert(LL}
Vert(TL)
Horz(Tl)
In (toe)
o
O-Q
J
I/detl
>999
>999
01.
Ud
240
180
01.
-0.10
-0.25
0,13
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
2 X4 SPF No.2
2X4SPFNo.2
2 X 4 SPF No.2 'Except'
CoR 2 X 4 SPF Stud, I-L 2 X 4 SPF Stud
:10-9-8
6-10-13
1'-9-!
H)-O
Seal!!" 1:65.7
-
.;,
J K
I~
,,8
1.5x411
36.9.8
6-10-13
PLATES
MT20
GRIP
197/144
Weight: 172 Ib
BOT CHORD
WEBS
Structural wood sheathing directly applied or 3-3-5 oc purlins, except
2.0-D oc purlins (4-6-13 max.): E-G.
Rigid ceiling directly applied or 10-0-0 oc bracing
1 Row at midpt F-O. F-M
REACTIONS (Ib/size) B=1529/O-3-8, J=1529/0-3-8
Max HorzB=-282(load case 3)
Max UpliftB"-268(load case 5), J"'-268(toad case 6)
FORCES (Ib). Maximum CompressionlMaximum Tension
TOP CHORD A-B"'0133, B-C=-2279/326, C-D"'-1797/288, D-E"-1681/326, E-F"-1518/310, F-G"-1400/336, G-H=-1681/326,
H-I"'.1797/288, I-J"-2279/326, J-K"O/33
BOT CHORD B-R"'-296/1791, Q-R"-296/1791, P-Q"'-211/1401, 0-P"-21111401, N-0"'-18811516, M-N"-188/1516, L-M"-121/1791,
J-l"'-121/1791
WEBS C-Ro:=0/292, C-Q=-482/236, E-Q"'-66/437, E-0"'.221/364, F-O"-218/251, F.M"-364/221, G-M"-44/594,I-M"-481/237,
I-L=O/291
NOTES
1) Unbalanced roof live loads have been considered for this desi9n.
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 plale grip OOl"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 wilh any other live loads
5) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due 10 uplift <It jt(s) Band J.
6) 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.
7} Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss Te wI 2-10d nails.
lOAD CASE(S) Standard
A WARNING - VerlJY d.....ly" par<>mrUr~ and READ NOTES ON THIS IlND lNCLUDf:-DllflTEK REFE:RENCE: PAGE IIf1I.7-f73 BEFORE USE.
Design vorld 101 use only wilh MiTc~ conneClor,. This design is bosed only upon paromelcrs ,hown. ond" for on incfividuol bu~d"'g camponenl
Applicability 01 de,ign paramenia" and proper incQ(poratian of camponanl i, Hl,pomibilily of building designcr - not hUll deligncr, B,acing Ihown
i, 10' lolerol ,,,ppo,t of individual web members only. Addjlionol temporary txocing 10 insu'e stability during conslruchan is Ihe ,clporosibillily ollhe
ereclor. Additional permonenl bfocing ollhe ave.-oil slfIJClure is the responlibility of the bu~d1ng d-c1igner. For general guidance logarding
labric:olion. QUo~ly conl'OI, ,loroge, dewcry, efeclion ond brac'ng. comull ANSlITPl1 Quofily Crit",;o. OSB.89 ond BCSll 8uildlng Compo....""T
Sofely Inlarmollon available from lru" Plote Instilute, 583 D'Onalria Drive. Modj\on. WI 53719.
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May 1 0,2007
Mli'
MiTek'
14515N,O<JterFony,Suile#300
Chestt!tf'eld,M063017
J0970507
ROOF TRUSS
112103945
Job
Tf\JSS
Tf\JssType
00
HJA
CARTER-LEE BUILDING COMPONENTS, MOORESV1LLE, IN 46T58
6-10-13
6-10-13
13_412
6-5-15
18-4-12
~O-O
23_4_12
~O-O
'9_10-11
6-5-15
5x8=
8.00112
J,'
Sx6'=
3x6'l
3x6'l
c
B
A
~
o
4x8=
Q
p
o
N
M
1.5x4
3x4'=
3x6 =
3x8'=
3.4 ::::
3.6=
6-10-13
6-10-13
13-4-12
6-5-15
18-4-12
5-0-0
23-4-12
5-0-0
29-10-11
6-5-15
Plate Offsets X y. A:O 8-7 0-0-6 0:0-4-00-1 9 F:0.3-2 Ed e 1:0-8-70-0-6
lOADING (psI)
TCll 20.0
TCDl to.O
Bell 0.0
BCDL 10,0
CSI
TC 0.54
BC 0.72
WB 0.54
(Matrix)
Ud
240
180
"I,
DEFL
Vert(lL)
Vert(TL)
Horz(Tl)
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2oo3fTPI2002
'"
-0.10
-0.26
0.13
(Ioc)
N
A-Q
I
I/defl
>999
>999
"I,
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
ThuMayl0n05:122007Pagel
:l6_9_B
6-10.13
Y-O-I
1.0-0
Scale = 1:65.0
3x6':-
I~
,
4.8 =
1.5.4
36-9.8
6-10-13
PLATES
MT20
GRIP
197/144
Weight: 1711b
BOT CHORD
WEBS
Structural wood sheathing directly applied or 3-2-4 DC purlins, excepl
2.Q-O oc purlins (4-6-12 max.): D-F.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt E-N, E-l
2 X 4 SPF NO.2
2 X 4 SPF NO.2
2 X 4 SPF NO.2 .Except'
B-O 2 X 4 SPF Stud, H-K 2 X 4 SPF Stud
REACTIONS (Ib/size) A=c1462JMechanical,I=15331O.3-8
Max HorzA=c-292(load case 3)
Max UpliflA=c-215(load case 5), 1=-269(load case 6)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=c-2308/339, B-C=-18121294, C-D=-1694/332, D-E"'-15271313, E-F=-1406/337, F-G=-1689/327. G-H=-1805/289.
H-I=c-2287f327,I-J=cO/33
BOT CHORD A-Q='-300/1823, P-0='-300/1823, O-P='-212/1412, N-O='-212/1412, M-N='-18911525, L-M='-189/1525, K.L"',122/1797,
I-K=c-122/1797
WEBS 8-0=01296, B-P"'-5071248, D-P"'-721445. D-N"'-2211361, E-N"'-216/251, E-L"'-369/222, F-L=c-46/598, H-l"'-4811237,
H-K=0I291
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h"'25ft; TCDl=6.0psf; 8CDl=6.0psf: Category II: Exp C: enclosed: MWFRS gable end zone: cantilever left and
righl 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 olher live loads
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others} of truss to bearing plate capable of withstanding 215 Ib uplift at joint A.
7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift atjt(s) l.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI1,
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated. fastened 10 truss TC wi 2-10d nails
lOAD eASElS) Standard
A WJlRNII'IG. V"rify duign paramd"r" and READ NOTES ON nns AND rNCLUDED MlTEK REFERENCE PAGE MJI-7473 BEFORE USE.
Delign valid for use only wilh MiTe. conncctcn. This de~ign is based only upOn po-amele,.. Ihown. ood is lor on individuol bu~ding componenl
Applicot);,lyof design poromenfc-r; ond proper incorpOlofion 01 componenl il felpol\libilify of building dC\;gner - nof Iruss dC\;gner. 81nciog shown
is lor lafeml lupporf 01 individuol wel) members only, Addilionollemporory bracing 10 inllJre \labilJly dUfing conlfrnchon i, Ihcre,pomibillily 01 Ihe
ereclOf. Additional permlJlenl bracing of Ihe overoll slruclure il the relponlibiily of the bu~ding designer. ~Of general guidance regardIng
lol;x-icalian. QuoMyconlroL ,Iorage. delivery. ereclion ond bracing. con..ull ANSI/WI1 Quatily Criteria. DSB.89 aOO aCSl1 aulldlng Compon"nl
Salely Information avoioble Irom T'UI' Plate Imlilule, 583 D'Onofrio Drive. Modilon. WI 53719
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May 1 0,2007
Mii'
MiTek-
;;;-Wii;';'~.c;-;;:;:;'
14515N.OulflrForty,Sulle#300
Cheslorfield,M063017
Job
Truss
R fer eo ti n I
64DOsFet>142007MiTekIMuslnes.lnc ThllMay 10 1305:132007 Pagel
112103946
Truss Type
J0970507
H'
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE. IN 46158
-I'""!
'-0-0
/l..-1n
8-1-13
15_10_1;>
7.8-15
IlO_10-P
5-0-0
71\.7.11
7-8-15
5.8=
8.00ri'2
5.6=
E
36-9_8
8-'-13
'1-9-/
'-0-0
,
Sc+1e" 1:77.8
'J
[~
M K 4x8=
3x8=3x6:::: 1.5x4 "
20-10-12 28-7.\1 369-8
5-0-0 7-8-15 8-'-13
DEFL 10 (Ioe) tide" Ud PLATES GRIP
Vert{Ll) 0.15 B-P >999 240 MT20 197/144
Vert(TL) -0.37 B-P >999 180
Horz(TL) 0.12 I 0/' 0/'
~IAB
o
'"
p
o
N
1.5.4
3.6=
3"
8-1-13
8.'-13
15-10-12
7-8-15
Plate Offsets X Y: 8:0-8-70-0-6 E:Q-4-Q 0-' 9 F:O-3 1 Ed e 1:0-8-70-0-6
LOADING (psf)
Tell 20.0
TCDl 10.0
BeLL 0.0
BCDl 10.0
CSI
Te 0.78
Be 0.77
WB 0.25
(Malrix)
SPACING 2-0-0
Plates Increase '_15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
Structural wood sheathing directly applied or 1-7-8 oc purlins, except
2"().O oc purlins (4-8-12 max,): E-F.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt CoN. E-M, H-M
2X4SPFNo.2
2X 4 SPF No.2
2 X 4 SPF No.2 'Except'
Cop 2 X 4 SPF Stud, H-K 2 X 4 SPF Stud
BOT CHORD
WEBS
REACTIONS (Ib/size) B::1529/0-3-8,1::1529/O-3-8
Max HorzB::335(load case 4)
Max UplifIB::-282(load case 5), 1::-282(load case 6)
FORCES (ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B::O/33, B-C::-2241/345. C.D'="-1650/296, D-E=-1506/341, E-F::-1255/360. F-G::-1507/341, G-H::.1650/296,
H-I::-2241/345,I-J::O/33
B-P=-273/1749, 0.P::.273/1749, N-0::-273/1749, M-N::-90/1254,L-M::-121/1749, K-L::.121/1749, I.K=-121/1749
C-P=0/355, C-N::-605/288, E-N::-90/505, E-M::-202/203, F-M"'-83/505, H-M::-604/268. H-K::O/354
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,Qpsf; BCDL=6_0psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and
right exposed: end verlicalleft and right exposed: Lumber DOL::1_33 plate grip DOL::l.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bollom chord live load nonconcurrent with any other live loads.
5) One H2.5ASimpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) B and I.
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 ANSlfTPll.
7) Design assumes 4x2 (f1al orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
A. W.IlRN1NG - v~!I d""'9" ,......."""1..... <,"d READ NOTES ON THt!! IlND tNCLUDED MITEK flEFERJ>NClt PIlGB 1IfU.7473 BEFOU USE,
DCljgn valid lor Ule only with Milck conncCIc.-,_ lhi< design is bOladonly upon parameter\ Ihown, ond is for on individual building componenl.
Applicabilily 01 design paramenlers and pfoper incorporation 01 componenl is re\ponlibilily 01 bu.ding dc~igner - nol_truss deligner. Brocing lhown
illor lolerrn supporl ol'nCll\llduol web memberl only. Add,lIonollemporcry bracng 10 insure ,Iabiity during conslll.J(:ban 1\ lhe respOrlSIbilIily 01 the
erector. Addilional permanent bracing 01 the OverallllfucTure il the rClponsib~jtv 01 the bLJiding dc.;gner. For general guidance fCgording
labncollon, quallly conlrol, ,Iorage. de~very. erecilon ond hracing, COnlult ANSI/TPll Quality Crlleria, OSB.8~ and BCSIl Building Component
Solely InfOlmoUon available Irom TrUSI Plole Inltilule. 583 D'Onofrio Drive. Madison. W153719.
~
Weight: 163!b
~lW
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May 1O!2007
I
Mil"
MiTek'
~ifOn>R'"
14515N.OulerForty,SIJile#300
Chesleffleld,M063017
Job
00
Truss
Truss Type
J0970507
ROOF TRUSS
H,^
bR , ren p..!i2lli!!}
6.400sFeb 142007 MiTek Induslries, Inc lhuMay 101305'142007 Pagel
112103947
CARTER-lEE BUILDING COMPONENTS. MOORESVILLE. IN 46158
8-1-13
8-1-13
15-10-12
1-8-15
20_10-12
5-0-0
28.7-11
7-8-15
5x8 ::::
8.00 f12
5x6=
o
E
.
c
A
~
4xl0 =
o
1,5x411
N
M
,
3x8=3x6 ::::
1.Sx4 II
3x6=
3x4=
8-1-13
8-'.13
20-10-12
5-0-0
28.711
7.8-15
lS-10-12
7-8-15
Plate Offsets X Y: A:O-10-110-0-10 0:04-00.1-9 E:O-3-1 Ed e H:O-8-70-0-6
LOADING (psf)
TeLL 20.0
TeDL 10.0
BelL 0.0
SeDl 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code IRC2003fTPl2002
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
I/detl
>999
>999
0"
Ud
240
180
0"
CSI
Te 0.82
Be 0.82
WB 0.26
(Matrix)
;0
0.17
-0.40
0.13
(Ioe)
A-Q
A-Q
H
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
Structural wood sheathing directly applied, except
2-0-0 oc pUrlins (4-8-9 max_): D-E
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt B-M, D-L, G-L
2X 4 SPF NO.2
2 X4 SPF No.2
2 X 4 SPF NO.2 'Except'
B-O 2 X 4 SPF Stud, G-J 2 X 4 SPF Stud
BOT CHORD
WEBS
REACTIONS (Ib/size) A=1462JMechanical, H=1533/G-3-8
Max HorzA=-345{load case 3)
Max UpliftA=-229{load case 5), H=-283(load case 6}
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-2265J356, B-C=-1661/300, C-D=-1516/345, D-E=-1262J361, E-F=-1515/343, F-G=-1658/297, G-H=-2248/346,
H-I=0/33
A-0=-284/1775, N-0=-284/1775, M-N=-284/1775, L-M=-90/1262. K-L=-123/1755, J-K=-123/1755, H.J=-123/1755
B-0=0/358, B-M=-6261298, D-M=-95/512, D-L=-203/203, E-L=-84/S08, G-L=-604/288. G-J=0/354
BOT CHORD
WEBS
NOTES
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7.02: 90mph; h"'25ft; TCDL=6,Opsf: 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2291b uplift at joint A.
7) One H2.SA Simpson Strong-Tie connectors recommended to conned truss to bearing walls due to uplift at jt{s) H.
8) 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.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
lOAD eASElS) Standard
A. WARNING. Verify dulg.. paramet..... a..d READ NOTES ON Tms AriD lriCLUDED MITEK REFElUtNCE PAGE Mll.7473 BEFORE USE.
Design v(Jlid 10< u~e only wilh MiTC~ connectors_ Thi<; design iI baled only upon pCJ"ometen shown. and is lor on individual bvlding compOOenl
Applic;obiily 01 design poromenlerl and propel inco<po<olion of componenl il re~pom;bilily at bv~ding designer. not trU11 designer. Bracing shav.."
il 101 lale,ollupporl 01 indivkluol web members only_ Addilional tempO/ary bracing to iml"e stabil,ty during comlruclion is IhefeSf)onlibillity 0\ the
ereclor. Addilklnol permanenl bracing of the ovcr(Jll struclure is the respomib,ily ollhe building de,igner. Fo< genoml guidonce rogarding
!ablicaliQn, qualilycontrol. ~toroge. deivefY, erechon ond bracing. consult AN$I/TPll Qua61y Crit..ria. 051-89 and 8CSII BUIlding Camponent
Sal..ty 1..lo,mallon available fram TrUIS Note Imtotule, 583 D'Onolrio Drive, Madilon. WI 53719.
369-8
8.1-13
Y-9-P
1-0-0
S~le"1:71.0
~
,
Ij
4x8 =
36-9-8
8-1-13
PLATES
MT20
GRIP
197/144
Weight: 1621b
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May 10;2007
~..
MiTek'
~i~-
14515N. Ouler Forty, Surt6#300
Chesterf,eld,MOB3017
Job
Truss
00
Truss Type
J0970507
HGBLOl
GABLE
112103948
9-10_9
9-10.9
4x4=
19-9.2
9-10-9
bReI rence p'lionall
6.400sFeb142007MiTekltlduslries,loc ThuMayl0 1305:152007 Pagel
I
CARTER.LEE BUILDING COMPONENTS, MOORESVILLE. IN 46158
1.5x411
A
.
0
"
3x4/,1 U T S R Q
1.5x4 " 1.5x4 1.5x4 1.5x4 " 1,5x4
o
N M
3x4 ~
,
1.5x4 1.5x4
5x6= 1.5x4
19-9.2
19-9-2
Plate Offsets X Y: fG:O-O-O 0-0-01 fH:O-Q-Q 0-0-01 n:o-o-o 0-0-01. fJ:Q-O-O,O-Q-Ol K:O 0-0 0-0-0 M:O-3-Q 0.0-4
LOADING (psf)
TeLL 20.0
TCDL to.O
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Gode IRC2003fTPl2002
CSI
Te 0.13
Be 0.07
we 0.18
(Matrix)
K
DEFL
Ver1(lL)
Vert(TL)
Horz{TL)
Ildeft
0/'
0/'
0/'
10
0/'
0/'
0.01
(Ioc)
LId
999
999
0/'
LUMBER
TOP CHORD
BOT CHORD
OTHERS
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpl F-Q
2X4SPFNo.2
2 X 4 SPF No,2
2 X 3 SPF No,2
SCllle;1:67.7
"
-~
PLATES
MT20
GRIP
197/144
Weight: 911b
REACTIONS (Ib/size) A=74/19-9-2, K=74/19-9-2, 0=109/19-9-2, R=157/19-9-2, S=161/19-9-2, T=160/19-9-2, U=158/19-9-2, P=157/19-9-2, 0=161/19-9-2, N=161/19-9-2,
L"159/19-9-2
Max HorzA=-316(load case 3)
Max UpliftA=-98(load case 3), K=-50(load case 4), R=-106(load case 5), S"-134(load case 5), T=-124(load case 5), U=-124(load case 5), P=-103(load case 6),
O=-135(load case 6), N=-124(load case 6), L=-124(load case 6)
Max GravA=242{load case 5), K=223(Joad case 6}, Q=211(1oad case 6), R=162(load case 9), S=161(load case 1), T=161(load case 9), U=158(load case 1),
P"'162(load case 10), 0=161(load case 1), N;161(load case 10). L=159(load case 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-348/165, B-C=-265/155, C-D=-180f142, D-E=-961134, E-F=-80/190, F-G=-80/175, G-H=-83195, H-l"-113/76,
I-J=-209/88, J-K"-321/98
BOT CHORD A-U=-65/249, T-U=.65/249, S-T"-651249, R-S=-65/249. 0-R=-65/249. P-Q=-65/249, 0-P=-65/249, N-0=-65/249,
M-N=-65/249, L-M=-65/249, K-L=-65/249
WEBS F-Q=-187/0. E-R=-122/130, 0-5=-121/157, C-T=-121/151, B-U=-114/137, G-P"-1221127, H-Q:-121f158.I-N=-121/151,
J-l=-114/137
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-0Z; 90mph; h"2511; TCDL=6.0psf; BCDl=6.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever lell 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 de'signer as per ANSIfTPI1-2002.
4) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 DC.
7) One HZ,5A Simpson Slrong-Tie connectors recommended to connect truss to bearing walls due to uplift aljt(s) A, K, R, S, T, U, P, 0, N,
andL
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 1 and R802.10.2 and referenced
standardAN5lrrPl1.
LOAD CASE(S) Slandard
A WJUlNlNO. vrriJl,/ drsign parnrndr..-s and REIlD NOTES ON THIS AND INCLUDED MITEK Rf:FEIlENCl!; P,4.GE MIl.7413 BEFORE; US..
Delign volid fo< ule onlv wilh MiTek conneclOlI. Th<s design is baled only upon poromelers ItlOwf). and il fO( an individual bu'ding componenl
Applicobjlity 01 ('lelign l'O'o",ente'\ and proper inco,porOhon of componenl il relpomibjlity of build,ng designer - nollrusl designe', B,acing shown
is fm klte<ol support 01 individual web members only. Addilional temporary bmcing 10 insure slabilily during comtruclion i5 Ihe responsibiBily of lhe
ereclor.. Addihonal permanent bracing of Ihe overall \lruclure islhe rClporuib~,ty of the bu~d1ng dosigner. Fe.- gene<al gUIdance regordrng
fobricahon. qualllyconlrol. Itorage, delrvery. clechon ond braCing. consult ANSI/TPI1 Qualily Criferia, D58.89 and BCSI! Bu~din9 Component
Soiety Info,motion ov(],oble from IrUlI Plate Inll,lute. 583 O'Onolrio Drive, Madilon. WI 53719.
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May 10,,2007
au."
MiTek'
;a;;;:~~Iiro;;;:;'
14515N, Outer FOfly, SuiIO#300
Che51orfreld,M063017
ob
Truss
00
Truss Type
J0970507
HGRl
ROOF TRUSS
bR f n tio I
6.400s Feb 142007 M,Teklnduslries, Inc. Ttm May 10 lJ:05:172007 ~agel
112103949
CARTER.LEE BUILDING COMPONENTS, MOORESVILLE,IN 46158
ll-O-q
1-0-0
4.fi,.~
4.6.5
8-4-17
3-10-7
15-0.3
6-7.7
71_9.5
6-9.3
78-4-17
6-7-7
5x5=
1.5x4
3.6 =3.8=
D
E
G
B
*
4.8-'/
QV
4.8=
WP
x
y
z
DAA
2.411
NABAC
S
2"
Special
,
R
u
4x4 =
4.8 ::::
4x8=
4-6-5
4-6-5
15-0-3
6-7-7
28-4-12
6-7-7
21+5
6-9-3
8-4-12
3-10-7
Plate Offsets X Y: 8:0-2-120-2-0 D:0-3-0 0-2-3 H:O-3-00-2-3 J:O-2-12 0-2 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 Iner NO
Code IRC2003fTPl2002
DEFL
Vcrt(lL)
Vert(TL)
Horz(TL)
Ifdctl
>999
>999
Ria
Ud
240
180
Ria
CSI
Te 0,40
Be 0.71
WB 0.60
(Matrix)
;R
0.22
-0.41
0.11
(lac)
O-P
o-p
J
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-2-1 oc purlins, except
2-0-0 oc purlins (5-0-1 max.): D-H.
Rigid ceiling directly applied or 10-0-0 oc bracing.
- Maximum Compression/Maximum Tension
A-B=0/36, B~C=-545111933. C-D=-499111867, D-E=-569312200, E-F=-569212199, F-G=-569212199, G-H=-<1081/1576,
H-I=-500111872, I-J=-5462/1940, J-K"'O/36
B-S"'-1704/4437, S-T"'-170414437, R-T=-1704/4437, R-U"'-1594/4105, Q-U"'-lS94/410S, Q-V=-1594/410S, ~
V-W"'-1594/4105, P-W"'-1594/4105, P-X=-2163/5701, X-Y=-216315701, Y-Z=-2163/5701, O.Z=-2163/S701,
O-AA=-2163/5701, AA-AB=-2163/5701. N-AB=-216315701, N-AC=-2163/5701, M-AC=-216315701, M-AD=:-1533/<l<l46,
L-AD=-1533/4<l46, J-L=-153314446
C-S=-1071353, C-R=-392/226, D-R=-409/1073, D~P=-938/2129, E-P=-437/268, G-P=-68f72, G-O=-297/897, G-M=-2150/948
. H-M=-866/2397, I-M=-3901227, l-l=-106/355
2X4SPFNo.2
2 X6 SPF No.2
2 X 4 SPF Stud 'Except'
D-P 2 X 4 SPF No.2, G-P 2 X 4 SPF No.2, G-M 2 X <l SPF NO.2
BOT CHORD
REACTIONS (Ib/size) B=3311/0-3-8, J=331BIO-3-8
Max HorzB=l77{load case 4)
Max UplittB=-111B(load case 'I), J=-1122(load case 3)
FORCES (Ib)
TOP CHORD
BOT CHORD
WEBS
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x3") 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 0-7.0 DC.
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 thl3 LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roollive loads have been considered for this design.
4) Wind: ASCE 7-02; 90mph; h=25tt; TCDL=6.0psf; BCDL=6.0psf: Category II; Exp C: enclosed; MWFRS 9able end zone; cantilever lell and
right exposed: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1118 Ib uplift at joint Band 1122 lb uplift al
jointJ.
8) This truss is designed in accordance with the 2003 Internalional Residential Code sections R502.11.1 and RB02.10.2 and referenced
slandard ANSlfTPI 1.
9) Design assumes 4x2 (lIat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails.
Continued on a e 2
A WARNING - Verify du;g,. parameters and READ NOTES ON TmS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 BEFORE USE,
Dmign void lor use only with Milek connectors. lhis design is baled only vpon pal'ometeu shown. and is tor on indi"duat building componenl.
Appr.:obi~ty 01 design poromenlers and proper "\CorporaTion of compenenl is relpomibir.fy at bu~dong dmigner - nof IruII deligner. Bracing shown
il lor tolerol supporl of individu{11 web members onty. Ad(Jilionat temporary brocirlg 10 ;n\ure stobillty duritlg consl'l1c1ion is Itl!) fe'pomibillity ollhe
erector. Adclitionol permanent bracing 01 the overall structure il the responlibilily 01 the buiding de,;gner. For gencfOt guidance legording
tObrication. QUality controt ltoroge. de....ery. eteclionond bracing, cansull AHSI/TPI1 Qua~ly Criteria. DSB-8? and BCSt1 BuildIng Component
Solely lnlolmalion available from 1fU15 Ptate Inltilute. 583 D'Onolrio onve. Madi,on. Wl 53719.
37_3_3
3-10-7
36_9_8
4-6-5
17-9i
1-0-0
Scale = 1;650
5x6=
H
~
~
K I~
M
4x8=
4x8 ~
AD
2"
Special
32-3-3
3-10-7
36-9-8
4.6-5
PLATES
MT20
GRIP
197/144
Weight: 365 Ib
"-
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May 10,'2007
dl'
MiTek-
14515 N. Ouler Forly, SUllo #30{)
Chesterfiold,M063017
Job jTrusS ITrussType
10970507 \HGRl IROOF TRUSS
CARTER-LEE BUILDING COMPONENrs. MOORESVILLE. IN 46158
I~IY
IPIY
-roo 112103949
21'rbR fere "0 Ii n I
6.400sFebI42<107MiTeklnduslnes.lnc TtluMay 1013:05:172007 Page2
NOTES
to) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3381b down and 1731b up at 4-5-8, 2231b down and 90 Ib up at 6-5-8,1223Ib
down and 111 Ib up at 8-5-8, 2231b down and 1111b up at 10-5-8, 2231b down and 1111b up at 12-5-8, 2231b down and 111 Ib up at 14-5-8,223 Ib down and l111b up at
16-5-8, 2231b down and l11lb up at 18-5-8, 2231b down and 111lb up at 20-5-8, 2231b down and 1111b up at 22-5-8, 2231b down and 111 Ib up al 24-5-8, 2231b down and
111 Ib up at 26+5-8, 2231b down and 1111b up at 28-4-0, and 223 Ib down and 90 Ib up at 30-4-0, and 338 Ib down and 173 Ib up at 32-4-0 on bottom chord The
design/selection of such connection device{s) is the responsibility of others
LOAD eASElS) Standard
1) Regular: lumber Increase=1.15. Plale Increase=1.15
Uniform Loads (plf)
Vert A-D=-60. D-H=-60, H-K=-60. B-J=-20
Concentrated Loads (Ib) I
Vert: S=-338(F) R=-223(F) M=-223{F) L=-338(F) T=-223{F) U=-223(F) V=-223(F) W=-223{F) X=-223(F) Y=-223(F) Z=-223(F) AA=-223(F) AB=-223(F) AC=-223(F) I,
AD=-223(F)
A WIlRNlNG. Verify dulgn pa....md..... and READ NOTES ON THIS AND INCLUDED MITE/! REF~ENCE PAGE MII.7473 BEFORE USE
Design valid lor me or'Wy will' Milek conneclor,. This design is baled only upon paromelets shown. and is lor on individual bu~ding component
Applicobil1y 01 design paramen1er\ and prOper ilcorporolion at componenl is relpofl\.lbi~ly 01 building designer - nOll,uSl d(Oo;igner. Bracing shown
il for k>lerol ",PPO" at indivK1uol w(Ob members ant.,., Add,tjonollempOlory bracing 10 imure stability during cons1ruction is II'''' 'elDomibillity of Ihe
ereclor. Addi1ional permanent bracing 01 the ovewll slructure il Ihe respon\ibilily of the building dmigner. FQ( general guidance regarding
fabrication. qualityconlrol.lloroge. delillery. erecl>on ond bracing. consult AN511Tl'1l Quality Criteria, OSB.89 ond BCStl Bugdlng Component
Safety Intormalio" avaiklblc Irom 1rU\$ P1ale tnstilule. ,SB3 D'OnolriO Drive, Modison. WI 53719
Mi."
MiTek'
"'..u~,,-...;:.
14515 N. Ouler Forty, Su~e #300
Chesterneld,M063017
Job
Truss Type
ROOFffiUSS
obRefcr n eo Ii n I
6.400sFeb 142007 MiTek lodustries. Inc. ThuMay 101305:1821)07 Pogo'
112103950
21-9.5 28.4-12 32-3-3 36-9-8
6-6-3 6<-7.7 J..-l0-7 4-6-5
DEFL '" (Ioc) Vdeft Ud PLATES GRIP
Vert(LL) 0.22 N-O >999 240 MT20 197/144
Vert(TL) -0.41 N-O >999 180
Horz(TL) 0.11 I of, of,
Truss
0970507
HGR1A
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE. IN 46158
4-6_5
4-6-5
8-4.12
3-10-7
15-0.3
6-7-7
?1.!'l_5
6-9-3
284-1?
6-7-7
5~6 ::::
1.5x4
3x6 ==3x8::::
C
o
F
A
~l
o
4x8'l
N Z
MM AS
R
2x411
s
Q
PU
V 0
w
,
,
,,'
4xS==
4x4:::
4xS==
,,8
Special
4-6-5
4-6-5
8-4-12
3-10-7
15-0-3
6-7-7
Plate Offsets X V): IA:O-2-120-2-01 rC:O-3-Q 0-2-31 IG:0-3-0 0-2-3 1:0-2-120-2-0
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 NO
Code IRC2003fTP12002
CSI
TC DAD
BC 0.72
WB 0.60
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
32.3.3
3.10-7
36.9.3
4.6-5
1'-9-,
1-0-0
Scal,,;3J16-=l'
5x6 =
G
J Ii
AC
4.8~
K
4x8 =
,,'
Special
Weight: 363 Ib
2 X 4 SPF NO.2
2 X 6 SPF No.2
2 X 4 SPF Stud 'Except'
CoO 2 X 4 SPF No.2, F-O 2 X 4 SPF No,2, F-L2 X 4 SPF No.2
BOT CHORD
Structural wood sheathing directly applied Of 5-1-11 oc purl ins, except
2-0-0 oc purlins (4-11-14 max.): CoG.
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Ib/size) A=3261/Mechanical,I=3323/0-3-8
Max HorzA=.188(load case 3)
Max UpliftA=-1125(load case 4), 1=- 1125(10ad case 3)
FORCES (Ib) _ Maximum Compression/Maximum TenSion
TOP CHORD A-B=-5519/1973, B-C=-5026/1888, C-D=-5715f2213. D-E=-5714/2212, E.F=-5714/2212, F-G=-4090/1581, G-H=-5011/1877.
H-I=-5472/1945,I-J=0/36
BOT CHORD A.R=-1740/4501, R-S"'-1740/4501, 0-5=-1740(4501. Q-T=-1611/4134, P.T=-1611/4134, P-U=-1611/4134, U-V=-161114134,
O-V=-161114134, O-W=.2172/5716, W-X=-2172f5716, X-Y=-2172/5716, N-Y=-2172/5716, N-Z=-2172/5716,
ZAA=.2172/5716, M+AA=-2172/5716, M-AB=-2t72/5716, L-AB=-2172/5716, L-AC=-1537/4454, K.AC=-1537f4454,
l-K=- 1537/4454
WEBS B-R=-1341387, B-O::-435/261, C-O=-428/1098, C-O=-933/2122, 0-0=-437/268, F-0=-65/67, F-N"'-297/897, F-L=-2159/954,
G-L=-869/2402, H-L=-389/227, H-K=-106/355
NOTES
1) 2-ply truss to be connecled together with 10d (0.131")(3") 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 0-7--0 oc
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design
4) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0pst; Category ll; Exp C: enclosed; MWFRS gable end zone; cantilever teftand
right exposed; end verlicalleft and right exposed: Lumber DOL=1.33 plale grip DOL=1.33.
5) Provide adequate drainage to prevent water ponding,
6) This truss has been designed tor a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11251b uplift at joint A and 1125 Ib uplift at
joint I.
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.
10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated. fastened 10 truss TC wI 2-10d nails
Continued on a e 2
A WllRNlNO. Verily du;gn p"....'..den And READ NOTl!:S ON TIllS AND INCLUDED lIflTEK REFERENCE PAGE tJUJ.7"73 BEFORE USE_
Design valid lor use only with Mile. connectors, Th;s design;5 bOled ant." upon parometer\ shown, and i\ tor on individual build">Q componenl
AppHcobi~ly 01 design po'amElnlers and proper incorporalion 01 compon"nt;s f()\pomibilily 01 building designer. nol truss designer. Bracing shown
is Jo' Iole,al sup pori of individual web members only. Addit;onallemporay t.-acing to insure slobi~ty dUfing comtl\!ction is the responsibi~ily of the
ereclor. Addilional permanent broc;ng of the overall !I,velure is the 'os.ponsib~ity of Ihe bu~ding designe'. Fex' genefol guidance ,egarding
labrlcalion. quolily conlrot, \tOl09'" deivery. ef"c1ion and bracing. consutl ANSI/TPI1 Quality Crll~ria, OSI-89 and BCSIl Bu~dlng Compane-nl
Sole-ly InformaHon available f'om IrllSS Plole Inslrtule. 583 D'Onofrio Drive. Madolon, WI 53719
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May 10,2007
I
Mil"
=f):)m~!.:.
14515N, OulerForty, SU'le1l300
CheSI"rr,eld,M063017
Job ITruss ITrussType
J0970507 IHGR1A IROOF TRUSS
CARTER.LEE BUILDING COMPONENTS, MOORESVILlE, IN 46158
I~"
IP'Y
["
21.JobReferen~elonlinnal
6.400sFeb 142007 MiTek Induslrills. Inc
112103950
ThlJMay 101305182007 Paga2
NOTES
11) Hanger(s) or other connection device{s) shall be provided sufficient to support concentrated load(s) 3611b down and 1931b up at 4-5-8, 2231b down and 90 Ib up at 6-S-8,223Ib
down and 111 lb up at 8-5-8, 223 Ib down and 111 lb up at 10-5-8. 223 Ib down and 111 Ib up at 12.5-8, 223 Ib down and 111 Ib up at 14-5-8, 223 Ib down and 111 lb up at
16-5-8,223 Ib down and 111 Ib up at 18-5-8,223 Ib down and 1111b up al 20-5-8, 2231b down and 111 Ib up at 22-5-8,223 Ib down and 1 t 1 lb up at 24-5-8, 2231b dow~ and
111 Ib up at 26-5-8,223 Ib down and 1111b up at 28-4-0, and 223 Ib down and 90 Ib up at 30~4-0, and 338 Ib down and 173 Ib up at 32-4-0 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD eASElS) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pit)
Vert: A-C=-60, C-G=-60, G-J=-60. A-I=-20
Concentrated Loads (Ib)
Vert: R=-361(F) Q=-223(F) L=-223(F) K=-338{F) S=-223(F) T=-223(F) U=-223(F) V=-223(F) W=-223(F) X=-223(F) Y=-223(F) Z=-223(F) AA=-223(F) AB=-223(F)
AC=-223(F)
A. WARNING. VerilY de$/g" parnmel.....s ,,"d REJID NOTES ON TInS AND INCLUDED /JIflTEK REFERENCE PAGE Mll.T4T3 BEFOl':E USE.
Design volid for use only wilh Mile. conneclorl. Thi, d'Hign is bOled only upon paramelers lhOwrl. and i, fa, on individual building componenl
Applicabi~ly 01 design pmamentc!S and proper incorpOralion 01 component il ,elpomibiMy of bu~dng designer. nol tru\> designeL Brocng lhe"",
is for toteral supporl of individual web members only. Addi!ionollempOlcry braCing 10 imure Ilabilily during cornlruction illhe rcspon~biMy 01 the
crector, Addilional permanent bracing ollhe o,crall Ilructure il lhe re\pon,ibillly ollhc building designer. FOI general guidance regar<ling
fabrication. quality control, Ilorage. de~very. ereclion and bracing. conlult ANSI!TPIl Quam..,. Crileria. OSB.89 and BCSll Building Componenl
Solely InlOfTTlallon ovailable lrom Irull Plate Irnlitulc. S83 D"Onofrio Drive. Modison. Wt S37l9.
MD!"
MiTek'
P<>"~"-~-
14~1~ N, Out'" Forty. Sudl!#300
Cllesll!rfield.M063017
Job
"
Truss
Truss Type
J0970507
"'
MONO LEDGER TRUSS
Job Reference 0 lion I
6.400 s Feb 142007 M.Tekfllduslnes, Inc. ThuMay 10 13:05:\92007 Pagel
112103951
CARTER-LEE BUilDING COMPONENTS, MOORESVILLE, IN 46158
~ 1.0-0 I
1-0-0
6-6_3
6-6.3
1.5~4
c
~
3xStI
D
1.5x4
Plate Offsets X y. 8:0-3-8 Ed e
~~3
~~3
DEFL ;" (Joe) I/deft Ud
Vert(LL) -0.09 B-D >829 24D
Ver1(TL) -0.23 B-D >332 180
Horz(TL) 0.00 D "fa "fa
LOADING (psf)
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 IRC2003{TP12002
CSI
Te 0,61
Be 0.42
WB 0,00
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
WEDGE
Left: 2 X 4 SPF Stud
BRACING
TOP CHORD
2X4SPFNo.2
2X4SPFNo.2
2 X 4 SPF Stud
Scale'" 1:38.3
PLATES
MT20
GRIP
197f144
Weight: 25 Ib
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) B=324/0-3-8, D=243/0-3-8
Max Harz B=235(load case 4)
Max UptiftB=-64(load case 5}. D=-99(toad case 5)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=O/33, B-C=-169/129. C-D=-180f136
BOT CHORD B-D=-47f71
NOTES
1) Wind: ASCE 7-02; 90mph: h=25ft; TCDL=6,Opsf: BCDL=6,Opsl; 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) This truss has been designed for a 10.0 psI bottom chord live toad nonconcurrent with any other Ijv~ loads.
3) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) Band 0
4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RB02.10.2 and referenced
standard ANSlfTPI 1.
LOAD CASE(S) Standard
A WARNING. Verilll de"lgn parumrten and READ NOTES ON THlS AND INCLUDED MJTEK REFE1U~NCl> 'AGE MJI.7473 B1!:FOIlE USE.
Design ~alid Jar use only "WiTh Milek conneclC>'s. 'h~ design io; based on" upon poromelers shown, and is lor an individual buildrng component
Applicobaity oJ design paramenlcrs and proper irlCorporalian of campanen! is respansibi,ly 01 building designer _ nol iruss designer. Brocing shown
is lor k>te<al sup pori 01 individual web members only. Additional temporary b..-acing 10 insure stobiily during conslruclion is lhe responsibility 01 the
erector. Addlionol permonenl bracing of the overall slrUCl\xe is Ihe respomibilily of lhe building designer. For 9'Oncrot guidance regarding
fabrication. quotily con![ol. S!Ologe, dc"very. meclion and bracing. camull ANSI/TPIl QlJollty Crflerkl. OS8-89 orad BCSIl 8lJ~ding Componenl
Solely loformollon avoilable Irom Trusl Plate Irlsfllute. 563 D'Onolrio Drive. Madison, WI 53719.
~
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May 10,2007
Mil'
MiTek'
14515 N. OulorForty,Suitll#300
Cheslllrfield.M063017
Job
Truss Type
ROOF TRUSS
bRef rial
6400 s Feb 142007 MiTek Il"ld1Jslrifls. Inc. ThuMay 10 13:05202007 Pagel
112103952
Truss
J0910507
"
CARTER-LEE BUILDING COMPONENTS. MOORESVIUE. IN 46158
_1_0-0
1-0-0
3-3-13
3-3-13
4x8=
10.00 [12
~
A
2x41l
33-13
3-3-13
Plate Offsets X y. C:04-Q 0-1-4
LOADING (pst)
TelL 20.0
TCDL 10.0
BeLL 0.0
SCDL 10.0
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr NO
Gode IRC2003fTP12002
CSI
Te 0.28
Be 0.10
we 0.12
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
2 X 4 SPF No.2
2 X 6 SPF NO.2
2X4 SPF Stud
BOT CHORD
JOINTS
REACTIONS (Ib/size) E=358/Mechanical, 8=407/0-3-8
Max HorzB"'125(load case 4)
Max UpliflE"'-lS9(load case 4), B=-169(load case 5)
Max GravE=358{load case 1), B:=408{load case 9)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/36, B-C=-378/118, C-G=-23/36, D-G=-22/37, D-E=-114/72
BOT CHORD B-F=-129/228, F-H=-131/222, E-H=-131/222
WEBS C-F=0I254, C-E=-303/147
6-6-3
3-2-6
Nailed
H
Nailed
4x4::::
~~3
3-2.6
'0
-0.00
-0.01
0,00
(Ioc)
F
E-F
E
Ildeft
>999
>999
0/'
Ud
240
180
0/'
scoile= 1:22,8
1.5x4 II
"
E
PLATES
MT20
GRIP
197/144
Weight: 321b
Structural wood sheathing directly applied or 6-0-0 oc pUrlins, ex~pl
end verticals, and 2-0-0 oc pUrlins (6-0-0 max.): CoD.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Brace at Jt(s): D
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: 90mph: h=2Sft; 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 psi bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to beilring plate capable of withstanding 159 lb uplift at joint E.
7) One H2.SA Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt{s) B.
8) This truss is designed in accordance with the 2003 International Residential Code sections RS02.11. 1 and R802.1 0.2 and referenced
standard ANSlfTPI1.
9) Design assumes 4x2 (flat orientation) pUrlins at oc spacing indicated, fastened to truss TC w/2-10d nails.
10) .Nailed. indicates 3-10d or 3-12d common wire toe-nails. For more details refer to MiTek's ST-TOENAll Detail.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 121 Ib up at 3-3-13
on top chord, and 81 Ib down at 3-3-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others_
12) In the lOAD CASE(S) section, loads applied to the face of the truss arc noted as front (F) or back (B)
LOAD CASE(S) Standard
1) Regular: lumber Increase=1.15. Plate Increase=1 15
Uniform Loads (plf)
Vert: A.C=-60, C-D=-60, B.E=-20
Continuod on a e 2
A WARNING - Verilll design paramet,.,-s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7~13 DEFORE USE.
[)(!,ign volid for '''ll only wilh MireK connoctors. This dOlign is bmedonly upon poromelO'S ,hown, ol1d is 10' on individual building componanl,
Applicobilily 01 design poramenters and proper incorporOliQ(l 01 componenl i~ rcsponsjbilily 01 building desiQncr - not truss designer. Bracing shown
is for Ioterol supporl of individual web members 0Il1y. AddilionnllemporOly txocing 10 ...S\Xe stabiliTy during construclion is lhe responsibillily 01 the
e<ecIOl. Addilionol permanent bracirlQ of lhe overallSlfUcll1fa islhe responsibility of the bu~d;ng dasigner. For genoral guidonce regarding
fabrication, Quality conllol, slorage, delrvery, crechon ond blcKing. conlull ANSIITpn Quolity Criteria. OS8.89 arod Bcsn Building Compon"nt
Safl!ty Inlormotio" avaiobla lram Truss Plaia Inslilutc, 583 D'Onolrio Drive. Mod,mn, WI 53719.
~
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May 10,2007
I
Mil'
MiTek'
""'"<"-'."~~Rm-';;:;'
145t5N, Outer Forty,Su;le #300
Clleslerf,eId,MQ630t7
Job lTruss ITrussType
0970507 IJ2 jROOF TRUSS
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE. IN 46158
I~" IPI'
I"
lLobReferenCe(o~
64005 Feb 142007 MiTe~lnduslrH3s.lnc
112103952
Thu May 10 13:05:202007 Page2
LOAD eASElS) Standard
Concentrated Loads (Ib)
Vert: C=-83(B) F=-40(B) G=-54(8} H=-22(B)
A WARmNG.. ""'rifY dUly" P,,.-..,,,,,,ter3 alld RMD NOTES ON THIS AND INCLUDED MrrEK REFERENCE PilGE MlI.7473 BEFORE USE.
De.\ign valid lor ule only with Mild conncclors. Th~ design is bOled only upon paramelers ,hown. ond is lor on individual bu~ding campanen!.
AppOCobi~ty of design po'omenteu and prope< incorporohon 01 componenl is r~r>o""biily 01 buiding designer - not trU$\ dm;gnCl_ Bracing lho,.."
is lor Ioleral luPPOrl at individual web memtx", only. Additionallemporory I)racing 10 imulc liability during comlruclion is the rOlponsillillily ollhe
ereclor. Addilional permanonl bracing ollhe ovcmll slruclure is Ihe relponlib~ily ollhe building designer. For \:leneral guidance regarding
IObricolion. Q\Jo~jyconlrol. slolOge. deivery. erechon and bracing. comuU AN51/TPll Quo~ly Crilomo. D58.89 and BC511 Building Componenl
Safety tnlormallon ovoilobk:! from TrUll Plololnslilulo. 583 D'QrlOtriO Clli',e. Madison. WI 53719
Mii"
MiTek'
;;<;;;.~i";;;-,,-~;;,
14515N.Ovle'FO<1y.$uila#300
ChOSlemtJld. MO 63017
Job
Truss
obReference 0 lienal
6400sFeb 142007 MfTekln<lustries, Inc. Tt..JMayl013:05:212007 Page 1
112103953
66.3
3-2-6
DEFt ,n (toe) I/defl Ud PLATES GRIP
Vert{Ll} -0,00 F >999 240 MT20 197/144
Vert(TL) -0.Q1 E-F >999 180
Horz(Tl) 0.00 E nl, nl,
Truss Type
J0970S07
"A
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVlllE,lN 46158
_1_0-0
1-0-0
3_3-13
3-3-13
6-6-3
3-2-6
4.8 =
Nililed
c
G
~
A
3-3-13
3-3-13
Plate Offsets X Y: C:0-4-0 0-1-4
LOADING (psf)
TelL 20,0
TCDL 10.0
BelL 0.0
SCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
RepStrcsslncr NO
Code IRC2Q03fTPI2QQ2
CSI
Te 0.28
Be 0.10
WB 0.12
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purtins (6-0-0 max.): CoD.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Brace at Jt(s): D
2 X 4 SPF No.2
2 X 6 SPF NO.2
2 X 4 SPF Stud
BOT CHORD
JOINTS
REACTIONS (Ib/size) E=3S8/Mechanical. B=407/0-3-8
Max HorzB=125(load case 4)
Max UpliftE=-159(load case 4), B=-169(load case 5)
Max GravE=358{load case 1). B=408(load case 9)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/36. B-C=-378/118. C-G=-23/36, D-G=-22/37, D-E=-114/72
BOT CHORD B-F=-1291228. F-H=-132/222. E-H=-1321222
WEBS C-F=0I254, C-E=-303/147
NOTES
1) Unbalanced roollive loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft: TCDL=6,Opsf: 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 OOl=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) Reier to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift at joint E.
7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift al jt(s) B.
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 ANSlfrPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails.
10) "Nailed" indicates 3-10d or 3-12d common wire toe-nails. For more details refer to MiTek's ST-TOENAlL Detail.
11) Hanger{s) or other connection device(s) shall be provided sufficient to support concentrated load{s) 1231b down and 1211b up at 3-3-13
on top chord, and 81 Ib down at 3-3-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
12) In the LOAD CASE(S) section. loads applied to the lace of the truss are noted as front (F) or back (B)
lOAD eASElS) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1 15
Uniform Loads (plf)
Vert: A-C=-60, C-D=-60, B-E=-20
Conlinuedon a e2
A WARNING. Vrrify drsign parumrtrrs and READ NOTES ON TmS AND INCLUDED IllITEK REFERENC~ PAGE /IIl11-7473 BEFORE USE.
Design valid for u'e Only "",lh MiTek conneclofl, This de,ign i, bO'3d only upon paramelers ,hown. and i, for an indi....iduoll)uilding componenl
Applicabilily 01 de,ign porarnenlers orKl proper incorporoljon 01 componenl is responsibility 01 buildlf">g designer - not l1US\ designer_ Bracing shown
is tor Iole<ol wppo<l ot ioorviduol web members only. Additional lcmporqy bracing 10 in"-"e slabi~ly dvring cornlruchon is lhe responsibiUily ollhe
erectOl. Addllional permanenl bracing ot lhe OVefaU slluctUle is lhe lesponsib~ily of lhe bu~dong designer. For general guidoncc rcgording
to~)<icolion, quolilyconlrol. sloroge. detivery, erection and b<ocing, comull ANSI/Tl'l1 Quotily Criterlo. OSB.8' and 8CStl Building Component
Solety I,IIo,mollon (woiloble 'rom Truss Plole In'lilule. 583 ~'Onofrio Drive. ModilOn, WI 53719.
Scale" 1:22_8
1.5x411
-
M
Weight:32lb
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14515N.OlllerForty,Sulle#300
Che,;lerlield,M063017
Job ITruss ITrussType
J0970507 IJ2A IROOFlRUSS
CARTER-lEE BUILDING COMPONENTS. MOORESVILLE, IN 46158
lOAD eASElS) Standard
Concentrated Loads (Ib)
Vert: C=-83(F) F=-40(F) G=-54(F) H=-22(F)
I~"
IPIY
100
1 l,nbRel..,..n '/n1lional
6.400sFeb\42007MiTeklnduslries.lnc
112103953
ThuMay 101305:212007 Pagel
All. WARN/NG - V..rify du/g" p......md..,..s ""d ReAD NOTES ON TIllS AND INCLUDE!) MITEK REFERENCE PAGE MJI.74'T3 BEFORE USE.
Deslgn valid 101 use only with MiTek connectors. Thi!; de~n is bo:ied only upon p(Yomelers shown. and is for on individvol bu~ding carrponenl
Applk:obi~ty 01 dcs.ign poromente<s and proper incOIporolion of compOnent is rcsponsibiity 01 bvilding design", - nollru" designer. &ocing shown
is fOl !oJerol supporT of individual web membC" only. Additional temporory bracing 10 imLlre ,tability during comhu<:!ior> il Ihe rClponsibillily 01 the
CIOClor, AddilionCJI permmonl bracing ollhc overall Illuclure il lhe re\pomibililv ollhc building desigr;cr. fOl general guidance regording
fabricalion. Quality canlrol. Ilol"Ogc. deivery. ereclion and brocng. consull ANSI/TI'l1 Quofily Criterio, O~IH!' ond BC~11 8u~dlng Componl!nl
~alely Inlofmalion availQble fram Truss Plato Imtilule. 583 O'Ol"lOfrio Drive. Modison. WI 53719
mi'
MiTek'
;;Q.;i..ro-""".......-
14515N.OutefForTy,Su'le#300
Chesterlield,MD63017
Job
Truss
00
Truss Type
J0970507
'"
ROOF TRUSS
JobR feren lianal
6.400sFetl142007M,Tl!kIJlduslril!s,lnc ThuMay1013,05:212007 Pagel
112103954
CARTER LEE BUILDING COMPONENTS, MOORESVlllE,lN 46158
.1_0.0
'-0-0
6_6_3
3.2.6
3_3_13
J-.J..13
4x8 =
Nailf!d
1.5x4 II
~
10.00 ri2
A
3-3-13
3-3-13
H E
2" II Nailed 4x4 =
6-6-3
3.2.6
DEFl ;0 (Ioc) I/defl Ud
Vert(LL) -0,00 F >999 240
Ver1(TL) -0.01 E-F >999 180
Horz(TL) 0,00 E 0/' 0/'
PlalcOffsels XY. C:Q-4-QQ-1-4
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 0.31
Be 0.11
WB 0.13
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
Struclural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 DC purlins (6-0-0 max.): C-O.
Rigid ceiling directly applied or 10-0"0 oc bracing.
1 Brace at Jt(s): 0
2 X4 SPF NO.2
2 X 6 SPF NO.2
2 X 4 SPF Stud
BOT CHORD
JOINTS
REACTIONS (Ib/size) E=381/Mechanical, B=424/0-3-8
Max HorzB=125(load case 4)
Max UptiftE=-179(load case 4), B=-184(load case 5)
Max GravE=381(load case 1), B=425(load case g)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=0f36, 8-C"'-402/140, C-G"'-23/36. 0-G=-22/37, O-E=-119/76
BOT CHORD B-F=-145/247, F-H=-148/241, E-H=-148/241
WEBS C-F=0/256, C-E=-328/169
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 verticallett and right exposed: Lumber DOL=1.33 plate grip DOL=1.33.
3} Provide adequate drainage to prevent water ponding.
4) This lruss has been designed for a 10.0 psfbottom chord live load nonconcurrent wilh any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t791b uplift at joint E.
7) One H2.5A Simpson Slrong.Tie connectors recommended to connect truss to bearing walls due 10 uplift at jt(s) 8
8) This truss is designed in accordance with the 20031nternational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI 1.
9} Design assumes 4x2 (flat orientation) purlins at DC spacing indicated, fastened to truss TC wI 2-10d nails
10) .Nailed. indicates 3-10d or 3-12d common wire toe-nails. For more details refer to MiTek's ST-TOENA1L Detail.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 Ib down and 146 Ib up at 3-3-13
on top chord, and 82 Ib down at 3-3-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)
LOAD eASElS) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1 15
Uniform Loads (plf)
Vert A-C=-60. C-D=-60, B-E=-20
Coniinued on a e 2
A. WAANlNG. V"'rlfy d","lgn pan>.m..to.... and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Mll.7473 BEFORE USE.
Design valid lor OJ.;e. only with Milelc connecton. Ih~ design;' brned only upon paramolen shown. ond ~ lor on individual building compOnent
ApphcobilLly 01 delrgn poromenlers and PWPOf onCOlpOlafron 01 componenlll relpomrbilliy 01 bwld,ng delignoJ - not truls delignm. 8'oc,ng shown
;, f,lI loloml supporl 01 jndiy,duol web members only. Add,ljorl(lllempormy bracing 10 imuro stability during construclian is Iho relpomrbillily 01 Ihe
emclor, Addihonal permonelll bracing ollhe overall Ilfuctl.Jre jo; the rOlponsibility of the buOding designer. fOl general gl.Jidance legarding
tobricatjon. quality canlral. storog.e. delivery. erection and bracing. Conlult ANSlITPIl QuaUfy Crllerio. DSB.89 and BCSIl Building Componenl
Solely lnlolmol;on Qyajloble Irom In-"s Plolo Institule. 583 D'Onofrio Drive, MmjilOn. WI 53719
SCilto=1:22,B
e\
PLATES
MT20
GRIP
197/144
Weight: 32 lb
~kM
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May 10,2007
.I'
MiTek'
14515 N. OulerForty, Suil..#300
Chnstemeld, M063017
ob ITruss ITrussType
0970507 IJ2B IROOFTRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
I~"
IPI,
100 112103954
1 IJOb Reference In' II nal
6.400sFeb142007MiTaklfldustries,lnc Thu May 10 13:05212007 Page2
LOAD CASE(S) Standard
Concentrated Loads {Ib}
Vert: C=-109(B) F=-41(B) G=-66(B) H=-23(B)
I
.'
A WARNING. V~rify d"slg" J>4">"'''I..rs aM R.t:AD NOTeS ON TIllS AND JNCLUDED MlTEK REFERENCE PAGE M11-7473 BEFOJ?E USE.
Des;gn valid lor vIe only with MiTek conneclOfI_ 1116 de,lgn ~ bmed only upon poromolcIs Ihown. and is lor an individual buildirlg componerll.
Applicobi",y 01 dc\;gn poromenle" and proper Incorromllon at component is rasponlibilily 01 building designer - nol 1,,,\, designer. Bradn>) ,hown
is lor lateral \Upporl 01 individual web members only. Addilionol Icmporuytvocing 10 insure stobMy dUfing const",clion" Ihe responsibiltily of the
erector. Additional permanent bracing 01 the overollstruc1ure is lhe responsibility of the bu~ong des;gOCf. For general guidanco regarding
fabricoliOll, quality control. slQfoge, de&very, ereclion and bracing, consult ANSl/lPll Quafity Criteria, OS8-89 and BCSIl Ilu~dlng Componenl
Safety Intormo1ion a.oilobfc trom 1rUII Plotc Institute. 583 D'Onolrio Ori.e, MadisQn. Wt 53719.
MI.'
MiTek.
....w.~m~.~.
14515N.0u1"rForly,Suil"#3OQ
Cheslerfi"td,M063017
Job
00
Truss
Truss Type
J0970507
"'c
ROOF TRUSS
Job Reference lop-lional
6400sFeb142007M"ej(llldustries,lnc ThuMayl0 1305,222007 Page t
112103955
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE. IN 46158
_'.0-0
1-0-0
3.3-13
3-3-13
6-6-3
3-2-6
4x8::::
Nailed
c
G
~
A
3-3-13
3-3-13
6-6-3
3-2-6
PlateOffsels XV: C:Q-4.QO-1-4
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 lncr NO
Code IRC2003rTPI2002
-0.00
-0.01
0,00
CSI
Te 0.28
Be 0.10
we 0.12
(Matrix)
DEFl
Vert(Ll)
Vert(Tl)
HOfZ(TL)
In (Ioe)
F
E-F
E
J/defl
>999
>999
'I'
Ud
240
,.0
'I'
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
I
Scale"1:22.8
1.Sx411
"
PLATES
MT20
GRIP
197f144
Weight:32lb
2 X 4 SPF NO.2
2 X 6 SPF NO.2
2 X 4 SPF Stud
BOT CHORD
JOINTS
Structural wood sheathing directly applied or 6-0-0 oc purl ins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): C-D.
Rigid ceiling directly applied or 10-0-0 oc bracing
t Brace at Jt(s): D
REACTIONS (Ib/size) E=358/Mechanical, B=407/0-3-8
Max HorzB=125(load case 4)
Max UpliftE=-159(toad case 4). B=-169(load case 5)
Max GravE=358(load case 1), B=408(load case 9)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0f36. B-C=-378/118, C-G=-23136, D-G=-22f37, D-E=-114/72
BOT CHORD B-F=-129/228, F-H=-1311222, E-H=-131f222
WEBS C-F=Of254, C-E=-303/147
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: enclosod: MWFR5 gable end zono; cantilever left and
right exposed: end verticallefl and right expoS(ld: Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This lruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing pl"te capable of withstanding 1591b uplift at joint E
7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) B
8) This lruss is designed in accordance with the 2003 International Residential Gode sections R502.11.1 and R802.10,2 and referenced
standard ANSlfTP!1.
9} Design assumes 4x2 (flat orientation) purlins at oc spacing indicated. fastened to truss TC w/2-10d nails.
10) "Nailed" indicates 3-1 Od or 3-12d common wire toe-nails. For more details refer to MiTek's 5T -TOENAIL Detail.
11) Hanger{s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 121lb up at 3-3-13
on top chord. and 81 Ib down at 3-3-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
12) In the LOAD CA5E(5) section. loads applied to the face of the truss are noted as front (F) or back (B).
lOAD CASE{S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1 15
Uniform Loads (plf)
Vert: A-C=-60. C-Q=-60, B-E=-20
Continued on a e2
A WARNING - Verify dnlgn parameter. and READ NOTES ON THlS IINPlNCLUPEf1 afITEK REFERENCE PAGE MlJ.7413 BEFORE USE.
Design volid tOl me orty wilh Mlfel connector~. Ih~ design ~ bmed only upon pCI"omelerl Ihown. and iI tOl on individuol buikJing component.
Applicabi,ly of design pwomenlefl ond proper inco'poralian at Campanenl il fosponsibi~ly 01 budd..'g dOligner - nol truss de~igner. Brocing ,hown
is for lateral lunport 01 individual web momb,m only. Additional f<Jmporory broci"9 to insure slnbility du,ing comlructjon i, Ih<J rmpomibillily of Ihe
orecler. Additional permanent brocing allhe ovemllslruclure is tlm responsibility ollhe building designer. FOI general guidance <eg{lrding
lobricotron. quolityconlrol, Il00oge. derIVery. ere<;tionand brocing, conwll ANSIIIPII Quality Criteria, DSB.U end 8CSI! 80ndlng Component
Safety InfOfmoHon ovoilable Irom Iro\.\ Plule Inslilule. 583 D'Onofrio [)five. Mod~on. WI 53719.
~
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May 10,2007
I
dl'
MjJek'
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!4515 N. Outer Forty. Su~,,#300
Chesrerfi9ld.M063017
Job lTruss ITrussType
J0970507 IJ2C IROOF TRUSS
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE. IN 46158
I~~
I~Y
I"
1 IJObR ference1o' Ii nal
6400sFeb 142007 MiTek Industries. Inc.
112103955
ThuMay 10 130S,222007 PlIge2
LOAD eASElS) Standard
Concentrated Loads (Ib)
Vert: C=-83(F) F=-40(F) G=-54(F) H=-22(F)
A WARNING. Verify dulg" p"ru"'d~~ Q"d READ NOTES ON rIDS /JJ'f1) INCJ.UDED MlTEK REFERENCE PAGE Mll.7413 BEFORE USE.
Design valid Jor use only with MjTek COntleclors. Ihil dc,ign is bmed only upon p(Yometefs shOwn. (lnd i\ lor on individuol building component
Applicability 01 design DO[(lmenterl ond prOf)er inccypOlotion 01 compOIlent is rcspomibiWly of building designer - not t'USl designer. B'acing sl,own
is 10< k1lerol svppcxl 01 individual web member, only, Additionollemporory bracing la nsure slaOiily during constrvclian is the resr>onsibillily 01 the
ereclor. Additional permoncnt bracing allhe oVel'all slructure is the responsibility at lhe bu~ding designer. Far general guidance regarding
lobricahon. qualily control. storage, dalivefY. erection and bracing, canluU A,NSl/TPn Quality Criteria. DSB-89 and BCSII BUIlding Component
SoIety Information available tram Trusl Plale Inslitule, 583 D'Onofrio Drive. Madimn. WI 53719.
Mil'
MiTek"
~.~-~.
14515 N.Ouler Forty. Suite #3QO
Che,terfield. MO 63017
Job
Truss Type
00
Truss
J0970507
03
ROOF TRUSS
Jo Relere Q lional
6400sFeI> 142007M,Teklndustlies. IfIC. Thu May 10 13:0S,Z32007 P9ge 1
112103956
CARTER-LEE BUILDING COMPONENTS, MOORESVILlE. IN 461511
_1_0_0
1-0-0
4.11-0
4-11-0
6.6-3
1-7.3
4x8 =
c
1.5x411
o
"
~
A
Plate Offsets X Y: 8:0-3-8 Ed e C:O-4-Q 0-'-4
1.5x4 II 3"
4-11-0 ~~3
4-11-0 '-7.3
DEFl '0 (Ioc) IIdeft Ud
Vert(LL) -0,02 B-F >999 240
Vcrt(TL) -0.04 B-F >999 180
Horz(TL) 0.00 E 0" 0"
LOADING (psf)
TelL 20,0
TCDL 10,0
BeLL 0.0
BCDL 10,0
CSI
Te 0.35
Be 0.18
we 0.10
(Matrix)
SPACING 2-0-0
Plales Increase 1.15
lumber Increase 1.15
Rep Stress Inc! YES
Code IRC2003fTP12002
LUMBER
TOP CHORD
BOT CHORD
WEBS
WEDGE
Left: 2 X 4 SPF Stud
BRACING
TOP CHORD
$caic" 1:30.5
o
^
.
E
PLATES
MT20
GRIP
197/144
Weight: 321b
2X4SPFNo.2
2 X 4 SPF No.2
2 X 4 SPF Stud
BOT CHORD
JOINTS
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins: C-D.
Rigid ceiling directly applied or 10-0.0 oc bracing.
1 Brace at Jt(s): 0
REACTIONS (Ib/size) 8=32410-3-8, E=24310-1-8
Max Horz B=181(load case 4)
Max UpliftB=-83(load case 5), E=-76(load case 4)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/33, B-C=-199/49, C-D=-35/55. D-E=-44/23
BOT CHORD B-F=.51/93, E.F=-53/91
WEBS C-F=QI189, C-E=.218/55
NOTES
1} Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: 90mph; h=25ft; TCDL=6.0psf; BCDl=6.0psl; 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 at joint(s) E considers paranel to grain value using ANSlffPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
6} Provide mochanical connection (by others) of truss to bearing plate at joint(s) E.
7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jlls) Band E
8) This truss is designed in accordance with Ihe 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlffPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened 10 truss Te w/2-10d nails
lOAD eASElS) Standard
A WARNfNG - Verify design paramdeT" and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PA,GE Mlt.1413 BEFORE USE.
Design volid lor use, oriy with Mile. connecloll. 1M de~ign,~ bo5ed only upon poromere~~ ,hownond ~ lor_ CYI individual bu~ding component.
ApphcobiEly 01 de''9n paromenler, ond proper IIlcorporohon 01 componcnl " fc<pon"b<!lty 01 bu.dLng dmrgner - nol Irus, de~igncr. Brac,ng ~hown
i'i 10rl0lerol supporl 01 individual web memb(!r~ on~. Add,lionallemporory bracing 10 insure ,Iabilily during conSlruclion i'i Ihe reIPomibillily olllle
",edor. Addilionol pcrmanenl brocing 01 Iho overall ,lruclu,e i~ the re~pomibilily ollhe building design",. for general guidoncercgarding
lobricolion. quolilyconlral. ,Io<ogo. dehvery. ereclion and bracing. comull ANSJ/lPIl Quality CrlJeria. 05B.89 and BCSII Bvlldlng Componenl
Solely Inlarmorio" available from lru~~ Plale InstituJe. 583 O.Onofrio Drive. Madison. WI 53719
"/vwll ~
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May 10,2007
ml'
MiTek'
,."..u~..~"o;;:;-
14S15N.OI.llerForty,Suillllt300
Cheslerf'oI1l.M063017
Job
Truss
Truss Type
J0970507
"
ROOF TRUSS
CARTER.LEE aUILDING COMPONENTS, MQORESVILLE, IN 46158
.,.O--{l
1-0-0
8.00 f12
"
~
A
lOADING (psf)
Tell 20.0
TCDL 10.0
BeLL 0,0
BCDl 10,0
SPACING 2-0-0
Plates Increase 1.15
Lumberlncmase 1.15
Rap Stress Incr YES
Code IRC20Q3rrPI20Q2
CSI
Te 0.24
Be 0.19
WB 0.00
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
REACTIONS (Ib/size) C=114fMechanical, 8=243/0-3-8, D=421Mechanical
Max HorzB"156(load caso 5)
Max UpHftC=-93(toad case 5), B=-57(load case 5)
Max GravC=114(load case 1), B=243(load case 1), O=84(1oad case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/33,B.C:=-82151
BOT CHORD 8-0=010
00
Jab Ref rence oRtional
6.400sFeb142007M,TllklndLlstrills,lnc Thu May 10 1305:232007 Page 1
\12103957
4-4-"
4-4-12
D
4_4_12
4-4-12
DEFl
Vert(LL)
Vert(TL)
Horz(TL)
In (Ioe)
B-D
B-D
C
Ud
240
180
,"~
lfdefl
:>999
:>999
,"~
-0.02
-0.05
-0.00
BRACING
TOP CHORD
BOT CHORD
$caie= 1:17.3
PLATES
MT20
GRIP
1971144
Weigh!: 131b
Structural wood sheathing directly C'Jpplied or 4-4-12 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft: TCDL=6.Qpsf: BCDL=6.0psf: Category II; Exp C; enclosed; MWFRS gable end zone: cantilever left and
right exposed: end verticallefi 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} Refer to girder(s} for truss to truss connections.
4} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint C.
5} One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) B.
6) 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
A WARNING. Verify dulSl" pa",mcl...-s...... READ NOTES ON THIS AliDlNCL.UDED ftJ1TEK REFERENCE PAGE Mll.7473 BEFORZ USE.
Design void 10/ use orty wilh Mile~ COnncctO/I. lhi! delign il broed only upon po-ometerl shown, and il lor OIl individual buiding compOIlent
Ap~icobi~ly 01 design poromenter' and proper incCM'PCMobon ot component i, re'pom;hifJly 01 bt;,ding deligner. n01 trUS\ designer. Brocing shown
~ lor lalcrol support 01 indivKlual web members only. Addllionollc.mpO/ary bracing to ins,"e stability (j,,,ing construction .,s therespon,it>jnity at the
erector. AdeJII>Cnal permanent bracing of the overall strucl\J'e is Ihe r(lspnrlsibilily 01 the building do,igncr. Fal genoral guidance regarding
10bricolion, quality control. \toruge. delivery. ereclionand brocing. conlult ANSt/TPll auolity Crileria, OS8.89 and IlCSII Ilufldlnll Compo"ent
Solety Inlo.matlon available Irom Truss Plate Inllilute. 583 D'Onolrio Drive. Madison. WI 53719
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May 10;2007
ml'
MiTek-
;'-;:;"'RT<>p.~mR'"
14515N.Outcr Forly, SUltellJOO
Cheslerfiekl.M063017
Job
obReferenceloolional)
6.400sFeb 142007MiTeklnduSlries,Inc ThuMay 1013:05242007 Page 1
112103958
C
4-4-12
4-4-12
DEFL '0 (Ioc) I/dcfl Ud PLATES GRIP
Vert(Ll) -0,02 A-C >999 240 MT20 197f144
Vert(Tl) -0.05 A-C >999 180
Horz(TL) -0.00 B n/, 0/'
Truss
Truss Type
0970507
-"A
ROOF TRUSS
CARTeR-lEE BUILDING COMPONENTS, MOORESVILLE.IN 46158
4-4-12
4.4-12
j2x4
LOADING (pst)
TelL 20.0
TeDL 10.0
BelL 0.0
SeDL 10.0
SPACING 2-0-0
PlalosJncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI
Te 0.30
Be 0.20
we 0_00
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied Of 4-4-12 ac purlins.
Rigid ceiling directly applied or 10-0-0 ac bracing.
2 X 4 SPF NO.2
2 X 4 SPF NO.2
REACTIONS (Iblsize) A"'-168/Mechanical, B"'-126/Mechanical, C"'-43/Mechanical
Max HorzA"'-120(load case 5)
Max UpliftB"'--103(load case 5)
Max GravA"'-16B(load case 1). B=126(load case 1), C"'-B5(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-B4157
BOT CHORD A-CooD/D
NOTES
1) Wind: ASCE 7-02; 9Dmph; h=25ft: TCDL=6.0psf; BCDL=6.Dpsf; 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 DOloo1.33.
2) This truss has been designed for a 10.0 psf boUom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections
4) Provide mechanical connection (by others) of truss to bearing plate capable 01 withstanding 103 fb uplift at joint B.
5) This truss is designed in accordance with the 2003 Internationat Residential Code sections R502.11.1 and RB02.10.2 and referenced
st(lndard ANSlfTPI 1
lOAD CASE{S) Standard
A WARNING - V~rlfy design p<I",m..!~n and READ NOTES ON TIDS AND INCLUDED MTTeK REFeR~CE PIIGE Mll.747J BEFORE USE.
Design ~olid to< use only with MiTek cO<lrlCclors. ThOl design 01 omed only upon paromelers Ihown. ond Is tar on indi~iduol building component
Appllcobilily 01 delign poramcnlerl and proper incorporolion 01 componenl is relpon,Ibility 01 building de,Igncr - nollru\\ dmignm. Bmcirlg Ihown
illor loferal ,upporl of individuol web members only. Additionallempo<ory btocing to imule \Iabilily during conslruclion iSlhe respo"libiHily of Itle
crCCIOL Addilionol permanent bracing at Ihe OVefoll struclute islhe responsibility ot the bukling designer. for gene'ot guidance regO/ding
!abcicotion. QUalily control. slOfoge. dei\tery, mechoflond bracing. conlUll ANSI/TPll Guoflly Crilerio. OS8.8' and BCSIl Building Componenl
Solely lnrormollon ovalloble ham Iruss ?lole Irnl,lute. 583 D'Onolrio Drive. Modison. WI 5.3719
Scal~= 1:16.6
Weight: 11 lb
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May 10:2007
I
MiB'
MiTek'
14515N_0uIerFo<ty,Su~elt300
Cl>esterfi~d,M063017
Job
Truss
"
Truss Type
J0970507
"
ROOF TRUSS
b Refer olional
6400sFeb142007MiTeklnduslries,IIlC fhuMayl0 1305252007 Page 1
112103959
1-8-13
1.8-13
DEFL '" (Ioe) I/deft Ud PLATES GRIP
Vert(LL) -0.00 B >999 240 MT20 197/144
Vert(TL) -0.00 B-D >999 180
Horz(TL) -0.00 C 01, 01,
CARTER-LEE BUILDING COMPONENTS. MOORESVIUE,IN 46158
_1_0.0
1-0-0
1-8.13
1-8-13
c
,
o
o
A
Plate Offsets X Y: 8:0-3-8 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 IRC2003fTP120Q2
CSI
Te 0.08
Be om
we 0.00
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF NO.2
BOT CHORD 2 X 4 SPF NO.2
WEDGE
Left: 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 1-8-13 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 6=148/0-3-8, D=17/Mechanical, C=31fMechanical
Max HorzB=104{load case 5)
Max UpliftB=-51 (load case 5), C=-36(load case 5)
Max GravB=148(load case 1), D=34(load case 2), C=31{load case 1)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=0/32.8-C=-48/15
BOT CHORD 8-0=010
NOTES
1) Wind: ASCE 7-02: 90mph: h=25ft: TCDL=6.0psf; 8CDL=6.0psf; Category II: Exp C: enclosed: MWFRS gable end zone; cantilever left and
right exposed: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psI bollom chord live load nonconcurrent with any other live loads.
3) Refer to girder{s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint C.
5) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) B.
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
A WARNING. Vrn/!I cfuignp<>rom.'...._ <It"" READ NOTES ON THIS IlND INCLUIJe!J /lfrrr:K JU:TERLNCE PAGE MlI-7473 BEFORE USE.
Design ~oIid for use only with MiTek connecloo>. lh~ dc~ign is bmed only upon pO'omelerl \.hown, and icllor on indi~dual buioing componenl
Applicability of design poramenters and proper incorporalion 01 campanenl i, remomibilily 01 buIlding dmigner. not IruIS cesigner. Bracing Ihown
i\ lor kJlerol,upporl 01 indl~iduol web rnembell only. Addihonallomporary br(1cing to insure \1(1bility during comlruct;an illhe respomibillity 01 tho
ereclor. Additional permanenl bracing 01 the o~croll .lluctur.. il the responsibilitv 01 the building designer. for general guidcJnce regarding
fabricOlion. qvalily conlrol. ItCM'oge, de"'ery. ereclion cmd bracing. COl1lult ANSIITPn allotlty Crill,.;o. DSB.89 Dnd BCSll Building Component
Solely Information a~oik:Jble Irom lrU\.l Plote Imtitule, 583 D'Onatrio Drive. Madison. WI 53719
Scale ~ 1:11.5
Weight:7lb
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May 1 0,2007
mi'
MiTek'
;:O;;O-~',...~~.
14515N,OulerForty,Suole#300
Chestemekl,M063017
Job
Truss
Truss Type
00
,
!12103960
J0970507
g^
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 45158
Job Reference olional
6400sFeb142007MiTeklndustries,Inc Thu May 10 13'.05'.252.001 P";'81
-1-0-0
1-0.-0
1-8-13
1-8.13
c
I
Scale" 1:11.6
1000 f12
^
LOADING (psf)
Tell 20_0
TeDL 10.0
BelL 0.0
aGDL 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2Q03{TP12002
CSI
Te 0.08
Be 0.03
WB 0.00
(Matrix)
D
3)(81\
1-8-13
1-8-13
OEFl I" (Ioc) I/defi Lid PLATES GRIP
Vert(LL) -0,00 B ::>999 24D MT2Q 197/144
Ver1(TL) -0,00 B-D >999 180
Horz(TL) -0.00 C ""~ ""~
Plate Offsets X Y: 8:0-3-8 Ed e
Weight:7lb
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEDGE
Left: 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 1-8-13 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 8=148/0-3-8, D=11/Mecharlical, C=31/Mechanical
Max HorzB=104(load case 5)
Max UpliftB=-51(load case 5), C=-36(load case 5)
Max GravB=148(load case 1), D=34(load case 2), C=31(load case 1)
FORCES (Ib)
TOP CHORD
BOT CHORD
- Maximum Compression/Maximum Tension
A-8=0/32, B-C=-48115
B-D=O/O
"",,,-,,,,"' ~ lM 1
NOTES
1) Wind ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6,Opsf; Category II; Exp C; enclosed; MWFRS gable end zone;
right exposed; end vertical left and right exposed; Lumber DOL=1_33 plate grip DOL=l ,33.
2} This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of Iruss to bearing plate capable of withstanding 361b uplift at loint C,
5) One H2,SA Simpson Strong-Tie connectors recommended to connect tnJss to bearing walls due to uplift aljt(s) B
6) This truss is designed in accordance wilh the 2003 International Residential Code sections R502.11 1 and R802.10.2 and referenced
standardANSlrTPI1.
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I
lOAD CASE(S) Standard
.AI.. WARNING - Verify desi9" parameters and RMD NOTES ON THIS AND INCLUDED MITE/{ REFERENCE PAGE MlI_7473 BEFORE USE.
De5ign volid ror use only wifh Mile> connectors. This design is bu'ed only upon paramelers ,howrl, ond is lor an indiv>duOf building comporlenl.
Applicabilify 01 dcsign paromeniers and proper incorporolion or componerlt is respomibilify of buildirlg designer - nol trus> designer_ Bracing shown
is lor kllerol \uf)poll of individual web member< only_ AddiliorlOI rCmPOrOfY l}locing 10 insure ,Iabiljly during conslcuciion i, Ihe respo"Sjbilljly 01 the
crecior_ AddrtiorlOI permanent bracing ollhc overall struchne is Ihe rmpomibility of Ihe bujlding de\jgner_ For generol gujdoflce regording
labricalian, qualify COrltrol, storog@.delivery,crcctiono(ldbrocirlg,consult ANSl/TI'n Quality Crileria, OSB-89 and BCSn Building Component
Safety Informotion o.,ojloble 110m 1ru,s Plole Inllifute, 583 D'Onolrio Drive. Madison. WI 53719.
Mil'
MiTek'
;;o..i..""~c,,rn"-;:;
1451SN,OulerFr:>rty.SuJte#300
Cheslerlield.M083017
Job
TRlssType
00
Truss
J0970507
"'
ROO~ TRUSS
Job Ref rencJUo lional
6.400sFob142007MITeklndustries,lnc
:112103961
I
,"""0,"""'"'''''1"''
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
-1-0-0
1-0-0
3-5-7
3-~'
c
8_00112
/
~
D
A
2x4=
3.5-7
3-5-7
LOADING (psf)
TelL 20.0
TCDL 10.0
BeLL 0.0
SGDl 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003rrPl2002
Ud
240
180
nta
DEFl
Vert(LL)
Vert(TL)
Horz(TL)
In (Ioc)
8-0
8-0
C
I/deft
>999
>999
01.
CSI
Te 0_13
Be 0_11
WB 0.00
(Matrix)
-0.01
-0.02
-0,00
LUMBER
TOP CHORD 2 X 4 SPF No_2
BOT CHORD 2 X 4 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing direcl(y applied or 3-5-7 ac purlins
Rigid ceiling directly applied or 10-0-0 ac bracing.
REACTIONS (Ib/size) C=82lMechanical, B=208/0-3.8, D=32/Mechanical
Max HorzB=130(load case 5)
Max UpliftC=-67{load case 5), B=-60(load case 5)
Max GravC=82{load case 1), B=208(load case 1), O=65(!oad case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/33, B-C=-62137
BOT CHORD B-O=O/O
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category 11: 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection {by others} of truss to bearing plate capable of withstanding 671b uplift at joint C
5} One H2.SA Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) B.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502,11.1 and R80Z.10.2 and referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard
.it. WARNING. V~rl.fy design pal"Q/!1~te.-s and READ NOTES ON THIS AND INC!-UDED MITEK REFERENCE PAGE Mll.7473 BEFORE USE
Design yalid loru\e only wilh Milek co",wclor;, Ihi, design;' b~ed only upon p"rameters shown, and is for an indiyidual building camponerll.
Applicabililyof dmign poromenlerl and propm incorporolion of componenl;\ responsibilily of blJilding de\igncr - noltru,s de\igner. Bracing ,hown
i\ lor 101erol suppar! 01 individlJal web members only. Additionallemporory brocing 10 irlllJre slabilily dllfing cor\\truclion is Ihe re,pomibitlily Of !he
erecla,. Addihoflalperrnonenlbra(:jng 01 IlleOyerali,lrlJclurei!; IIle re\ponsibililyoflhe blJilding designer. for general guidance regarding
IObricalion. Quolilycon!rol. slorage, delivery, erection and bracing, consull ANSI/TPtl Quality Crl1erill, DSB.a9 and aCSIl auilding Comporlenl
Safely Informllliorl ayailable Irom Truss Plale In\lilule, 583 D'Onofrio Driye, Modison. W153719.
,
Senle" 1:14.5
I
,
~
:'
PLATES
MT20
GRIP
'971144
Weight: 10 Ib
~
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May 1q,2007
Mii'
MiTek"
;:;;;;;i'-;;-TD~CM"--"":'
14515 N. OulerForty, Suite #300
ChAslerfIeld.M06J017
Job
Truss
Truss Type
oc
112103962
J0910507
"A
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
Jab Reference olio al
6.400sFeb142001MiTeklndustries,lnc ThuM~yl0 13:05:262007 Pa,gel
_10-0
1-0-0
15-7
3.5.7
c
Scal~ '" 1:14.5
8.00112
N
~
^
2x4 =
0
3-5-7
3.5-7
DEFL '0 (lac) I/defl Ud PLATES GRIP
Vert(LL) -0.01 B-D >999 240 MT20 197/144
Vert(TL) -0.02 B-D >999 180
Horz(TL) -0_00 C o/a o/a
LOADING (psf)
Tell 20,0
TeOL 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 IRC2003rrPI2Q02
CSI
Te 0.13
Be 0.11
WB 0.00
(Matrix)
Weight:1Qlb
LUMBER
TOP CHORD
BOT CHORD
2 X 4 SPF NO.2
2X 4 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 3-5-7 oc purlins.
Rigid ceiling directly applied or 10-0-0 DC bracing
REACTIONS (Ib/size) C=82/Mechanical, 8=208/0-3-8. D=32/Mechanical
Max Horz 6=130(load case 5)
Max UpliftC=-67(load case 5), 8=-60(load case 5)
Max GravC=82(load case 1), B=208{load case 1), D=65(load case 2)
FORCES (Ib)-
TOP CHORD
60T CHORD
Maximum Compression/Maximum Tension
A-B=O/33.6-C=-62/37
8-0=0/0
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 lettand
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) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ib uplift at joint C.
5) One H2.5A Simpson Strong-Tie connectors recommended to cormect truss to bearing walls due \'0 uplift at it{s) 6.
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.
~IAM
LOAD CASE(S) Standard
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May 10.2007
. I
A WARNING. Vt!T;fy design pammet~T~ and RMLt NOTES ON THlSAND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE.
Design valid for use only wilh MiTek connedors. This design is bosed only upon paromefers ,hown. and is for on ir>dividual building componenf
APplica~lify of de\ign po,omenlCrs and proper incorporation of componenl is responsibilily of building designer - not Irus< designer. Bracing shown
is lor lateral ,up pori 01 ;f)(j;vOduol web membell only, Add;lionollemporory bracing to insure stobilitv d\J(ing ccm,\I\Jdion is \\-\" Icspomlbi\\i1-y 01 IDe
eledor. Add"lhonal permoncnl brocing or the ove'ollllruclure is tllC responsibility of Ihc building de,igner_ For general guidance regarding
lobric:ation. quolily control. llorogc. ddvary. eredion ond bracing, consul! ANSI/TPII Qual;ty Criteria. 0511-89 ond BCSJl BuOdlng Component
SoIety Informotion ovoilable Irom Truss Plate In\tilule. 583 D'Onofrio Drive, Modi,on. WI 53719
MI."
MiTek>
PDWi'''TOP.'''-~
145t5 N,OulerForly, Suite#31J1J
Chesterlield.M0631J17
Job
00
Truss
Truss Type
J0970507
ROOF TRUSS
'"
112103963
Jo Reference 0 lienal
6.400 s Feb 142001MiTek Illduslnes, IflC
I
Thu May 10 1305:272007 Pagel
I
CARTER.LEE BUILDING COMPONENTS, MOORESVllLE, IN 46158
3-5-7
3-5-7
8.00f12
A
~
c
?~4
3-5-7
3-5-1
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 YES
Code IRC2003fTPIZ002
LId
240
180
",
DEFl
Vert(LL)
Vcrt(TL)
Horz(TL)
In (Ioc)
A-C
A-C
8
I/defl
>999
>999
,/a
CSI
Te 0.18
Be 0.12
WB 000
(Matrix)
-0.01
.0.02
-0.00
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 3-5-7 oc purl ins.
Rigid ceiling directly applied or 10.0-0 DC bracing
REACTIONS
(Ib/size) A=130/Mechanical, B=97/Mechanical, C=33/Mechanical
Max HorzA=94(load case 5)
Max UpliflB=-81(load case 5)
Max GravA=130(load case 1), B=97(load case 1), C=66(load case 2)
FORCES (Ib)
TOP CHORD
BOT CHORD
. Maximum Compression/Maximum Tension
A-B=-66/44
A-C=OIO
NOTES
1) Wind' ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf: BCOL=6.0psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed: Lumber DOL=1 ,33 plate grip DOL=1,33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_
3) Refer to girder(s) for truss to truss connections
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 811b uplift at joint B.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502,11.1 and RS02.1Q,2. and re-ferenced
standard ANSlfTPI1
LOAD CASE(S) Standard
A WARNING - Verify dU/S"' p"....."eters "..d READ NOTES ON nus AND INCLUDED MITEK REFERENCE PIlGE MlI-7473 BEFORE USE.
Delfgn vol'd lor ule only with MiTek connedars. Ihi, desrgn.is based only upon pororn81ers Ihown, and il lor on individual building component,
Applocabillly 01 {jellgn poromenlerl and proper "KOIpo<ohon nl compone'lt II relpom,bil,ly 01 bUilding oel'gner _ not IruII dmlgneJ. BraCing shown
i, lor loterol \Uppo,t or individual web memberl only, ,\ddilionallcmporory bra<:ing 10 inlu'e slobilily during conslruction i, the respamibillily ollhe
erectoL Additionol r>ernlonerll bracing 01 the overoll Ilruclure il IhcfBlpomibiljly 01 ihe building de,igner, For general guidance regarding
labricolion, qualily control. sloroge. delivery, e,ection and h'ocing, conlult ANSl/TPn QllaliTy Criteria, DSB.B9 and BCSll BII~ding Componellt
Sal"IV Inlmmolion available loom Irllll Plate In,lilulc, 583 D'Onofrio Drive. Madison, WI 53719
,
SC<lle=1:13.9
I
PLATES
MT20
GRIP
197/144
Weight:9lb
YYwI lAM
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May 10,2007
J
MIl'
",MJ.TitK.
1.\515N. O~!"r f'orty, Suite #300
Che~erf~,M063{H7
Job
Truss
Truss Type
112103964
970507
"'.,
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE. IN 46158
bRefere ional
6.400sFllb142007MiTcklnduslnes.lnc lllu May 10 13,05282007 P;.ogel
-1-:1-6
1-3-6
5_?_!!
5-7-9
Scale=U9.0
6_25112
E
B
no n n ~~
Nailed Nailed
G H D
~
A
3x4=
LOADING (psf)
Tell 20.0
TeOl 10.0
Bell 0,0
aeDl 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress tner NO
Code IRC2003ffPI2QQ2
CSI
Te 0.38
Be 0.16
WB 0,00
(Matrix)
5-7-9
S.S.4
DEFl '0 (lac) I/defl Ud PLATES GRIP
Vert(LL) -0.01 B-D >999 240 MT20 197/144
Vert(TL) -0.03 B-D >999 180
Horz(TL) -0.00 C o/a o/a
9-2-p
0-2-5
Weighl:19lb
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-7.9 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) C::143/Mechanical, 6::311/0-7-8, D::60/Mechanic<l1
Max HorzB::158(load case 5)
Max UpliftC::-127(load case 5), B::-112(load case 5)
Max GravC::143{load case 1), B::311(load case 1), D::121(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B::0/39, 6-E::-69/6. E-F::-55/0, C-F::-67/53
BOT CHORD B-G::O/Q, G-H::OfO, D-H::O/O
NOTES
1) Wind: AseE 7-02; 90mph: h::25fl; TCDL=6,Opsf; BCOL::6,Opsf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL::1 ,33 pl<lte grip 00L::1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads.
3) Refer to girder(s) for truss to truss connections
4) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 127 Ib uplift at joint C.
5) One H2.SA Simpson Strong-Tie connectors recommended 10 connect truss to bearing walls due to uplift at jt{s} B.
6) This truss is designed in accordance with Ihe 2003 Intern<llional Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI1.
7) '"Nailed" indicates 2-12d common wire toe-nails. For more details refer to MiTek's ST-TOENAIL Detail.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)
XVW1lW
LOAD CASE(S) Standard
1) Regular: Lumber Increase:: 1.15, Plate Increase:: 1.15
Uniform Loads (plf)
Vert: A-C::-60, B-D::-20
Concentrated Loads (Ib)
Vert: E::29(B) F::-22(F) G::3(6) H::-12(F)
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'l/ ('oS' ............. 0' ,.;;:.
////1 SIONA\.. 'i:.~ "",
III ",
111il/lIll\H\\ I
May 1q,2007
A WARNJNG. Vrri/y duly" p.".Q""'!..~s....... READ NOTES ON THIS AND fNCLUDIal /lfITEK llEFER-(';NCE PJlG.f; JtflJ.7473 BEFOfU;; USE.
Oe~ign ~(1lid tor U.a only wilh Mild c:onneClor~. 'h~ de,ign,~ bOlcd only upon poromelers Ihown..ond j<; 10'. on indi~idual hu~ding componenT.
ADphCOhll,!y 01 de\'!;jn pa,omenters and proper ,ncorporojl~'" 01 componenl,s 'CIPon\rh,I,ty 01 burld'ng dellgner. '101 t,U~\ dC~lgner. Bracing ,hown
,,10' lolerol suppa,1 of ,nd'~lduol web member; only. Addlhonollempornry hrOCrtlg 10 ,mure ,fabillfy dUrIng comtrucf,on 1\ Ihe respomibilhly 01 fhe
ereclor, Addihonal permorlenf bracing ollho o~"'all ,I",clurc i\ II,c rmpomibihly ollhe l)u;ld.09 designer, Forgcncral guidonce regarding
fabrication. quality cont,ol. ~Iorage. dehery. cleclion and b<ocing. comull ANSlllPll Quality C,ilerlo, DSB.B9 and BCSII Bulldi"g Compo"..n!
SoIe-Iy Info,moHon a~o.oble Irom frUI' Plate In~hlute. 583 O.Onol,;o Olive. Madimn. WI 53719.
lid."
_MiJ~L
14515 N. Outer Forty, Suite ~300
Chesttlrfiekl,M063017
Job
Truss
Truss Type
00
112103%5
J0970S07
JGR5A
ROOF TRUSS
CARTER-lEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
Job Reference IgpJional
6.400s Feb 142007 MiTek Industries, Inc ThuMay 1013:05:282007 Pagel
-1-1-6
1-3-6
579
5-7.9
6.25 r12
Nailed
Scale; 1:19.0
E
~
A
Nailed
G
Nailed
H
o
3x4 =
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 IRC2003ffPI2002
CSI
Te 0.38
Be 0.16
WB 0.00
(Matrix)
579
5.5.4
DEFL '" (Ioc) I/defl Ud PLATES GRIP
Vert(LL) -0.01 B-D >999 240 MT20 197/144
Vert(TL) -0.D3 B-D >999 180
Horz(TL) -0.00 C ,', ,',
~2-f
0-2-5
Weight: 191b
LUMBER
TOP CHORD
BOT CHORD
2X4SPFNo.2
2 X 6 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-7-9 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Ib/size) C0=143/Mechanical, 80=311/0-7-8, D=60/Mechanical
Max HorzB=158(load case 5)
Max UpliftC=-127(load case 5). B=-112(load case 5)
Max GravC0=143(load case 1), B=311(load case 1), D=121(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/39, B-E=-77/6, E-F=-55/0, C-F=-67f53
BOT CHORD 8-G=O/O, G-H=O/O, D-H=O/O
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCOL=6.0psf; BCOl=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed: Lumber 00L"'1.33 plate grip 00L=1.33.
2) This truss has been designed for a 10.0 psf bollom chord live load nonconcurrent with any other live loads
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanicat cormec/ion (by others) of truss to bearing piate capable of withstanding 127 Ib uplift at joint C
5) One H2.5A Simpson Strong-Tie connectors recommended to conned truss fa bearing walls due to uplift atjt(s) B.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.1O.2 and referenced
standardANSliTPl1
7) 'Nailed' indicates 3-10d or 2-12d common wire toe-nails. For more details refer to MiTek's ST-TOENAIL Detail
8) In the LOAD CASE(S) section, loads applied 10 the face of the truss are noted as front (F) or back (B).
~w
LOAD eASElS) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform L.oads (plf)
Vert: A-C=-60, 8-0=-20
Concentrated L.oads(lb)
Vert: E=29(F) F=-22(B) G=3{F) H=-12{B)
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-;:. -0'" STATE OF ..' Q:- ..:::
- ->l . . 4! '
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May 10,2007
I
A WARNING. Verify design pa....met....s and ReIID NOrES ON rms AND INCLUDED MIrEK REFERENCE PAGE Mll.7473 BEFORE USE.
De,ign valid lor u,e, only wilh MiTek conneclorl. lhi, de,igni, baled only upon pOfomeler\ \hown.ond i, lor on individual building comp<menl
Appllcabil,ly of de\lgn poromenle" and proper Incorporoflon 01 compona,,1 i, rclponllbddy 01 bUlldirog deSIgner - nallru,s dmigncr. BraCing Ihown
;1 lor klleral5lJPPOlI 01 indjvidual web membe" only. Addit;onollernporory bracing 10 i"lur" stabilily dUling con,lruclion;1 Ihe respomibiMily oJ Ihe
"reclar. Additional permaner\1 brocing ollhe averall slruclufe i, Ihe respamib;lily 01 the building deligner. far general gLJidance regarding
lab<icalian, quaJily canlml. sl()jage. delivery. ereclion and bocing, canlull ANSI/TPI1 QuaJity Crileria, DSB-B9 and BCSI1 Buildi"g Component
Safely Informalion ayoilable Irom TrusI Plole Imfilule. 583 D'Onolrio Driye. Mochlon. WI 53719
Mil'
_~!J~L
14515N. OulerForty, Suite #300
Chesterfield,M063017
00
Truss
Truss Type
ROOF TRUSS
"
112103966
J0970507
JGR6
CARTER-lEE BUILDING COMPONENTS, MOORESVILlE. IN 46158
Relere 0 lienal
6400sFeb 142007M,Tek Induslries,lnc. ThuMay 10 1305-292007 Pagel
-1-3.1}
1-3-6
5.7.9
5-7-9
Scale: 1:19.0
Nailed
6.25 f12
Nailed
~
:,~
"
"
A
Nailed
G
Nailed
H
o
3x4 =
lOADING (pst)
TeLL 20.0
TeOL 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 IRC2003ffPt2002
CSI
Te 0.38
Be 0,16
WB 0,00
(Matrix)
5-7-9
5-5-4
DEFL '0 (toe) llden Ud PLATES GRIP
Vert(LL) -0.01 B-D >999 240 MT20 197/144
Vert(TL) -0.03 B-D >999 1BO
Horz(TL) -0.00 C o/a "'a
'VI
0-2-5
Weight: 19th
LUMBER
TOP CHORD 2 X 4 SPF NO.2
BOT CHORD 2 X 6 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-7-9 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Ib/size) C=143/Mechanical. 8=311/0-7-8, D=60/Mechanical
Max HorzB=158(load case 5)
Max UplifIC=-128(load case 5), B"'-112(load case 5)
Max GravC=143(load case 1), B=311(load case 1). D=121(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-Bo=0/38, B-E=-78/6. E-F=-56/0, C-F=-68/54
BOT CHORD B-G=O/O, G-H=OIO, O-H=O/O
NOTES
1} Wind: ASCE 7-02; 90mph; h=25ft; TCOl=6.0psf: 8CDL=6.0psf; 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.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint C.
5} One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift atjt{s} B.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11. 1 and R802.10.2 and referenced
standard ANSlrrPI 1.
7) "Nailed" indicates 2-12d common wire loe-nails. For more delails refer to MiTek's ST-TOENAll Detail.
8) In the lOAD eASElS) seclion, loads applied to lhe lace of the truss are noted as front {F} or back (B).
~lMA
LOAD CASE(S) Standard
1) Regular: Lumber Incroase=1.15. Plate Increase=1.15
Uniform Loads (plf)
Vert: A-C=-60. 8-00=-20
Concentrated loads (Ib)
Vert: E=29(B} F=.22(F) G=3(B) H=-12(F)
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-::- ~ "'. ..' l.t.J-.::-
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II/ I'"
"/fI/IHIII\11 I
May 1 O,tOOl
A WARlffNG. V~rify dulgn p<lTO.md"rs and READ NOTES ON TIDS AND fNCLUDED MfTEK REFERENCE PAGE Mll.1473 BEFORE USE.
Oe\>gn v(ll,(ilor UIC only wilh MiJek CO""ocIO". lhi> design is bOled only upon pa,ornelel> \~\own, and ~ lor on individual bu<ld,ng camponenL
ApplicabilIty at de'lgn paromenle,\ and proper incorporalian of campanan!;\ relponliblily or ooilding de,igner - not truss designer. Bracing lhown
is lor ialerollupporl 01 indivlduol web memberl only. Addihonol lemporcry bracing to insure 'itobilily dunng corntmction is the relponsibi1ily of the
e<eclor. Addilionol pc,monenl blocing,ol the ovc~oll ,t",clura i1. the 'e5pOfllib<lily 01 the building designer. for generol guidance ,egarding
fobricol,on, quality conltal. ~tOloge. dchvCly, crect,on and bracing. consult AN~I!TPtl Quo~1y Criteria. D5B.89 and BCSIl Building Compollenl
SCllely Information ovniklbl" Irom 1ruII Plol8lmlitul8, 583 D'Onofrio Drive. Madison. Wl53719
Mil'
MiTek'
~'~....,.'"-.
14515N,OuIerForty,Swle#300
Cheslerlield,M063017
Job
Truss
Truss Type
JOS70S07
JGR6A
ROOF TRUSS
Ref r tio al
5.400sFeb142007MiTekltldust';es.IJlC Thu May 10 13:05:302007 Pagel
112103967
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE,IN 46158
5-7-9
5-7-9
B
625112
E
D
G
c
3"
~2.f
0.2-5
5-7-9
5-5-4
Plate Offsets X y. AD-D-O 0-0-0
lOADING (psf)
TelL 20.0
TCDL 10.0
Bell 0,0
SeDl 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumberlncrcase 1.15
Rep Stress Incr NO
Code IRC2003fTPI2002
-0.01
-0.03
-0.00
CSI
Te 0.49
Be 017
WB 0.00
(Matrix)
OEFl
Vert(LL)
Vert(TL)
Horz(TL)
in (toe)
A.C
A-C
B
Udell
>999
>999
o/a
Ud
240
180
o/a
LUMBER
TOP CHORD 2 X 4 SPF NO.2
BOT CHORD 2 X 6 SPF No.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-7-9 DC purlins
Rigid ceiling directly applied or 10-0-0 DC bracing.
REACTIONS (Ib/size) A::204/0-7.8, B=169JMechanical, C=61/Mechnnical
Max HorzA=118(load case 5)
Max UpliftA=-27(!oad case 5), B=-152(load case 5)
Max GravA=204(loDd case 1), B=169(Joad case 1), C=122(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-D=-7216. D-E=-6210. B-E=-80/66
BOT CHORD A-F=O/O. F-G=O/O, C-G=O/O
NOTES
1) Wind: ASCE 7-02: 90mph; h=25ft: TCDL::6.0psl: BCDL=6.0psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and
right exposed: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1 ,33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 Ib uplift at joint B.
5) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing wtllls due to uplift atjt(s) A.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RB02.10.2 and referenced
standard ANSlrrPI1.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 Ib up at 3-0-9, and 371b down and
851b up at 4-3-14 on top chord. and 61b up al 3-0-9, and 261b down at 4-3-14 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others
8) In the LOAD CASE(S) section, loads applied 10 the face of the truss are noted as front (F) or back (B).
lOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15. Plale Increase=1, 15
Uniform Loads (plf)
Vert: A-B=-60, A-C=-20
Continued on a e 2
A WARNING - VM"ify dulgnp<"'''mO'l~r5 and READ NOTES ON THIS AND fNCLUDEDMfTEK REFERENCE PAGE MlJ-7473 BEFORE USE.
DClign valId lor ule only wilh MiTe. con",-,clorl. filiI delign" bOled only upon paramol(!rl Ihowrl, an(j il lor on indivin<lOI bu;!ejing componenl
Applic:abi,ty Of dmjgn poramonlerl ond proper incOlpomlion of componcnl il lelPonlibilily 01 bu;lct.ng deligner - rloll,uls de~igner. B'acng ~hown
"'or Iateralluppo,t 01 individuol web memberl only. AdditionollempOl"O"Y brocng 10 in~UIC 'Iabilily during cOfllll\Jclion is the 'Clponsibilily 01 fhe
eleclor. Additional pelmanenl blocing of the overall ~t,,)Clu((t il the fe~pOnlrb~ity ollhe bu~d"'9 de,ignm. for genCfal guidance 'egOlding
lobficahon. Quality control. ~l()foge. dc~very. ereclion and bracing. comuil AN51/1Pll Quality Criteria, 058.8' and BCSII Blinding Component
5a1f!ty InlOlmolion ovoilabic Iram lfu'l Plale Imlilule, 583 D'Onofrio Drive, Modllon, Wl53719
Scale = 1:19.0
I
PLATES
MT20
GRIP
197/144
Weight: 171b
~[M"
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J0970507 IJGR6A IROOF TRUSS
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE.IN 46158
IQ~ I Ply I"
11 I 1 I.lObR'fPr..nre 10' linn I
6,400sFeb142007MiTeli.lndllstries.lnc
lOAD CASE(S) Standard
Concenlratod Loads (Ib)
Vert: D=29(F) E=-37(B) F=3(F) G=-13(B)
A WARNING. Verify dulg" ,..........."t,..,.$ "",d READ NOTI!:S ON THIS IlND INCLUDED MITEK REFERENCE PAGE Mll.7473 BEFORE USE.
Dmigo valid lor use only with MiTe. connoctor,. Thil delign is bOled Drily upon paromere', Ihcwn. (md is lo! on individunl building component
Applk;obilily 01 delign po<omenlef\ and proper incorporation 01 component is r[)lp0nsjbil;ly 01 bu.ding dmigncr - noJ trU!l designer. Bracing shown
is lor Ioterol IUpport 01 individual web members only. Additionollemporevy blueing to inlute \Iobiily during cornlruction i'l the relpomibiHily ollhe
ereclor. Addl110nal permanenl bracing of Ihe overallltruc1ure illhe relpoosibili1y of lhe bu~dlng designer. FOf general guidonce regording
tabrication. quality cantrol.llOfoge, dorIVef';. erection and bracing. consult AI\lSl/ll'1l QuaUIy Cril..ria. DSI.8' and BeSll Building Camponenl
Safely Inlormotlon available tram TrUll Plale Imtolute, 583 D'Onotrio Drive, Madilon. WI 53719
112103967
,
I
ItluMayl01J:05:302007 Page2
Mil.
MiTek'
14515N. Ouler Forty,Su,te#300
Cheslurf,,,ld,M063017
ob
Truss
00
Truss Type
J0970507
M'
ROOf'TRUSS
112103968
~ 1-0.0
1-0-0
1_5_8
1-5-8
Job frence in;:ll
6400 s Feb 14 2007 ~~lt~uslries. Inc Thu May 10 13:0531 2007 Page 1
C
CARTER.LEE BUILDING COMPONENTS, MOORESVILLE,IN 46158
4.0011'2
Scale = 1:5.7
B
. ~
2;(4=
1-5-8
1-5-8
Plale Offsets X Y: C:O-2-13 0-3.3
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 IRC2003fTP120Q2
DEFL
Vert(LL)
Verl(TL)
Horz(Tl)
0.00
-0.Q1
0.00
CSI
Te 0.14
Be 0,01
WB 0,00
(Matrix)
in (Ioc)
A
A
D
IIdefl
0/'
ok
0/'
Ud
120
120
0/'
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
PLATES
MT20
GRIP
197/144
Weight: SIb
2 X 4 SPF NO.2
2 X 4 SPF NO.2
2X4SPFSlud
BOT CHORD
Structural wood sheathing directly applied or 1-5-8 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) D=-15/1-6-O, B=174/1-6-0
Max Horz B=28(load case 4}
Max UpliftD=-15(load case 1). B=-113{load case 3)
Max GravD=34(load case 3). B=174{load case 1)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=0/18, B-C=-36/16. C-D=-28/25
BOT CHORD B-D=--4/5
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDLo::6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; end verticallefl 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 lhe 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 studs spaced at 1-4-0 oc
5) One H2.5A Simpson Strong-Tie connecters recommended to connect truss to bearing walls due 10 uplift at jt{s) D and B.
6) Non Standard bearing condition. Review required.
7) This truss is designed in accordance with the 2003 lntern<ltional Residential Code sections R502.11 1 and R802.10.2 and referenced
standard ANSlfTPI 1.
LOAD CASE(S) Standard
A WARNI/VG - V"rlfll du/gn "......."'eters and READ /VOTES ON THIS JlND INCLUDED MITEK REFERENCE PAGE Mll.7473 BEFORE USE.
Design valid for <.ne only wilh MiTe>. connec1ol"l. This design is bmed ontv upon POfQmete<$ Shown. ond is for on ind;viduol bu~ding componenl
A-pplico!:Jij1y of design paromente<1 and prope< incorporaTion ot componen1 '" rmporuiblily 01 buildir>g dC$igner - noI1'u$1 de,igne'. &acing ,hown
is to' lateralluppOft 01 individual web members only, AddiTional temporary bracing 10 inlu'e ltoblity during carutrucliorl i\ Ihe rmponsibillity at the
ereclor, Addilional permanent bracing ollhe ovemllllruclurc i$the relponllbility allhe bLJ,lrling dmigner, For general g"idoncc regafding
fabricalion, qualily conlml. Ilorage. delivery. ereclion and bracing, r:an,ull ANSI/TPll Quality Crit...rio. OSB-89 end BCStl BvDding Compon...n!
Solely lnrormatfon avaOloble from !run Plote I",Mute. 583 DOnofrio Drive. Madison. WI 53719.
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Job
Truss
Truss Type
00
112103969
JQ97D507
M'
MONO LEDGER TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
Job Reference (Qr,>tional
6AOOsFeb142007MiTeklndustries.lnc ThuMay 1013:05:312007 Pagel
10-0
1-0-0
4-11.8
4-11-8
c
1.Sx411
I
Scale = 1:10.9
4,00 Ii2
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 Incr YES
Code IRC2003fTPI2002
CSI
Te 0.33
Be 0.24
we 0.00
(Matrix)
4-11-8 '.';'1 III
4-11-8
DEFL In (loc) l/defl Ud PLATES GRIP
Vert(LL) -0.03 B-D >999 240 MT20 1971144
Vert(TL) -0,07 B-D >788 180
Horz(TL) 0.00 D nla nla
Weight: 141b
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 SPF No.2
2X45PFNo.2
2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-11-8 oc purlins, except
end verticals
Rigid ceiling direclly applied or 10-0-0 oc bracing
BOT CHORD
REACTIONS (Ib/size) 80=264/0-3-8,00=178/0-3-8
Max HorzBo=81(load case 4)
Max UpliftBo=-96(load case 3), D=-40(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0/18. B-C=-49/34. C-D=-132/68
BOT CHORD 8-0=-14/18
NOTES
1) Wind: ASCE 7-02; 90mph; h=25f1; TCOL=6,Opsf; 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=t.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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) Band 0
4) This truss is designed in accordance with the 2003 International Residential Code sections RS02.11_1 and R802.10.2 and referenced
standard ANSI(TPI1
thA
LOAD CASE(S) Standard
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May 10:2007
A WJl.RNfNG Verify design paramelers Qnd READ NOTES ON THIS /IN/) lNCLU/)EJ) MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only wilh Mirek conneclors. Thil design is based only upon poromelCfs shown. and is for on individual building component
ApplK:obilify 01 design poromenferl ond praper incorporotion of componenf i, responsibilily of building designer - not Irus> designer. Brocing ,hown
is lor lolerol supporT 01 irKlividual web members only, AddifionollempOlory bracing fo in,ure slabilify during conslrucliorl is Ihe respomlbillily of Ihe
ere<::lor. AddiTionol permonenf brocing 01 fhe overalf slrucfu'e il lhe re'iponsibilily 01 floe building designer. For generol guidance regarding
iol:xicolion, quollfy conlrol. sloroge, delivery. "'eclion and bracing. consulf ANSI/TPIl Quality CriTeria, OSB-89 and 8CSIl Building Camponenl
Saletylrllorma!ion ovanable IrornTrussPlafelnslllufe,S83D'Onolrio Drive, Madison. WIS37f9.
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;;;::;~",,---;;'<..ro-;;;:;.
14515N.OulerFarty,$ui\e#JOO
Chesterlield,M063017
J0970507
M3
Truss Type
MONO LEDGER TRUSS
00
Job
Truss
112103970
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
J R ferenc Qtional
6.400sFeb 14 2007MITe~ IOduslries, lot ThuMilY 10 13,05,322007 Page 1
-1-0-0
1-0-0
3-11-8
3-11-8
1,5~4 II
.... I
Scale = 1:9.4
4.00 [12
8
~
lOADING (psf)
TCll 20.0
TCDl 10.0
BCll 0.0
BCDl 10.0
SPACING 2..Q-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPl2002
CSI
TC 0.19
BC 0.15
WB 0.00
(Matrix)
311-8 1~~
3-11-8
DEFl '0 (Ioe) I/defl Ud PLATES GRIP
Vert(LL} -0.01 B-D >999 240 MTZO 197/144
Vert(lL) -0.03 B-D >999 180
Horz{TL) 0.00 D 0" 0"
Weight: 12 Ib
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
BOl CHORD
Structural wood sheathing directly applied or 3-11 -8 oc purlins, except
end verticals.
Rigid ceiling directly applied or 1O-0..Q oc bracing.
REACTIONS (Ib/size) B=226/0-3-8,0=136/0-3-8
Max HorzB=66(load case 4)
Max UpliftB=-90(load case 3), D=-2B(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/1B, B-C"-'-40/26, C-0=-99/50
BOT CHORD B-0=-11/14
NOTES
1) Wind: ASCE 7..Q2: 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 OOL=1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) Band D.
4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RB02.10.2 and referenced
standard ANSlfTPI1.
~~
lOAD CASE(S) Standard
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A WARNING. Verify desIgn paramct...-s and READ. NOTf>S ON nns IVID INCLUDED MlTEK REYERf>NCE PIIGE Ml1.7473 BEFORE USE.
Design volid lor use only wilh MiTe~ conneclors. This dc<ign i, bosed only upon pmnmeler, shown nod il lor or> irH1ividuol huilding componenl.
Appl>c:ob<lily 01 delign paramenle<l ond proper incorporation 01 component is ,osponlibi,ty 01 building dc<igne' - nollrm, designer. Ilfacing Sll0wn
il lor IolcralsuppOfl 01 individval web members Q(]1y. AdditiQ(]allcmpO/CO'y b'ocing 10 insure slob,llly during coml'ucl!on is I~le responsibl~;ly ollhe
ereclO/. Addilionol permanenl b'acing ollhc overollsl,uct,-"e is lhe 'esponsibility of lhe buikling designe'. FO/ gene'ol gvidance regarding
lot:x>c:otion. quality control. s100'0ge. delivery. Cl'eclionand bracing. coruull ANSIITl'll Q"a~1y Cril,.."". DSB.B9 and BCSIl BuDding Component
Safely 'nrormation avoilable !rom Truss Plale Imlitule. 583 O'Oool,io !)rive. Madison. WI 53719
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Truss
co
Truss Type
70507
"
ROOF TRUSS
JobR f ren Ii I
6400sFeb 142007MiTeklnduslr;es.lnc ThuMay 10 13:05.332007 PRge 1
112103971
CARTER-LEE BUllOING COMPONENTS. MOORESVILLE, IN 46158
[,1.0.0 [
1-()"Q
6-7_1:;>
6-7.12
n_31!
6-7-12
4xS=
c
114.1_81
1-0.<)
Scale = 1:39.1
1.5x4
6.7.12
6-7.12
13-3.8
6-7-12
Plate Offsets X Y: 8:0-3.8 Ed e D;0-3-8 Ed e
LOADING (psf)
Tell. 20.0
TeDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2..{).Q
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTP12002
0.07
-0.12
0.01
CSI
Te 0.42
Be DAD
WB 0.12
(Matrix)
DEFL
Vert(Ll)
Vert(TL)
HOfZ(Tl)
In (Ioc)
B-F
D-F
D
I/deft
>999
>999
oJ,
Ud
240
180
nfa
LUMBER
TOP CHORD
BOT CHORD
WEBS
WEDGE
Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing.
2X4SPFNo.2
2 X 4 SPF NO.2
2 X 4 SPF Stud
REACTIONS (Ib/size) B:589/0-3-8, D::589fO-3-8
Max HorzB:183(load case 4)
Max UplifIB:-134(load case 5),D=-134(laad case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B::0/33. B-C=-589f133, C-D=-589/133, D-E:0/33
BOT CHORD B-F=0/356, D-F=0/356
WEBS C-F:0/310
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: 90mph: h=25ft; TCDL=6.0psf; BCDL=6.0pst; 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 lruss has been designed for a 10,0 pst ballam chord live load nonconcurrenl with any other live loads.
4) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) Band D.
5) 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
A WARNING - V.,ri.fy d.,~lg" p<Or<I"'.,t.,r~...... READ NOTES ON TlUS AND rNCLUDED .rrEK REFERENCE PAGE 11UJ.7473 BEFORE USE.
Oo;:\ign valid for u'e, onty wilhMiTek conn!lC1011. Thil delignil bOled only upon POIometell lhown..ond i, 10(. on individual bl.lilding comp~nenl.
AppltCob,lrty of desrgn poramenler, and proper ,ncorporotlon 01 component" re'pon"blllly 01 hu,ldlng dellgner - nol Irl.l" designer. Bracrng shown
i\ lor k,lerol sup pori 01 individl.lal web member, only. Addilionollemporory bracing 10 in,ure IlobilJly du,i"9 co"sl'"clion is lhc rOSpOnsibillily 01 Iho
e'eclor. Addilional Pl1rmanent bracing of Iho overall ItrucllJle is Ihe responsibility 01 the building de,ig"e,. For gOr\e'ol guidance regarding
fabrication, Quality conlrol. ltorage, delivefY. ereclion and bracing. ConlUIt ANSI/IPI! QuaUty Criteria, OSB.89 and BCSl1 Bvlldlng Componenl
Solely InlOfmation avoilob~ tram Irvll Plale Imhlule, 583 D'Onotrio Drive. Madison. WI 53719.
PLATES
MT20
GRIP
197/144
Weighl:45lb
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~ OR ....:'YDIA~~.... ~'v $"
// (.'.s ......... ()'.....'
///// SION A L 'C.~ "....."
/11 \\\
III f " 111111 \ \ \ ~
May 10,2007
I
Mii'
_IY'1iIek'-
14515N, O.J1er Forty,Suitelt300
Cheslerfield. MO 63017
Job
Truss Type
Truss
J0970S07
"
ROOf TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
~
1-0-0
6-4-0
6-4-0
10_00f1"Z
~
,,8
'F'or
0-4-8
Plate Offsets X Y: 8:0 3 B Ed e D:0-3-8 Ed e
6-4-0
5-11-8
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 YES
Code IRC2003(TP12002
CSI
Te 0.39
Be 0,36
WB 0,12
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
WEDGE
Left: 2 X6 syp No.1, Right: 2X6 SYPNo.1
2X 4 SPF NO.2
2 X4 SPF NO.2
2 X 4 SPF Stud
REACTIONS (Ib/size) 6=564/0-3-8,0=56410-3-8
Max HorzB=175(load case 4)
Max UpliftB=-130(load case 5), Doo-130{load case 6)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-B=O/33, 8-C=-559/126, C-0=-559/125, D-E=Q/33
BOT CHORD B-F=0/337, D-F=0/337
WEBS C-F=0/29S
LOAD eASElS) Standard
00
Jo Reference 0 lional
6,400sFeb 142007MiTek Industries, Inc Thu May 10 13:05332007 Pag~1
112103972
12-8-0
6-4-0
4x6 =
c
1,5x4
12-3-8
5-11-8
DEFL
Vert(LL)
Vert(TL)
Horz{TL)
(Ioc)
B-F
D-F
D
I/deft
>999
>999
",
Ud
240
180
",
"
O,OS
-0.10
001
BRACING
TOP CHORD
BOT CHORD
113801
1-0-0
I
I
Scale = 1:36.4
,
4x811
'18;"
0-4-8
PLATES
MT20
GRIP
197/144
Weigh!: 4S Ib
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
A WARNING - Verify duign parameters and 1i:EAD NOTES ON THIS AND INCLUDED MITE/! REFERENCE PAGE M/I_7473 BEFORE USE.
Des>gn valid For use only with MiTek conneclors. Thil design is based only upon parameter> ,hown. and is 10f an individual building component
Applicabillly 01 des>gn paromcnters and proper incorporation 01 componenl i\ respomibil,ly at buildirlg desigrler _ nol truss designer. Brocing ,Mown
"lor latera! lupporl 01 individual web member> only. AdditionallempofOry bracjng to insure slobilily during comlruclion i\ Ihe fespomibillity ollhe
meclor. Additional permonenl bracing 01 tho ovmoll s!fucll1re is Ihe re.ponsibilily of the building de,igner. for general guidonce/egording
fobricolion, quolity controL strnage, dC,very. ereclion and bracing, con,u!t ANSI/TPIl Qualily Criteria. DSll-89 and 8CSIl Building Componenl
Solely Informolion cNoiloble frorn Tru<l Plate In,tilute, 583 D'Ono!rio Drive. Modilon. WI 53719
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: gOmph; 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 rtght 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) One H2.5A Simpson Strong-Tie connectors recommended 10 connect truss to bearing walls due to uplift at jl(s) Band D
5) This truss is designed in accordance with the 2003 International Residential Code sections RS02.11. 1 and RB02.1 02 and referenced
standard tl.NSlrrPI 1.
~
Lw
\\\\\\Illllllltll
",\\\ €.GANG L.. /11///
...." -+-0 ........... /v ///
.:;::-'::- ...~.0\STE2j:t... ~
~ ...~.;:-- ~o...-~
.... . '<, ..-
:= f No. 199004 is \ ~
.:: : : -
. .. : . -
%. 1 \" STATE OF .f tJ~f
~ o^, ....:'YDIA0~.... +<& ~
// $.s ......... ~\0" ~
/1/1/ SIONAI.. ~\.... \"" I
/11 \\\
II/Jnllllll\\\
May 10,2007
I
Mil'
MiTek'
~~"Rmpc~'
14515N.OulefFOJ1y,Sl1j(e#300
Cheslerfield. MO 63017
Job
00
Truss
Truss Type
J0970507
n
ROQF1RUSS
Job Referen e ootional)
6.400sFeb142007MiTeklndustries,lnc ThuMay 1013,05:342007 Page 1
112103973
CARTER.LEE BUILDING COMPONENTS. MOORESVllLE, IN 46158
,1&J]
1-0-0
5-3-8
5-3.8
4x6=
103-8
5-0-0
15-38
5-0.0
;>07-0
5-3-,
E
,,'
M
K
3x6=
4x4'l
1.5x4
3x8 =
'.5x4
5-3-8
5-3.8
15-3-8
5-0-0
20-70
5-3.8
10-3-8
5-0-0
Plate Offsets X Y: 6:0-5-6 Ed e H:O 5-6 Ed e
LOADING (psf) SPACING 2-0-0 CSI
TelL 20.0 Plates Increase 1.15 TC 0.25
TCDL 10.0 lumber Increase 1.15 BC 0.26
BelL 00 Rep Stress Incr YES WB 0.30
BCDL 10.0 Code IRC2003fTPI2002 (Matrix)
DEFl
Vert(LL)
Vert(TL)
Horz(TL)
(Ioe)
L~M
L~M
H
I!deft
>999
>999
ola
Lid
240
180
ola
'"
-0.02
-0.06
0.03
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing.
SUDER
2 X 4 SPF No.2
2 X 4 SPF No.2
2 X 4 SPF Stud 'Except.
E-L 2 X 4 SPF No,2
Left 2 X 6 SPF NO.2 3-5-6, Right2 X 6 SPF No,2 3-5-6
REACTIONS (Ib/size) B=883/0.3-8, Hoo883/0-3-8
Max HorzB=-286(load case 3)
Max UpliftBoo-171{load case 5), Hoo-171(load case 6)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD A-BooO/19. B-Coo-l004/153, C-Doo-833/177, O-E=-719/239, E-F=-719/239, F-Goo-833f177, G-H=-1004/153, H-\=O!19
BOT CHORD B-M=-108/680, L-M=-108/680, K-Loo"34/680, J-K=-34/680. H-J=-34/680
WEBS O-M=0/202, O.L=-295/206, E-L=-150/491. F-L=-295/206, F-JooO!202
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: gOmpl); h=25ft; TCDLoo6.0psf; BCDL=6.0psf; Category II: Exp C; enclosed; MWFRS gable end zone: cantilever left and
right exposed; end verticallefl 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) Band H
5) This truss is designed in ;ilccordance with the 2003 International Residential Code sections R502.11.1 and R802.10,2 and referenced
standard ANSlfTPI 1.
L.OAD CASE(S) Standard
A. WARNING. V~rify d~s/g" parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERSNCE PAGE M11-7473 BEFORE USE.
D",ign valid for uw only with Milek connector,_ Ihis de,ign i\ lJOled only upon paramete" ,hown. and;' lor on individuol buitding componenl
Ap~icabir\ly 0[ oo,igf'. P"l'Of'\'\e\'\\e<, O<\d P>0Pc. irtcOTDOTrn;Dn 01 compon"nl "I ''''PomjbiMy 0\ bu',ldng de,igner - not IrUI\ designe,. Bracing ,hown
;s tor loteral ,upparl at individual web membeJ' only. Addilionallemporory broei',g 10 ;mure ,lability during comlruction i, Ihe ,,,,ponlibillily 01 the
creclor, Additional permane,,1 bror:irlg 01 Ihe ov"rall ,t'uclurc i, the te,poll\ibility at the building de,igner, For gener(ll guidance regarding
labricotion. qLJalilycontrol. \to'oge. de~verv, ereeli"" ond bracing. comult ANSI/TPll Quolity Crileria, DSB-S9 end SCS11 SlIUding Cemporlerlj
Solely lrlfe,mollarl available Irom 1"", Plote I",tilule. 583 O.Onofrio Drive. Modi\on. WI 53719
l' ~ 7 ~q
1-0-0
Sca\e~H;1.0
I~
,,'
4x4Y-
PLATES
MT20
GRIP
197/144
Weight: 1061b
~ lCLA
\\\\111111'11111
\,,\\\ AN III
", '0f(..G G I.. ///
.;:::.V i- ............. Iv //......
$' ...~.6\STclj>~.. ~
2" /0 0\ ~
~ {NO, 19900415 \ ~
. ~ : . ::-
-;:;~\ STATEOF !J~,2
-::- x " .' .....1'"
~ O^" "'/^'DIAt\~.." -2-0 $'
~/ 6'S ............. 0' ~
////1 SIONAL '\:.~ \.\\....' I
'II III' I
"(1111111\\\\
May 10,2007
I
NIl'
MiTek'
p,,;;:<;O;;;:';;i,,"~'
14515N, OllterForty, Sll~e#300
Chesterfield, MO 63017
Job
Truss
Truss Type
00
J0970507
r7A
ROOf TRUSS
1.12103974
CARTER-LEE BUILDING COMPONENTS. MOORESVILLE. IN 46158
JobR ference QP'!ional
6.400sFeb 142007 MiTek l~dUstries, Ifle ThuM~y 10 1305:352007 Page 1
11.0.~
1"0-0
5-3.8
5.3-8
10-3-8
5-0-0
lS.3-8
5-{}-O
20-7-0
5-3.8
I
Scale = 1',57.9
4><6::::
E
]~
4x4 ?
K
1.5x4 \\
3x6::: 3x8::::
,,'
4x4'0
'"
6-11-8
6.11-8
13-7-8
6-8-0
20-]-0
6-11-8
Plate Offsets X y. 8:0-5-6 Ed e H:O-5.6 Ed e
LOADING (psf) SPACING 2-0-0 eSI
TelL 20.0 Plates Increase 1.15 Te 0.27
TCDL 10.0 Lumber Increase 1.15 Be 0.36
BelL 0.0 Rep Stress Incr YES WB 0.36
BCDL 10.0 Code IRC2003ffPI2002 (Matrix)
DEFl
Verl(LL)
Vert(TL)
Horz(TL}
-0,04
-0.11
0.03
in (Ioc)
B-K
B-K
H
Ifdefl
>999
>999
ola
Ud
240
180
ola
PLATES
MT20
GRIP
197/144
Weight: 1011b
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 SPF No,2
2X 4 SPF NO.2
2 X 4 SPF NO.2 'Except'
D-K 2 X 4 SPF Stud, F-I 2 X 4 SPF Stud
Left 2 X 6 SPF NO.2 3-5-10, Right 2 X 6 SPF No.2 3-5-9
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Rowalmidpt D-I
SLIDER
REACTIONS (Ib/size) H=82210-3-8, 6=88510-3-8
Max HorzB=291(loadcase 4)
Max UpliftH=-123(load case 6). B=-171(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/19, B-C=-988/163. C-D=-820/187, D-E=-625/233, E-F=-880/30S, F-G=-8231185. G-H=-991/161
BOT CHORD 8 K= 122/673 J K= 941722 I J= 94/722 H 1=-471677 'Y<vvv1
WEBS D-K=0/290 0-1=-383/173 E-I= 216/559 F-l=-241/261
1) Unbalanced roollive loads have been considered for this design
:)0:::, ASeE 7-02; 90mph; h~25ft; TCDl~6.0p"; BCDl~6.0p,f C"e9"Y" E,p C ""elo"d, MWFRS 9,blo eod ,"00 ceol"m, loft ,od
right exposed: end vertical left and nght exposed; Lumber DOL=1.33 plate grip 00L=1.33.
3) This truss has been designed for a 10,0 psf boltom chord live load nonconcurrent with any other live loads
4) One HZ.SA Simpson Strong-Tie connectors recommended to connect truss to bearing walls due 10 uplift aljl(s) Hand B
5) This truss is designed in accordance with the 2003 International Residential Code sections R502,11 1 and R802, 10.2 and referenced
standard ANSlfTP11
......
LOAD CASE(S) Standard
....\\\\\\IIII/lJI1111
",\\ f(:.GANG t.. 111/;
,.:::- -+-0 ........... Iv ///
~ ...r.:.\STEr.... ..;.
~ .,~ .~~ ~
2"....0 0\ S.
~ [NO )9900415 \ ~
::: . ~ : . -
~ -;J ", STATE OF .: f1: "
~ ~ ". lli.J;::-
~ 0-<, .../IVOIAi'\I"-.... ~0 ;2:
~/ (',s ..~........., 0"\, ,,-'
//'/11 SIONAL €.~ \\,",
tlj"ltlll;'"\\\\\\\ I
May 10,2007
I
A WARNING - Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE 1IU1.7473 BEFORE USE.
Design valid 10' ule only will) MiTel conneClorl, This design is based only upon parameters Ihown, and is tor an individual building campaner1!.
Applicabjlity o~ cle<ign poramenta" and prope' incorporation of componenl is re\ponsibillly of building designer - nol I,u,s desigr1eL gracing shown
is lor lolerallupporl at individual web members only, Addilional temp(}(ary bracing to in'ufe stability during con\lruclio,) is Ihe ,cspOr1libillily 01 thc
erector. Addilio,:,al peFlTlonenl bracing,o: 1118 overall ,ifuelure i~ the re'ponsibtlily o( the building designer, For general guidance regarding
lobncolion. quol,ly co"l<ol. Ilorogo, del,ve''{, eredon and bracing. consuil ANSI/TPIl Quality Criteria. OS8-89 ond 8CSIl 8uilding Component
SoIety In/o'moHon available trarTllruss Plole Inslilule, 583 O'Onolrio Driv8, Madison, WI 53719
MI.'
MiTek'
",,;;;...~'i'~-
14515N,QuterForty.Suile#JOO
Chesterlield,M063017
Job
Truss
00
Truss Type
J0970507
"
ROOF TRUSS
Job Reference 0 tio al
6.400 s feb 142007 MiTek Induslries, Inc Thu May 10 1305:362007 Paili' I
112103975
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
1 ~O~?
1-0-0
6.4.13
6-4-13
12-413
5-11-15
18-4-12
5-11-15
24-4-11
5-11-15
30-4-11
5-11-15
5x6 ::::
369-8
6-4-13
I
I
Scale ~ 1:79,1
'i ~g~r
1-0-0
, B
~IA
6.e=
p
o
N
M
3x4 ::::
3x6= 3x8:::: 3x6=
3"
9-413
9-4-13
Plate Offsets X y. 8:0-2-70-0-2 J:O 2.7 0-0-2
18-4-12
8-11-15
27-4-11
8-1H5
LOADING (psf)
TelL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Jncrease 1.15
Rep Stress Incr YES
Code IRC2Q03fTPI2002
CSI
Te 0.46
Be 0.75
WB 0.70
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
In (Ice)
B~P
B~P
J
lIaef1
:>999
>854
0/'
Ud
240
180
0/'
-0.18
-0.51
0.12
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
BOT CHORD
WE8S
Structural wood sheathing directly applied or 3-4-12 oc purlins
Rigid ceiling directly applied or 9-8-14 oc bracing.
1 Row at midpt E-N, G-N
2X4SPFNo.2
2X4SPFNo.2
2 X 4 SPF No.2 'Except'
C-P 2 X 4 SPF Stud, I-L 2 X 4 SPF Stud
REACTIONS (Ib/size) 8=1529/0-3-8, J=1529/0-3-8
Max Horz B=389(load case 4)
Max UpliflB=-292(load esse 5), J=-292(load case 6)
FORCES (Ib)
TOP CHORD
- Maximum Compression/Maximum Tension
A-B=O/33, 8-C=-2231/384, C-0=-2032/380, 0-E=-1926/417, E-F=-1424/393, F-G=-1424/393, G-H=-1926/417,
H-I=-2032/381. I-J=-22311384, J-K=O/33
B-P=-352J1780, 0-P=-177/1440, N-Q=-177/1440, M-N=-88/1440, L-M=-88/1440, J-L=-181l1780
C-P=-306/243. E-P=-95/515, E-N=-590/302, F-N=-260/1101, G-N=-590/303, G-L=-95/515, I-L=-306/243
BOT CHORD
WEBS
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd: ASCE 7-02; 90mp\); f1-:o25f\; TCDl-:;6.0ps1; BCDl=6.0psf; Category 11; 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) Band J
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standardANSlfTP! 1.
LOAD eASElS) Standard
A WARNING. Verify design parnmeters and READ NOTES ON THlS AND INCLUDED MITEK REFERENCE PAGE MI1.74'73 BEFORE USE.
Dmign volid {muse only with Milek conneclors. Thi, dm;gn i, based only upon parameters shown, and is fa, an individual building component
Applicabililv 01 design paramenlers and proper incco-porOlion of component is responsibilily of building designer. nol Il'uI; deligner. Bracing shawn
i, fO( loleml 11Ipporl of illd;vtduol web menlber; only, Additianallemporory brocing 10 imule ,lob~ity ct....'ing c:co"t'UC:\Iof\ i'i Ihe (e-;pory;ibi\lily 0\ Ine
ereclor. Add,l'lonal perrnoner>T brocing of theoverolt strucTure il lhe re\ponlibility 01 Ihe building designer. For gerl"rol gu;<;lonC<lregording
fobr;cotion, quolityconl'OI. ,Io<oge, delivery. erection ond biocirlQ. conlult AN$I/TPll Quollly CriTeria, 058.89 and BCSll Building Component
$oIety Tnformoliorl ovailable from TrVIS Plale Imlitule, 583 D'Onolrio Drive, Modilon. WI 53719.
J K ,
l~
6x6=
36-9--8
9_4_13
PLATES
MT20
GRIP
197/144
Weighl:163lb
~lW
\\\\\1\111111/1/1
""" t=.GANG t.. 11////
,,-' ..,..:0 ....... Iv ///
$' .....0\STE~..... ~
2 ,'.0<;; 0'0... S
f (NO. 19900" 15 \ ~
. ~ : ..
-::. -0 \ STATE OF .: ct: .::-
-::.. y... " . ,.. 0'.~
~ OR :.<~DI"'~~.'" ~<v ~...
.......... 0,:) ....... (j"''::;-
.///// ~SIONA\.- 'C.~ \,\",
/!/II/{J/II11\\\\\\\\ I
May 10.2007
I
Mil'
MiT~L
14515 N. Outer Forty, SlJite 11300
Chesterlield,M063017
Job
Truss
Job Reference-1.QQ!ional
6.400sFeb 142007 MiTeklndustfies. Inc. ThuM~yl0 1305:372007 Pagel
112103976
Truss Type
00
J0970507
"A
ROOF TRUSS
CARTER.LEE BUILDING COMPONENTS, MOORESVILLC:, IN 46158
6_4.13
6-4-13
12-4-13
5-11-15
18-412
5-11-15
24-4-11
5-11-15
30-4.11
5-11-15
5x6=
E
A
~
6"
o
M
N
,
3,,4 :::
3x4 :::
3x6= 3x8::: 3x6
Plate Offsets X Y
9-4-13
9-4-13
A:O-2-70-0-2 1:0-2-70-0-2
27-4-11
8-11-15
18-4-12
8-11-15
LOADING (psf)
TelL 20,0
TCDL 10,0
BelL 0.0
BCDL 10.0
DEFl
Vert(LL)
Vert(TL)
Horz(TL)
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI
Te OA9
Be 0.80
WB 0.71
(Matrix)
io
-0.18
-0.52
0.12
(lac)
A-O
A-O
I
Ifdeft
>999
>840
0/'
Lid
240
180
0/'
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4SPFNo,2
2X4SPFNo.2
2 X 4 SPF No,2 'Except'
8-0 2 X 4 SPF Stud, H-K 2 X 4 SPF Stud
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 3-4-2 DC purlins
Rig'ld ceiling directly applied or 9-6-B oc bracing
1 Row at midpt D-M, F-M
REACTIONS (Ib/size) A=1459/0-3-8,1=1530/Mechanical
Max HorzA=-399(load case 3)
Max UpliftA=-238(load case 5), 1=-292(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-223B/392, B-C=-2040/388, C-D=-1933/425, D-E=-1425/394. E-F=-1425/395, F-G=-192B/418, G-H=-2034/381,
H-I=-2233/385,I-J=O/33
A-O=-36111789, N-0=-181/1443, M-N=-181/1443, L-M=-90/1442, K-L=-90f1442, I-K=-182f1782
8-0=-310/248, D-O=-103/517, D-M=-593/306, E-M=-262/1103, F-M=-590/303, F-K=-95/515, H-K=-306/243
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
righl e;<posed : cnd 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) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 Ib uplift at joint A and 2921b uplift at joint
I.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 1 and R802.10,2 and referenced
standard ANSlrTPI1.
LOAD CASE(S) Standard
At. WARNING - Verify design parameters and REAl) NOTES ON THlS AND lNCLUDElJ MlTEK REFERENCE PAGE M1T-7473 BEFORE USE.
Design volid lor ule only with MiTek conneclors. This design is bmod only upon paramcle" IhawrI. one! >s lor on ind.vidual building camponerll
Applicobilily 01 de5ign pOfomenterl and proper incorporolion of componenl il responsibility of building designef - nallru\S de\ig"er, Bracing shown
is lor lolefol supparl 01 individuol web membefS only. Addijjonallemporory bracing 10 inwre stabil>ty dur.ng comlfuclion is Ihe responsibillily ollhB
ereclor, Addilional permanenl bracing of the overall sllucllJre is the fespomibilily ollhe blJildirlg desi\Jner. Fa.- g<>n"lOl glJidance regarding
fobrication, qualily conlrol. slorC1ge, def,very, erection arid bracing, comlJlI ANSI/TPI1 Qualily Criteria, OS8_89 and 8CSll 8uilding Component
Solely Information available tram hlJ'i' P\a1e l<\sli\"le, 5B:. O'01Ooliio DTive, Madison, WI 53719,
~fl 9-8
6-4-13
'1'-9-'
1-0-0
,
Scale'; 1:78,5
l~
6x6::::
36-9.8
9-4-13
PLA lES
MT20
GRIP
197f144
Weighl:161lb
~l0
\\\\\\\1111111111
<1,''''1,\ €-GANG I... 111///
", ...J0 ......... /V /'/~
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. ~ : . -
:::. --0 \ STATE OF .: 0:"::
~. ~ ". .' i.t.J;,.:;:
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'r/ (:',s ......... ..\0' ,":
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0/ 0\ II
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May 10,2007
I
Mil'
MiTek'
~-"'-mp";;ro..--;;:.
14515N_OuterForty,Suite#JOO
Cnosterti"ld.M063017
Job
Truss Type
Job Reference olianal
6.40ii"sFeb 142001MiTeklnduslries,lnc ThuMay 1013-05:392007 Page.t
112103977
Truss
00
J0970501
,"
ROOF TRUSS
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 48158
6-4-13
6-4-13
12A-D
5-11-15
18-4-12
5-11-15
24-4-11
5-11-15
30-4-11
5-11-15
5x6::::
E
A
~
5,,6 ::::
N
3x4 ::::
M
,
3x6:::: 3x8= 3)(6
3x4=
9-4-13
9-4-13
Plate Offsets X Y: A:O-Q-13 Ed e 1:0-0-13 Edg@l
27-4-11
8-11-15
18-4-12
8-11-15
lOADING (psf)
TelL 20.0
TCDL 10.0
Bell 0.0
BCDl 10,0
DEFL
Vert(LL)
Vert(TL)
Horzrrl)
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI
Te OA9
Be 0.80
WB 0.71
(Matrix)
(loc)
A-N
A-N
I
I/defl
>999
>841
0/'
Ud
240
180
0/'
'"
-0,18
-0,52
0.12
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X4 SPF NO.2
2X4SPFNo.z
2 X 4 SPF NO.2 'Except'
B-N 2 X 4 SPF Stud, H-J 2 X 4 SPF Stud
BRACING
TOP CHORD
601 CHORD
WEBS
Structural wood sheathing directly applied or 3-4-2 oc purlins.
R'lgidcei\'lng directly applied or 9-4-4 ocbracing.
1 Row at midpt D-L, F-L
REACTIONS (Ib/size) A=1460/Mechanical, I=1460/Mechanical
Max HorzA=-386(load case 3)
Max UpliftA=-238(load case 5), 1=-238(load case 6)
FORCES (Ib)
TOP CHORD
- Maximum Compression/Maximum Tension
A-B=-2240/392, B-C=-2042/389, C-0=-1935/425, 0-E=-1427/396, E-F=-1427/396, F-G=-193S/426, G-H=-2042/389,
H-I=-2240/393
A-N=-376/1790, M-N=-195/1445, L-M=-195/1445, K-L=-10S/144S, J-K=-10S/144S, I-J=-220/1790
B-N=-31 0/248, D-N=-103/S17, D-L=-S93J306, E-L=-262/110S, F-L=-S93/306, F-J=-103/517, H-J=-310/248
BOT CHORD
WEBS
NOTES
1) Unbal21nced roollive loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.0psf; BCDl=6,Opsf; CategOl)' 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) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 Ib uplift at joint A and 238 Ib uplift at joint
I
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 1 and R802, 10,2 and referenced
standardANSlfTPl1.
LOAD CASE(S) Standard
At.. WARNING. V~rify d"s/gn parameters and READ NOTES ON TIllS AND INCLUDED MITEK REFERENCE P4Gl;: Mll-7473 BEFORE USE.
Design valid tm use only with Mild conneclors. This d<Jsign is bawd only upon poromelers shown. and is lor on individual building component
Applicability at design para menter, and proper incorporalion 01 component il responlibility 01 building dmigner. not Iru" designer. Bracing ,hown
is lor lolerol >uppolf 01 individual web members only. Adchtionallcmporory bracing to imure stability during construclion i, Ihe respomibillity ot the
erector. Additional permonenl bIocing at the overall stnKture is the responsibility ot Ihe: building dmigneL For generot guidance 'egordir\g
IObrication, qualily controt Itoroge. delivery, emclion and bracing, consult ANSl/Tl'll Quality Criteria, OSII.89 and IICSIl lIuilding Component
Solely Informalion available from Irus~ Plole 1",lilul", 581 O'Ono(oo D,i~e, Madiso". WI 51719.
t--------l~9-8
6-4.13
Scale = 1:77.9
I
,
l~
5x6==
36-9-8
9-4-13
PLATES
MT20
GRIP
197/144
Weight: 160lb
~UM
\\\\\llIlIf/1/111
....',\\\ SGANG!.. 111///
....,.....,J\J ....... 1& /..;.
'" r ... T ." ,-
$ ...~G\S E~ii.. ~
2" /0 0\ ~
:g . ( "0.'9900'115) .. :
~ -0 '.. STATE OF ':.0-:,.2
-;:. -:P ". ...It.J,,,::.
~ C~ ....:~VO!p.i4~....,~<.t; $
// C',,, ......... 0' "I
.-'//1/ "'SIGNA\- E.~ ",....' I
II/ \\\
!lll/lll1lln\\
May 10,2007
I
Mil.
MiTek'
PDW<~TO,iRro"M
14S15N. OLlle,f'orly, Suiteit300
Chesterfield. M063017
Job
00
Truss
Truss Type
J0970507
V>
ROOF TRUSS
obReferencefQRlional
6AOOs Feb 142007M,Tek Industfies. Inc. ThuMayl0 13:05:392ll07 Page 1
11~10397a
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE. IN 46158
5-9-10
5.9-10
8x14MT18H II
11.7.3
5-9-10
B
"
A
3x8"/
1.5x411
1173
11-7-3
Plale Offsets X y. A:Q-4-1 Ed e C:0-1-15 Ed e
LOADING (psf)
TelL 20.0
TCDL 10.0
BelL 0.0
BCDL 10.0
DEFL
Vert(LL)
Vert{TL)
Horz(TL}
c
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI
Te 0.30
Be 0.26
we 0.12
(Matrix)
10
0/'
0/'
0.00
(Ioe)
Ildefl
oj,
0/'
oj,
Ud
999
999
0/'
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4SPFNo.2
2 X 4 SPF NO.2
2X 3 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES ~
1) Unbalanced roof live loads have been considered for this design.
2) Win. d: ASCE 7-02; 90mph: h=25ft: TCOL=. 6.0. P'.f: BCOL=6.0psf: Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and
right exposed: end vertical left and right exposed; Lumber 00L=1.33 plate grip OOL=1.33.
3) ThiS truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Ail plates are MT20 plates unless otherwise Indlcated_
5) Gable requires continuous bottom chord bearing
6) One H2.5A Simpson Strong-Tie connectors recommended \0 connect truss to bearing watts due to uplift atjt(s) A, C, and 0
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 1 and R802.10.2 and referenced
standard ANSIITPI1.
REACTIONS (Ib/size) A=228/11-7-3, C=228/11-7-3, 0=407/t1-7-3
Max HorzA=-141{load case 3)
Max UpliftA=-47(load case 5), C=-57{load case 6), D=-39(load case 5)
FORCES (Ib) - Ma;<;imum Compression/Ma;<;imum Tension
TOP CHORD A-B=-193/101, B-C=-193/85
BOT CHORD A-D=-34/80, C-D=-34/80
WEBS 8-D=-237/76
LOAD eASElS) Standard
.it.. WARNING - Verify design p"...'..net....s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
Design valid (or u,e only wilrl MiTek connectors, This dc\ign i, bOled only upon porometers ,hawn, ond i, lor on ino;vidunl building componenl
Applicobilily of design paramenle" and proper incorporolion o( componenl i,respomibilily 01 building de,igner - nollru" dmigner. Bracing shawn
is for lolerolsupporl of irdivK:Juol web membelS Only. Addilionol lemporary b>-acing 10 imure slabilily during conslruclion i\ Iherelponllbillily of Ille
eredor. Addilio""1 permanent l),ocing 01 lhe overall 5lruclu,e i\ fhe responsibilily ollhe b"ilding designer, For generol guidonce regording
lobr>cofion, quolilyc:onlrOI, sloroge. delivery. erec:l;on ond brocing, comul! ANSI/TPII Quality Crileria, DSB-a9 and BCSll Building Componenl
Sofely InlmmoHon "v"iloble Irom lr"IS Plole Imlilule. 583 D'Onoltio Drive. MOdiwn, WI 53719.
I
Scale = 1:33.5
3x8""
PLATES
MT20
MT18H
GRIP
197/144
197/144
Weight 33 Ib
'-
\\\\\\\llllfflOI
,,'\'\\.'0-SGANG (;11////
,,~ ......... V 'l
$' .....G\STS,9..... ~
~ !~, ~O, ~
- .' .-
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~ ~ ~ ~ ~
. ~ : . -
~ -tJ"" STATEOF /,~ 2
__ '"9') '. .' ,"01 ...
~ (>> .../IVD!A.~~.... ~'</ ....:::
~// C:::S' ............. 0' ,.:::-,....
///1 ,sIONAL ~~ ,....'\, ~
1'1 \\\ I
IIllJlIlll\\\\\
May 10,2007
I
Mil'
_~fy'1jTek-
14515 N. Outer For1y, SUite 1/300
Cheslemeld,M063017
Job
00
TrtlssType
Truss
J0970501
ROOF TRUSS
v,
Job Reference olianal
6.400sFeb142007MiTeklnduslries,lnc ThuMayl01J:05:402007 Pagel
11210397[1
CARTER.LEE BUILDING COMPON[;:NTS, MOORESVILLE, IN 46158
4.2.6
4-2-6
8-4-13
4-2-6
,,'
B
'10_00 [12
A
2x4'l
1.5x411
8-4-13
8-4-13
Plate Offsets X,Y' C:O-Q-Q 0-0-0
lOADING (psf)
TeLL 20.0
reDL 10,0
BeLL 0.0
aGDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
C
DEFL
Verl(Ll)
Vcrt(TL)
Horz{TL)
CSI
Te 0.24
Be 0.16
WB 0.04
(Matrix)
(Ioc)
I/defl
0"
0"
0"
Ud
999
999
0"
m
0"
0"
0.00
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4SPFNo.z
2 X 4 SPF No.2
2 X 3 SPF No.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) A=181/8-4-13. C=181J8-4-13, 0=246/8-4-13
Max HorzA=-99(load case 3)
Max UpliAA=-52(bac case 5), C-=-59(\oarl case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-118/68, B-C=-118/58
BOT CHORD A-0=-24/54, C-0=-24/54
WE8S 8-0=-151/46
NOTES
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6.Qpsf; 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 lruss has been designeolor a 1D.D psf bottom chord live load nonconcurrent with any olher live loads.
4) Gable requires continuous bottom chord bearing.
5) One HZ.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift atjt(s) A and C.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlrTPI1.
LOAD CASE(S) Standard
A WARNING. V~riJy design p(lra'"~ten "-nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl.7473 BEFORE USE.
DelOgn valid for ule only wifh MiTek connector,. lhis design is bmed only upon pororneler\ shown. and il lor on individual building component
Applicability of delign paramcnferl and proper incorporolion 01 componenf is rmpamibilrly 01 buildir'9 designer - nof iruI< designer. B.ocing ,I'own
i, for lofe.ol suppod of individual web members oniy. Addifionollemporory blocing 10 insure stabi~ty during conllruclion i\ fhe rClporuibjjlify of Ihe
ereclor. Additional pmmanenl t:l.ocing of Ihe overall ,'rucluw il Ihe re'pon\ibjlity of fhe building design",. for general guidonceregarding
fabrication. quolily confrol. ,lorage. defivery, ereclion and bracing, consoli ANSI/TPll Quolily Crilerla, DSIl-89 and BCSIl Bolldlng Campon<."nl
SoIety Inlormalion available Irorn IruII Plole Inslifule, 583 D'Onolrio Drive. Madison. WI 53719
Scalp." 1:23.7
c
2x4~
PLATES
MT20
GRIP
197/144
Weight:23lb
~1iM
\\\\\lIIII//JI111
,....\\\\ -SGANG l.. 1(////
", --+- \,) .....h.. IV ///
....' .... \STl:';"', ..;.
~ ,'~0 '7$;" ~
2 /0 0\ '2
'= i No 19900415\ "'
~ ~. ;::
:;: . ~ : .
~ -0'" STATE OF .: a: .::
~ ~.... , .... l.t.;-2
~ 0-<" '-<~Ol.~i'\~.., ~<4 $
// 0'S ......... 0" 0-
////( ,sIONA\.. 'C.~ \....'".
01 \~\ I
"fJl/lIl\\\\\
May 10,2007
I
Mii'
MiTek'
PO"..u ro~<:,.~-o";;;>
14515N,QulerForty.Suife#300
Cheslemeld,M063017
Job
Truss Type
ROOF TRUSS
00
TNSS
J0970S07
"'
2-7-3
2-7-3
5-2-6
2_7_3
Job Reference 0 lional
6AOOsFeb142007MiTeklndustries,lnc ThuMayl0 13:05412007 Page'
I
112103980
,
CARTER.LEE BUILDING COMPON"NTS, MOORESVILLE, IN 46158
,,'
B
2;.:4-/
1.5x411
2x4~
5-2-6
5-2-6
Plate Offsets X y. C:O-D-O 0-0-0
LOADING (psf)
TelL 20,0
rCDL 10.0
BelL 0.0
SCDL 10.0
DEFL
Vert(lL)
Vert(TL)
Horz(TL)
C
SPACING 2-0-0
Plates Increase 1.15
Lumber'lncrease 1.15
Rep Stress Incr YES
Code lRC2003fTPI2Q02
CSI
Te 0.08
Be 0.05
WB 0.02
(Matrix)
I/deft
0/'
0/'
0/'
;0
0/'
o/a
0.00
Ud
999
999
0/'
(Ioe)
LUMBER
TOP CHORD
BOT CHORD
OTHERS
BRACING
TOP CHORD
BOT CHORD
$truclLlral wood sheathing directly applied or 5-2-6 ac purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2X4SPFNo.2
2X4SPFNo-2
2X 3 SPF No.2
REACTIONS (Ib/size) A=105/5-2-5. C=10SfS-2-6. 0=142/5,2-6
Max HorzA=-57(load case 3)
Max UpliftA=-30(load case 5), C=-34(lo3o case 6)
FORCES (Ib) - Maximum CompressionfMaximum Tension
TOP CHORD A-B=-68f40, B-C=-68/33
BOT CHORD A-D=-14f32. C-D=-14/32
WEBS B-D=-88f27
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=2Sft; 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 rlesigneo for a 10.0 psf bottom chorrllive load nonconcurrent with any other live loads.
4) Gable requires continuous bollom chord bearing.
5) One H2.SA Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) A and C.
6) This truss is designed in accordance with the 2003 International Residential Code sections RS02. 11.1 and R802, 10.2 and referenced
standard ANSI/TPI1
LOAD CASE(S) Standard
A WARNING. Verify design parameters and READ NOTES ON THlS AND JNCLVDED MITEK REFERENCE PAGE MlI.7473 DEFORE VSE.
Design valid for u,e only with MiTek connectOr>. lhi\ design is bmed only upon paromelers shown, and" lor on individual building componenl
Applicabilily 01 dmfgr1 paromcnler, ond proper incorporalion 01 component is respomil)ilily 01 building designer - nollru" de,igner. !lracing showr1
i, 10' lolerol I\Jpporl 01 indivKJuol web members or1ly. Addilionollemporory bracing 10 insure slobillly during comlruclion;, Ihe re,ponlibinily ollhe
ereclor. Additiar10l permanenl bracing ollhe overall ,Iruclure il Ine rc,ponsibilily 0: tile blJilding designer. for generol guidance regarding
fol>ricolion. qlJ(llily conlral. slorog". del;very. e'eclion and biacing, comull ANSI/fPll Quality Crllerla. DS8.89 and BCSIl Building Componenl
Salely lr1formolion available lrom Iruss Plote 1"\tillJIO, 583 D'Onolrio Drive. Modilon. WI 53719.
Scale ~ 1:16.4
PLATES
MT20
GRIP
197/144
We'lght 141b
~~
\\\\\\1111//111"
",\\\ SGANG I.. 1111'/1'
...." ..J \,) ......... IV /(..
~.... ~.~~0\STEA~~.. ~
,,/0 0\"
~ {NO. 19900415') ;
::.: :.
~ --0"" STATE OF i a: ~
,.- 1?) '. .' ,1J..1 .::-
~ \."" .~./J\lDjA~~"" -.2>:.& ~
'/,... 0'0' ............. 0" ...~.
/1'1'1' SIGNA' ~\i ,.......'
(~II I- \\\\
/11/111]11\1\\\ I
May 10,2007
I
Mil'
_MiTeJL
14515N,OuterForty,Suile#300
Chesterfoeld,MD63017
11?103981
Job Reference a lianal I
6AOOSFBbl.l.20.07MiTeklnduslries,lnc ThuMay1013:05A12007 Page 1
Job
00
Truss
J0970507
v.
Truss Type
ROOF TRUSS
CARTER.LEE BUILDING COMPONENTS, MOQRESVILLE, IN 46158
Ci7-10
5-7-10
11-3-3
5.7-10
4,,8=
B
"
3xB{'
1.5x411
11-3-3
11-3-3
Plate Offsets XV' A:0-4-1Ed el rC:0-1-15Ed~
LOADING (psf)
TCll 20.0
TCDl 10.0
BCll 00
BCDl 10.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2oo3{fP12002
CSI
TC 0.28
BC 0.25
WB 0,11
(Matrix)
DEFL
Vert(ll)
Vert(Tl)
Horz(Tl)
(Ioc)
I/deft
o/a
o/a
ola
Lid
999
999
o/a
'"
ola
o/a
0.00
c
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4 SPF NO.2
2X4SPFNo.2
2X3SPFNo,2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directl,! applied or 10-0-0 oc bracing
REACTIONS (Ib/size) A=221/11-3-3, C=221/11-3-3, 0=394/11-3-3
Max HorzA=-137(load case 3)
Max UpliftA=-46(load case 5), C=-55(load case 6), 0=-37(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-187/98, B-C=-187/83
BOT CHORD A-D=-33!77, C-0=-33/77
WEBS B-D=-230/74
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 H; 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) Or.e H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jl(s) A, C, and D.
6) 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 CASE{S) Standard
A WARN1NG. Verify design p<m'm..t..r~ and RMD NOTES ON TiffS AND INCLUDEV MITEK REFERENCE PAGE M/I.7473 BEFORE USE.
Design valid far vIe only wilh MiTek connecfor>. This design is based only upon parameters Illown, ond is tor on individual building companenl
Applicabilify 01 design paromenfers ond proper inco'potafion of componenf is responsibilily of building designer _ nol fru" designer, Bracing shown
LS to' loleral svpparf or IndIVidual web membeIS only. AddlltonollcmpOlary brocong 10 Insure stab,llty durrng construction is Ihe re5pOnSlbill,ly of the
Elrector.. Additional permanent braCing, of the overoll st,ucture Illhe responsibility 0: the building designer. FOI general guici(lnce regarding
labncohon. <1'Jatily control. ,100oge, delivery. erection and bracing, con\ull ANSr/1PI1 Quollty Crllerla, DSB.B9 and BCSn 8undlng Componenl
Safely Inlormation available from !rus, Plalo Inslit'Jle. 583 D'Onolrio Drive. Modi,on. WI 537t9.
Scale ~ 1:31,0
3x8~
PLATES
MT20
GRIP
197/144
Weight:32lb
~~
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May 10,2007
I
Mil'
MiTek'
ii<i;;~piiR~O---";:<'
14515N Outer Forty, Suilell300
Cheslerf,eld,M063017
Job
00
Truss
Truss Type
0970507
"
ROOF TRUSS
J bReI r n lienal
6.400sFeb 142007MiTl!kllldusllies,lnc ThuMay 10 130S'422007 Page'
112103962
CARTER-lEE BUILDING COMPONENTS, MOORESVll1.E. IN 46158
40-fi
4-0-6
8-0-13
4-0-6
4~4 =
B
A
x
2x4'l
1.5x411
8-0-13
8-0-13
Plate Offsets X Y: C:O-O-O 0-0-0
LOADING (psf)
TCLL 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 Iner YES
Code IRC2003fTP12002
CSI
TC 0.22
Be 0.15
WB 0.04
(Matrix)
DEFL
Vcrt(Ll)
Vert(TL)
Horz{TL)
(Ioc)
I/defl
o/a
o/a
o/a
Lid
999
999
o/a
'"
o/a
o/a
0.00
C
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X 4 SPF NO.2
2X4SPFNo,2
2X 3 SPF NO.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS (Iblsize) A=173/8-0-13, C=173/8-0-13, 0=235/8-0-13
Max HorzA=-95(load case 3)
Max UpliftA=-50(load case 5). C=-56(load case 6)
FORCES (Ib) - Maximum Compression/Maximum TenSion
TOPCHORD A-B=-113/65,8-C=-113155
BOT CHORD A-D=-23/52, C.D=.23/52
WEBS B-0=-145/44
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: 90mph; h=25ft; TCOL=6.0psf; BCDL=6.0psf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed: end vertical left and right exposed: Lumber DOL=t .33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live lORd nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
S) One HZ.SA Simpson Strong-Tie connectors recommended to connocl truss to beming walls due to uplift at jt(s) A and C.
6) This truss is designed in accordance with the 2003 International Residenhal Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI 1.
LOAD eASElS) Standard
A WARNfliG - Vrnfy d.....lg" ,.............,<'TS "nd READ NOTES ON THfS AND fNCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design void lor use only with Mile~ conneclors. This design i!. based only upon po-ameters lhovm. and is lor an individuol bulding component
Applicobiily ot design pOromenlCfS and proper incorporalion o~ component is 'e'pon\ih<lrty at bu~ding deligner - not I,u>s designer. 6,acing ,hown
is tor tatoralluppor! at individual web member\ only, Add,lion"llemporny t.xacing to ,mure Ilabilily during coml,uclion is Ihe relPonsibillity at Ihe
e'eclo'. Additional pefmonenl "rocing ollho overall Ilruclure" Iha rClpon<ibilily 01111<:: b"ildi"9 designor. For general guidance ragurd;ng
labiicotion. Quality conjrol. slorage. delivery. ereclion and biocing. cOrllul1 ANSI}TPll QuoJily Criteria. 0$B.8' ond BCSll 8uirdlJlg Compo"..nl
SaI..ly Inlormellon ava;lable Irom Truss Plote Instilulc. 583 O'Onolno Drive, Madi\on, WI 53719.
I
I
Scale" 1:23,0
I
2X4 ~
PLATES
MT20
GRIP
197/144
Weight: 22 lb
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May 10,2007
I
dl"
MiTek'
~<i'..:i;o,,,~..~'
14515N.OulerFerty.SuileIl300
Chesr..rfiek1.M063017
,,'
112103!l83
Job
Truss
Truss Type
0970507
'6
ROOF TRUSS
CARTER.LEE BUILDING COMPONENTS, MOORl;SVILlE, IN 45158
bRefe.m.n~ll
6400sFeb142007M,Teklnduslr;.,s.lnc ThuMay 10 1305:432007 Page'
2_5-3
2-5-3
o
4_10-6
2-5-3
Scale'" 1:11,'
A
10,00[12
~
N
LOADING (psf)
Tell 20.0
TeOl 10.0
BeLL 0.0
BCDl 100
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap Stress Incr YES
Code IRC2003nPl2002
CSI
Te 0.07
Be 0.05
we 0.Q2
(Matrix)
4-~OJ5 II ::!"A~'
4-10-6
DEFL ;0 (Ioc) I/det! Ud PLATES GRIP
Vert(LL) 0" 0" 999 MT20 197/144
Vert(TL) 0" 0" 999
Horz(TL) 0,00 C 0" o'a
:I . /,-
Plate Offsets X Y: C:O-O-O 0-0-0
Weight: 131b
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4SPFNo.2
2 X4 SPF NO.2
2 X 3 SPF No.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied Of 4-10-6 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) A=97/4-iO-6. C=97/4-1O-6, 0=13214-10-6
Max HorzA=-53(load case 3)
Max UpliftA=-2B(load case 5), C=-31(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-63/37, B-C=-63/31
BOT CHORD A-0=-13/29, C-0=-13/29
WEBS 6-0=-81/25
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) One H2,5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift i:lt j\(s) A and C.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RB02.10.2 and referenced
standard ANSlffPI 1.
Yvn I l11J1
lOAD eASElS) Standard
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May 10,2007
A WARNING. V.,rlf!l du.gn param.,trTs "nd READ NOTES ON THlS AND lNCLUDEDMITEK REFERENCE PAGE M11-7~73 8EFORE USE.
Dc~ign valid lor me only 'Wilh Milet conneclO's, lhis design is based only upOn porometer~ shown. ond" fOl on ndividuol building- component.
ApplicobJity of design paromen!en ond proper incorpomlion of componenl is 'espon,ibil11y 01 bt;,ding de~igner - nollfU~S designer. Brocing lhown
is lor laterol Iupporl at individual web membe,s onfy, Addllionol temporary brocing 10 inlure ,Iobility during comlruc!ion is Ill" re'pon\ibillity at Ihe
meclo<. Addilio"(11 permanent !)rucing at Ille OOOlull ,truClure il Ih" re'pansibility allh" buitding designer, For generai g~Jidonce regarding
10b4"icolion. Quolily canlrol. ,Iorage. delivery, ereclion and bracing, comull ANSI/TPll Qu"lily Crile-rto, OSI.B' ond ICSll Bundlng Compone-nt
Sale-Iy InformoUon ovailable I,om TrUll Pklle Inslilute. 583 D'Onalrio Drive. Madison. WI 53719.
ms'
MiTek'
~w~~,~~7in>ii,,'
14515N.Oulp,Fony, Suile UJOO
Chesterlield,M063017
0970507
"
ROOF TRUSS
DO
Job
Truss
Truss Type
112103984
CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158
Job R Ire 0 ti n I
6.400sFeb 142007 MiTek Industr>es. Inc. ThuMay 10 13'05442007 Page 1
5-5-6
5-5-6
10-10-11
5-5-6
I
SC.1IC," 1:30.0
4x6 =
B
A
3x6'l'
1.5x411
3x6~
10-10-11
10-10-11
Plate Offsets X Y: C:O-O-Q 0-0-0
C
I/deft
0/'
0/'
0/'
Ud
999
999
0/'
PLATES
MT20
GRIP
197/144
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTPI2002
CSI
TC 0.26
BC 0.23
WB 0.10
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
'"
0/'
0/'
0,00
(IOC)
Weight: 31 Ib
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2 X 4 SPF No,2
2 X 4 SPF NO.2
2 X 3 SPF No.2
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 DC purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) A=213/10-10-11, C=214/10-10-11, D=3BOflO-10-11
Max HorzA=-132{load case 3)
Max UpliM=-44(load case 5), C=-53(load case 6), D=-36(load case 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-lB0I94, B-C=-180/80
BOT CHORD A-D=-32f7S, C-D=-32f75
WEBS 6-D=-222f71
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph: h=2Sh: TCDL=6.0psl: BCDL=6,Opsf; Category II; Exp C: enclosed: MWFRS gable end zone; cantilever leh 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 100 psf bottom chord live load nonconcurrent with any other live loads
4) Gable requires continuous bollom chord bearing.
S) One H2.SA Simpson Strong-Tie conneclors recommended 10 connect truss to bearing walls due to uplift atjt(s) A. C, and O.
6) This truss is designed in accordance with the 2003 Inlernational Residential Code sections R502.11,1 and R802.10,2 and referenced
standard ANSlfTPJ 1.
~1iM
LOAD CASE(S) Standard
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May 10.2007
I
A WARNING. VerifY design p-arumdcn and READ NOTES ON THIS AND /NCLUDEDM/TEK REFERENCE PAG/t MlI-7473 BEFORE USE.
Design valid for use only wilh Mllek conneClorl. Thj,; de,ign" based only upon porametcrlshown. and is to( orl individual bu~dng componen1.
Appro:obi~ty or design rx;JrOm('!nte<1 and proper inco,po<olion of componenl is responsibi,ly 01 bukling designer - nollru'! oesigner. Bracing shown
is lor laterol suP pori 01 indivi<luol web membc(1 onlv. ActcJII,onollemporO'y bracing 10 insure ,labilily ovfing conslruClion is the re,ponsibillily 01 Iho
mecloL Addllionol pcrmar1(!fll bracing ollila overoll struclure is 1I,<}rcsponsibilily 0111>0 building design"r. For gene/ol guidance r<lgording
labricolion, quolily conlrol. sloroge. delivery, ()feclion and bracing, consult ANSI/TPI1 Quoli1y Criteria, DSB-8? orn:l BCSIl Bu~dlng Compone"r
Salety InlofmoUon available from l'uI\ Piele Inslllule, 583 D'Onofrio Drive. Madison. WI 53719
ram"
MiTek'
,;a;;;"'T<>~~~
14515 N. OulerForty, Suije#300
Cheslemeld,M063017
ob
Truss Type
ROOF TRUSS
00
Truss
J0970507
"'
Job Relerence{o lional
6400sFeb 142007 MiTek Induslrie,. Inc ThuMay 10 1305A42007 Page 1
t12103985
CARTER.LEE BUILDING COMPONENTS, MOORESVILLE, IN 46156
3-10.'
3.10.2
7_8_5
3.10.2
4x4::::
B
A
2x4-/
1.Sx411
7-8-5
7-8-5
Plate Offsets X Y: C:O-O-Q 0-0-0
LOADING (psI)
TeLL 20.0
TCDL 10.0
BelL 0,0
BCDL 10.0
CSI
Te 0.20
Be 0.13
W8 0.03
(Matrix)
C
DEFl
Verl(LL)
Vert(TL)
Horz(TL)
SPACING 2-0-0
Plaleslncrease 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003rrPl2002
io
0/'
0/'
0.00
(Ioc)
I/deO
0/'
01,
0/'
Ud
999
999
0/'
LUMBER
TOP CHORD
BOT CHORD
OTHERS
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2 X4 SPF NO.2
2 X4 SPF NO.2
2 X 3 SPF No.2
REACTIONS (Ib/size) A=164n-8-5, C=164n-8-5, D=223n-8-5
Max HorzA=-90(load case 3)
Max UpliM=-47(load case 5}, C=-53(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-107/62, B.C:-107152
BOT CHORD A-0=-22/49, C-0=-22f49
WE8S 8-0=-137/42
NOTES
1) Unbalanced roof rive loads have been considered for this design
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=6,Opsf; BCDL=6,Opsf: 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 OOL:1.33
3) This truss has been designed lor a 10.0 psI bottom chord live load nOnconCUJTent with any other live loads.
4) Gable requires continuous bollom chord bearing.
5) One H2.5A Simpson Strong-Tie connectors recommended 10 connect truss to bearing walls due to uplift at jt(s) A and C.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
stand<Jrd ANSlfTPll.
LOAD CASE{S) Standard
A WARNING. Vf!r/fy design p<lMmdf!"" arid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE.
Oelign valfd Jor ulC only wilh MiTok conneclorl, This delign II bOled only upon po-omele'l !hown, and is for on individual bu.drng companenl
Apphcabifily of dCI~n pO'amenlC'1 and prope' incorporalion or componenl il rClpomibMy 01 building deligne'. nol IrUI! dcligner. llrocOg lhown
is for lateral IUppOl'l of individual web memberl only. AdditionollempOfa)' bfocing to lnwrc Ilabi~ly during COllll,uction iI the ,elpolllibillily 01 the
ereclor. Addihonol permanenl bracing at UIC overall ItfuclUfC il the 'elponlib,jly 01 lhe buitdlf'9 delignef. For genoml guidance regOfding
tobricalion, qualityconhol, Itorag<l. dolivmy, ereclionand bracing, comull ANSfITrn Quality Crileria. DSB.8~ and BCSI! Bullding Component
Sall!fy fnformation avoilable 110m Trull Ptate Inltitul<l. 583 D'Onohio Drive. Maciimn. Wt 53719.
,
$c.,le" 1:22.2
2x4~
PLATES
MT20
GRIP
1971144
Weight:21lb
~\;W
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May 10.2007
I
Mil'
MiTek'
14515 N, Outer rorly. Suite #300
Che,lerlield.M063017
Job
Truss
00
Truss Type
ROOF TRUSS
J0970507
V9
4x4 =
Jo R I fen 0 in I
{;AOOsFeb 142007 MfTek Induslr;es, Inc. ThlJMay 10 13:05A!;2007 Pagel
112103986
CARTER-LEE BUILDING COMPONENTS. MOQRESVILLE, IN 46158
2-2.15
2-2-15
B
4.5.14
2-2-15
10.00 [12
2l<4 /,
~~1r411
4-5-14
Plate Offsets X Y: C:O-o-O 0-0-0
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 IRC2003rrP12002
c
CS1
Te 0.06
Be 0.04
WB 0,01
(Malrix)
OEFL
Vert(Ll}
Vert(Tl)
Horz(TL)
(Ioc)
Ifdetl
0/'
0/'
0/'
Ud
999
999
0/'
'"
0/'
0/'
0.00
LUMBER
TOP CHORD
BOT CHORD
OTHERS
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing direcUy applied or 4-5-14 OC purlins
Rigid ceiling direclly applied or 10-0-0 DC bracing
2X4SPFNo.2
2 X4 SPF No.2
2 X 3 SPF NO.2
REACTIONS (Ib/size) A=88/4-5-14, C=88f4-5-14, D=120f4-5-14
Max HorzA=-48(load case 3}
Max UpliflA=-25(load case 5), C=-29(load case 6)
Scale" 1:10.4
~ . ,,-
PLATES
MT20
GRIP
197/144
Weight: 121b
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-S7/33, B-C=-S7/28
BOT CHORD A-D=-12/26. C~0=-12/26
WEBS 8-0=-73/23
NOTES ~
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02: 90mph: h=2Sft: TCDL=6.0psf: BCDL=6.0psf: Calegm)' 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 psi bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
S) One H2.SA Simpson Strong-Tie connectors recommended to connectlruss to bearing walls due 10 uplift atjt(s) Aand C
6) 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
A WMUfING. Verify dulgn p'V'Q"'ec...... and RUD NOT~S ON THIS AltDINCLUD1.:D MITIlK JU;FIlRE1iCIl PAC'; lIfJl.7473 BEFORE USE.
Design valid for um only wilh Mile" conncclors. lhis design is bosed only upon porometersshown. and is for on individuat building component
Applicabiljly 01 design pOfomenters and propGr jrx:orporotion 01 componenl i, r"'pamibilily 01 building designer _ nol trus, deligner. Bracing Ihawn
is for 1"lerel ,uppor! 01 individual web mp.mbe{\ only. Addilionol temporary t~oc;ng 10 in\ure sI(J~)ililyduring comlruclion is Ihe rcspamibillily 01 fhe
ereclor. Additional permanent bracing olllle overall ,Iructule;s the responSibrlily of Ihe building designer. For general guldonce regarding
fabricotion. quality conlrol. slorage. de~very, erection and bracing, comull ANSll1Ptl Quality C,lleria. OSI8.8' and BCSIl Building Camponerd
Salely lnrormclion available from Jruss Plale inslilule. 583 D'Onolrio Drive. Modi'iOfl, WI 53719.
Lw
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14515 N. Dutl!< Forty. Suile 11300
Chesterfield.MD63017
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