HomeMy WebLinkAboutTRUSS SPECS (INSPECTOR SET) - 06-00513 - 284 Mark Ave - New SFRTruss Drawings for,
Rexburg Spec
1
Rexburg, ID
Summit Truss
211 W. Industrial Park Rd.
St. Anthony, ID 83445
208.624.0333 (o)
208.624.0336 (f)
Salesman.- Eric Anderson
Designer: Mark Mangum
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Job Truss
5315
e Yi.c'.-. i _ a L _ I
Q1 P'%i ILI lQ[ly, Iu, Klerk Mangum
T _yp e
2
5x6 II
Qty
1
Ply
FIA
R-
7 TIVI E T - JO E
I,job Reference ( Von l)
6.300 s Jul f 12006 N1IT k Industrresa nc_
Tu e fpr 1'_7__,J 9 _- 2 -V �307F4 1
Scale = 1:,
�Au
4--0
--0
I'late Offsets = �� -1 0'2-8], [3.0-15,13-2-181
i
LWAUINU tp3t)SPACING
([cc)
-0-0
USI
-0.08
TELL 35,0
T DL 8.0
Plates Increase
1,15
TG 0,52
Vert(
Vert (LL
LL)
BALL 0.0
Lumber Increase
1.1
�D. �
ert(TQ
BDL 0rT�
Rep Stress In r NO
d � I R2�
WI3 0_ 75
3�TPI2 2 (Matrix)
4113MBER
in
([cc)
l/del
USI
-0.08
4-5
>999
240
0.03
3
n/a
ria
TOB CHORD 2 X 4 SPF NO,2 BRACING
BOT CHORD 2 X 6 DF TOP CHORD
WEBS 2 X 4 SPF Stud 60T H RD
REACTIONS (Ib/size) 1= 77 f9-5.8, =4772/0-5-8
M ax H orz I �-113(1 oad Case
Max I PI1ftl =-13 8fload case 5), 3=-10 3(loadl case
FORCE 1b - Maxirnurn C orn press icniMa lr um Tension
TOP CHORD 1-2=-6592J1458,2-3=-6592/1459
BCT HO RC) i-,5=-121115550,4-5;---845/3910,3-4=-1193/5560
-=-1 1115550;4- _-845/3910,3-4=-1193/ , r0
WEBS 2-5=-768/3496, 2-4=-75!9/3496
12-6-0
HM
PLATES
I' T20
Weight: 104 Ib
FLIP
197/144
Structural wood sheathing directly applied or 4-4-12 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing,
I
NOTES
i 1) - p iy runs to be connected together with IOd (x.1811'x3") na-lis as follows,
Top chords connected as follows. 2 X 4 - 1 raw at -O oc.
Bottom chords connected as foIlovrs® 2 X 6 - 2 rows at O-7- o _
Webs connected as fellows- 2 X 4 - 1 row at &9-0 o _
2 Ail loads are considered equally applied to all pliles, except if noted as front (F) or back B) face in the LOAD
been provided to distribute only leads noted as (F) or B), unless otherwise Indicated. CASE(S) se�tJer�� JAI �� fly connections h���
Unbalanced roof live loads have been considered for this design,
4) Wind, ASCE 7-02; 90rnph, h= .. T DL=4.8ps.f, BCDL=4_8psf,, Cats 11• Exp C,, enclosed; MVVFRS gable end zone; cantilever left and right
vertical left and right exposed; Lumber CS L=1.33 plate gip DOL=`x .33. t exposed F end
This truS s has been designed for a 10.0 psf bottom chord flue Ioad n on c.o n c u rrent W ith an y other Iiv
e loads.
This trust requires Plate insp fion per the Tooth Count Method when Ns trus!g �s cha$en for qualitya�3�r�lnce fa5ec'
hurl,
� fue r�rr chane al connection b others) of truss to bearing plate capable of withstanding .1068 Ib uplift 'at pint 1 and 1068 1b u Ictt a
8 a with the 2003 International ResidenVal Cede sections R502,11 1.1 and R80 .10.2 and � t te1lt
Gird8) This er
� �e�arti� in �c�c�r�#en r'�ferer-r+� .
carries t-e--�n span(s). X9-110 from 0-0-0 to 12-6-0
ed f�nd�rd l�Rl 1 _
LOAD CASE(S) Standard
1) Regular: Lumbar Increase= 1.15@ Plate Increase=1.15
Uniform Leads (pI
Vert: 1-3=-707(F;---691),1-2=-86, 2-3=-86
—
4
i
F Job
jo
Truss T ,/pe
Pe 5315 AG
GABLE
u. mlt True,tAnthony, if larr "iariurr1 I � Job Re`erer ce (optional)
6.300 s Jul iT k Jnd d , lnc, Tue Apr 17 09.21.39 2007 Page 1
I � - " 6-3-0
2.0.0 6-3-0
14-6-0
6-3-0 2_0_0
Stale
La
A
44
I
7. _12
4
J I T
15T1
w
S
S73
STM
7
0
4x4
9
Q.nr)-Ire%
� - e
LaaninrG (ASr7
TCLL 35.0
TCDL 8.0
BCLL 0.0
BC[]L $.Q
LUMBER _
TOP CHORD 2 y 4 SPS Na.2
BDT CHORD 2 X 4 5PF No.2
OTHERS, 2 X 4 SPF Stud
-1-
SPACING 2-0-0
Plates Increase 1.15
Lumber Jncrea .e 1.1
Rep Suess Cncr NO
Code l Ro0 / P1200
I
TC 0,60
SC 0,50
WR 0.27
atbx)
12-6-0
1
- --
DEFL
in Joo)
I/defl
L±rel
Vert(LL)
-o. 8-9
n/r
180
Vert(TL)
-0.25 8-9
n1r
80
Hort(TL)
-0.01 10
n/a
n/a
BRACING
TOP CHORD
BOT CHORD
PLATES GFUP
MT20 1971144
Weight: 48 lb
truG1uraI woW sheathing. d 1 rectly applied or 10-0-0 or, pUdIn S,
Rigid ceiling directly applied or 6-0-0 oG bracing,
REACTJONS (rblsC e) 12;--947/8-6-0, 1 =191/8=6-0F 14=202/8-6-0, 11=191/8-6-0f 10=202J8-6-0
MaxHort 14=-1 21(load case )
M ax U P I iff 12=-1` 179 (load case , 13;--- 1 0 oad case ), 14=- 44(load case 10), 11--1 lead cake 5 10=-
Max Gray 1 = 7(Io�a�d case 1),
13=281 Joad 10). 14-�5 1 ioa�1 1 � _ �, Toad ease
), 281(load case ), 10=518(load ease 10)
FORCES (1b) - Maximum um oMpra sionlMax[murn Tension
TOS' CHORD 1-2=0187'2-3=-2801697, -4=-205/695, 4_5=_158/i991, 5-6=-1561691, -7--208/69 7-8.=- -
0/87
E T 1� D -1 =-5 / 90 13-14=-5651327, 1 -1 =-505/327, 11-12=-565132 10-11-- - -
EB5-12=-8051195,4-13=-179/ 106, 3-14=-317/1 0� 6-11-1791107,7-1, =-r{y f17/151
-
MOTES
1 Unbalanced roof live loads have been considered for this design.
rid, AS C E 7- 02, 90 m ph h=ftT TC D L-psf;BC pL=p1; m ato111,' Exp C anlos ed M VVF R S g ab le
vertical left and right exposed- LUmber 00L;--1.33 plate grip [DOL=1. end r e; can# Ie rar � f# d ri t a sed ; end
Trus- designed for wired loads in the plane of the truss only. For studs exposed to wind (normal to the fact se
4) This toss has been designed for a 10.0 psf bottom ]cord Civ load noncor current +mith ar�� or Fig Io.eds�, e liTe.. tar�dard ala EnDetail"
.
I plates are Zc4 MT20 unless otherwise indicated.
This truss requires q ` es plate 10 pectfan per the Tooth Count Method when this mss is chosen for ua.li assure
7 Gable studs spaced at -0-0 oo. r e inspect[on,
Provide mechanical connecfion (by other) of truss to bea�ng plateCapable of
withstanding 1 TO 1b uplift at Joint 12, 142 Chiuplift at joint 13, 244 lb uplIft at jairt.
14, 144 Ib uplift at joint 11 and 244 Ib upiift at joint 10.
Jon Standard beaj cg condition. Review requir'ed.
1 o This truss is designed in accordance with the 2003 Int lnnational Residential ntial Code sections 8502.11,1 and R802,10.2 and referencd standard ANSI)TPI 1 _
LOAD CASE(S) Standard
90
5315
TRS S -
I T ape
R
&TaTit Tru ss,, StAnthony, ID, Merle Ma
--
5 --
OWN
7.0Dy 12
-10-1
4
LOADING
(ps
SPACING
_0-
TOLL
35.0
Plates Increase
1.15
T IAL
8,0
Lumber Increase
1 A
POLL
0.0
Rep Stress Jnr
YES
P DL
8.0 i
Cede IR 00 /TP]200
LUMBER
TOCP CHORD 2 X 4 SP F No.
POT CHORD 2 X 4 SPF No -2
VVEBS 2 X 4 SPF Stud
REACTIONS (Ibl ize) 5=1147/0-5-8, 1=97810-5-8
Max Hort 1=-00(ioad case
Max Upli es.- Goad ase 6), 1=-17 4�I0ad c -a Se
U L ENPOST
9 o
VVI
J
TG 0.50
BC 0.64
G 0.30
(M tnix)
FORCES (Ib) - [murn COrnpression/Maximurn Tenslo
TOP H 1 D 1- =-1491/288, - =-11 C) 1 1 a, -4=-`I 104/226, 4-5=-1498/ 69, =off`
68
8 T H R D 1-7=-22711212,5-7=-139/1189
WEDS 2-7=-4451218, 51218,3-7=-801597.4-7=-418/199
Qty ply
17
14--
4-_
ti
-N2a
VV1
7
5x8
__i Jc.b Reference ( tienqi)
5. 300 s JuP 11200-5 WilTek Industries, Pio, Tue Apr 17 Q 1 2007 Page
11 4
O 4
Mi V
DE1=L
in
Ooc)
11det7
Lid
rffLl-)
-0.1
5-7
>999
240
Vert(TL)
-038
1-7
>612
18o
H orz(TL)
0. 04
5
n/a
n /a
BRACING
TOP CHORD
13T CHORD
--
PLATES P
M- T20 197/144
Weight; 701b
trucfur;al weed sheathing directly applied or 4--1-5 cc purPJn .
Rigid ceiling directly applied or 10-0-0 ec bracing_
NOTA$
1) Unbalanced roof live loads have been considered for th-Is de -sign,
vertical
l let and rft exposed; Lumber DL=I.:33 plate drip DSL=1 ,
.
,losWind-:ASCE 7-0 0mph h=f; TCDD=4. psf; PCDL=4.-8p f, Category 11; Exp enclosed, F gable end recant -fever I d rightt ed end
This truss has been designed for a 10.0 psf battorn chord live load nonconcurrent with any other five loads_
e tion per the Tooth Court J eth Od when this trussis This # requires �C�#� ins chosen for qu�.l� assurance ins
5) Provide mechanical connection (b ether) Ot trus to bearing Plate eapabPe of writh tandin pe tr�n.
) This truss is designed in accordance with the 00(nterntioriaP I�eadr��P �Code sections, f� u�laJ`t apt ��int � a�� 1�' !� uplift �t joint 'l ..
,1 .1 P .1 gT >� r f r ned Standard ANSI/TPI 1,
LOAD CASE(S) Standard
5
6X6
_21-3-4
Scale
1--
Ie 1-34.1
6
W
J U U Truss
5315 I 8G
1
ulY1Mf1 J FU Ss. 8,L J�Lr0n , PCS, dark Mangum
' ,ape _
A6LE
-6-0
_ 9-10-10
1-6-0
-1=10
4x4
n
- T rNTT -SPF
_Jobefe�rene�'�
fiona
x.000 cul 11 2006 MiTek Industries, Inc
Tue Apr 09--21-41 2007 Page 1
i
-Seale
y�4
PJate Offsets .,.` l[15:0-3-0,'5-3-01
LOADING (p s
TC LL:
35.0
TDL
8.0
ELL
0,0
BDL
8.0
LUMBER
TOPCHORD
BOTCHORD
OTHERS
4 SPF No,2
4 SPF NO—
2 X 4 SPF Stud
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I'ncr NO
Cede IR003[TPI002
GSI
TC 0.29
BC 0.10
B O.10
atrfx
DEJ=L
ire
(1o)
l/defl
Ud
Vert(.LL)
-0.01
11
n/r
180
Vert(TL)
-0.01
11
n1r
80
H or TL)
0.00
10
n1a
n/a
BRACING
TOP CHORD
BOTCHORD
'TES GPdP
1T20 197/144
Weight, 81 lb
Structural wood sheathing directly appPJ d or -0-() 0-0 purlins,
Fiidicing directly applied or 1O oc bracing.
REACTIONS (lb/size) 2^ 346%19-9-4, 15=174 '1 -9-4, 1 - 2 1 / 1 - - , 17:149/ 1 -0,4, 1 = 344/1 - -4 14g 2171 - _ -
Max Florz.=1 8(ioa.d case 4)F, 1 �11 =44`1 --, 1�0- -,4
MaxLdplift2=-9(laad case 5), 1--�Poab case ), 1 -(load ease 5), 18=_.l 00(load Baa
� 5), 1 4--7 (J oa d case ), 1 =- ( Pied ca ), 1 =-Pa a d case 6) � 10=_1 1 6(load �.
Max Gray 2= 46(Joad ca -se 1), 15=1 4(load case 1), 1 =22 (load case , 1 7 =14 (load case � , 1 = laid a �
1 D- 4 (1 cad case 1) e 9 , 14=2 (load case 10), 1 =1 0oad ease 1)T 12-344(Joad case 10)o
FORCES (lb) - Maximum Compressign/Ma imurn Tension
TOIL CHORD 1- =0/66, 2-3= 138/1 5, 3-4--84/1 G4, 4-5==64/1 2, 5-6 =-68.167, -7 =-6 8/ 1 0 7y =- 64/10 -
4
E'T H R D .2-1 =-24/1 3, 17-18--24 '133, 16-1 --2411 , 1 5---1 --24/18 r 14-15 =-24 ' 1 13- x14;---241133,12-13=-24/133,10-12=-2411,3310=-113/ ,10-
�B "1 6-15=-14410, - -_189191; 4-17=-1 31/78, 3-18=-2811139, 7-14==189/89 8-13--131[79,-1 .{
NOT F
1 Unbalanc d r0cf live loads have been considered for this design.
2) Wnd, ASCE 7-02; 90rnph; h= 25ft, T C 1)L=4.8p sf, 13 C JDL=4. psf, Category IIi Exp C ; n Jos d; VVFR abJ
verti l Jeft and night exposed'; Lumber D L=1. plate JP DOL=1.3.x, � end or�a, carrtiiever 1e� a�c� rrght epo ed ;end
Truss designed for wind Joads in the plana of the truss only. For studs exposed to w1nd(normal to the f
4 t pith This truss has been designed d for a 10.0 p f bottom chord live load nanconcurren � � s, , I�ie� ," tar�d�rd able end DtaiP"
All plates are 2x4 T20 unda s otherwise indicated.
�n�+ other live read
requires plat, inspection per the Tooth Court Method when #ha trussichosen for quality assurance {' tT1,J�
Gable requires continuous bottorn chord bearing.
� �r7�� 1r� �a t� ra _
8) Gable studs spaced' -0- oc _
Provide mechanical connectlon (by others)f truss to bearing pfatta capable of ithstamiin 5 ib
- � uplift at joint 2, 69 lb uplift at joint 1, 68 Ib uplrft at joint 17,
100 lb uPIrft at joint 1lb uplift at joint 14, 69 Ib uplift at jcint 18, 99 Pb uplift at joint 12 and 116 Ib u lift at joint 10.
10) This truss is designed in accordance with the 2003 Internationar Residential Code sections R502,11 .1 and
R802-10.2 and referenced stend2rdANSI/-TPI 1.
LOAD CASE(S) Standard
Job
Truss
r315
Summit i r8q,- t Anthony, ID, Mark Mangum
11
HE
e
M
5
I Job R efere ce ( till)
6.300 s 1112 2006 V1[Te l Industries, Ina
Tue Apr17 a; .Page 1
-1-6-01
B--1
:0-1-3. -15-0-2-11, Edge]. KG-1- F.Edgel, rl 1:0-4-0.03-01 ..
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress Iner FF
rinii;a «r 9() n- T im nn.-)
LUMBER
TOP CHORD 2 X 4 SPF No.2
B T CHORD 2 X 4 SPF No.2
VVEBS 2 X 4 SPF No. *Except*
1 2 X 4 SPF Stud, VV1 2 X 4 SPI' Stud
REA TI 0 N (Ib1si e) ;-- 1717/0- 5-8, $=1717/0-5-8
Max Hort 2= 29 D(oad case 4)
Max Uplift=-8(Iead case 5)F. 8=-6(load case 6)
CSI
TC 0,93
13C 0,81
B 0.31
(Matrix)
6X5
DEFL
Vert(LL)
Vert(TL)
He rz(T L)
BRACING
TOPCHORD
BOT HD
BS
PLATES
E T 0
8-0-1 Y-1
Stmctural wood sheathing directly applied.
Frigid ceiling directly applied or 9-8-12 oo bracing.
1 Raw at mjdpt 8-11, 7-11
FORCES (Ib) - Maximum ampressiorr[Mimum Tension
TOP CHORD 1-2=0/68.2-3 =-2515/416, 4=-1x26/343, 4-5=-1691/376,,5-6=-1691/376, &7=-17251,343-B=-255/4-6, 7-
BOT H CS -1 =- -39'2014, 11-1 -L- 9J 014, 10-11=- 16./2014, 8-10=- 16/201 F11�`
'R EH 3-12=0/30J, --11==1591939, 7-10=0/301, 3-•11=- 8/293, 7-11=-828/294
NOTES
Unbalanced roof lire loads have been considered for this design.
Wind, ASCE 7-02-, 0mph; h= ft; T C L=4.O,psf, S 0L=4.$psf; Category Ii: Exp , enclosed, ,fFl able end zone- cantilever vertical left and r19bt exposed; Lumber C)L=1. plate gnp D L=1. t�lever left and rrght expo ,end
This truss has been designed for x.10.0 psf bottom chord live lead rioncaneurrent with any ether We loads.
4) This truss requires pate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
Provide ecba �
nical connection (by others) of truss to hearing plate capable of withstanding 368 Ib uplift at -ai'nt and 368 lb i '
� uplift at feint a-
6) This truss is designed in accordance with the 2003 [nternational Residential Cede sections R502-1 1.1 and R802-10.2 and referenced standard ANS I/TPi 1.
LOAD CASE(S) Standard
-0Ie i T54.
-1-
LOADING
(ps
TELL
35.0
T DL
8-0
.B LL
0.0
B DL
8.0
4
r ENT -SPEC
b_:3U0 s Jul 112006 f iTek Industries, Ivic, Twe Aper 17 091-21:42 2007 Pel
-1-
xf5 = 11 1
0 9
4 11
=Is
i
8-0-0
r
SPACING 2-0-0
Plates Increase 1-1
Lumber Increase 1.1
Rep Stress f ncr YES
Code I0/fPI00
LUMBER
TOP CHORD 2 X 4 SPIF No. *Except*
T3 2 X 4 SPF 11550E ME
BOT H FAD 2 X 4 SPP No,
WEDS 2 X 4 SPF NO -2 *Except*
1 2 X 4 SPF Stud, W1 2 X 4 SIP Stud
WEDGE
Right: . - SPF No.
RF-ACTIONS(lb/size) =172111- - , =155710-5-8
Max How
04( fc arJ case 4)
Max Upli =- 6 Ioad case ), 8=- 77(foad ease )
15-6tn--S
23-1-0
-1-
CSI
DEFL
in (fcc)
I/dafl
Lid
TC 0.93
Vert(LL)
-0.1 -
>999
240
B 0.93
Vert(TL)
-0.38 -
6
180
8 0.32
Hcrz(TL)
0.12 8
n1a
n/a
(Matrix)
BRACING
TOPCHORD
ORD
BCT CHORD
WEBS
FORCES (rb) - l a ir-r LJM CornpressionlMaximurn Tens -fen
TOPIH` RD 1 =0/68, - =- 41 24 , 3-4`-17331 , 4-5=-1699`/`382, 5-6 -170`0/378 - a-1735/ _ �jI��F f�
BOTCHORD ORD -'1 -36112021 ,, 10-11 =�" 1/ 0 1 p -10=-L ti
TLC) , "�` / 044
i , - - T`Tf
WEBS 3-11= M01, 5-10=-167/951, 7-9= 0/303, 3-1 0=-82 8.294, -10 =-8 57/314
P►TE
TO
Weight. 120 lb
trvc:tural wood sheathing directly applied,
Rigid ceiling directly appiied or 2-2-0 oc bracing -
1 Row at m dpt 3-10,7-10
NOTES
1Unbalanced d r -00f fire loads have been considered for this design.
rid. ASCE 7-0 0rnph; h= ft; T DL= . p ; BCD .=4.Bps ; Category il; Exp C, en.ciosed;MVVFPS gable end one;
vertical left and right .exposed; Lumber D L=1. plate grip DOL=1.33. �a�ti����r 1�i# and right exposed ,end
3) This truss has bE�n des-fgned for a 10.0 psf bcttOrn chord five load nonconcurTent with any other Jigs loads,
4) Th[s truss requires plat inspection per the Tooth Count Method when this truss i chosen for quality .asp, rance inspection,
Provide rin echani a� W p I ` h.sta.ndin lb� u lift at
������� b �t�r� �f tress � �� late �a a�f ��'�flt � � i 61rit 2 ar1d 2 77 lb up.1ift atDint 8
This truss Is designed in accordance With the 2003 InteMat onal Residential Code sections R502.11.1 and I SD _�I0_ and ref renco� t
t�e�dard ANPTP'f I-
_
LOAD
LOAD CASES) Standard
1-1- 0
1-1-0
La"Mo
GRIP
197/144
male =; 1=52,1
Job 7
Truss T rpe
Qty Ply
535
�r
BLE
UMMit Tr 5 L t Anthony, fD. Mark Mangum
eq
P
A 10
F� *.
9 ON F1911
dietsnest :O -`I- ,Ed' , , : --10,Edg �:�1-3. E
LOADING
(ps�
TOLL
..0
TC CSL
8.0
BOLL
0.0
B CSL
8.0
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I nr YES
Cade 1 2003/TP1200
SLUMBER
TO PCHORD 2 X 4 SPE No,2
BOT CHORD 2 X 4 SPF Nb.
WE13S 2 X 4 SPF No.2 *Except*
VVII 2 X 4 SPF Stud, W1 2 X 4 SPF Stud
OTHERS 2 X 4 SPF Stud
CSI
TC O,3
SC 0,81
D 0,31
(Matrix)
6X6 //
5
li
5
-1-0
1
a
WMENT - PE
J Job Raferenqo .. opticnal�s _
6.300 s Jul 112006 M -Tek industries, Ing_ Tue Apr 17 09,.21:4 Page 1
DEFL
in Alec)
I/defl
Ltd
Vert(LL)
-0.1 10
>999
240
Vert(TL)
-0,34 8-10
>999
180
Herz,(T.L)
0.12 8
n1a
n/a
BRACING
T P H PD
POT CHORD
WEBS
1-1-0
1-1-0
'LATE
MT20
'weight; 164 1b
Structural �vcad sheathing directly applied.
Rigid ceiling d[rect[y applied or 9-8-12 oc bracing.
1 Row iat midpt 3-11,7-11
REACTIONS (Ib/size) 2=1717/0-5-5. 8-1717/0-5-8
Max Horz 2=-2
=1717/0- -
Horz2=-2 0(Ioad case
Max Uplift2=- (Coad ease 5), 3 (load case
FORCES (lb) a imium onnpression/Ma.ximum Telsdon
TOPCHORD 1-2=0/68, 2- =-25151416, -4=:;-172513437 4-5--1 91137 , 5- 1 1137 , 6- ---l725/343, 7- =-251514
8 T CHORD 2-12=-339/2013., 11-'12 -339/2013, 10-11=- `� 6.2013, 8-1 0=-21612013 �, � =0/68
WEBS 12`0/301, 5-11=-159/939, 7-1 =01301, 3-11=-3281293, 7-11=-3281294
NATES
1 Unbalanced roof live mads have been considered for this design.
Wind: ASCE 7_024,0rnph; h=2 ft, T C L-4. psf; B C L=4.8psf;Category la, Exp C,, enclosed, M' ER able end zn
veru I left and right exposed; Lumber DOL=I.3 plate grip COOL=1.33. � ne, cantilever left and right exposed , end
3 Trow designed for wird loads in the plane of the truss only. For studs exposed to wird (norMal to the face see Mi
his truss has been for a 10.0 psf botf rn chord live load nonconcurre face), Tei "Standard able end � tarl,
�- T rpt �+�tl� �.n other lige loads.
All plates are 2x4 MT20 unless otherwise indicated -
6) Th i s
ndi ated-
This tru ss requires plate inspection per the Tooth Gaunt Method when this truss rs chos
eta for q u aCaty a s s U ra n ce ins petlen.
7) Gable suds spaced at 2-0-0 ec.
8) Provide mechanical connect[on (by ethers) of truss to bearling plate capable of withstanc[ing 368 lb uplift at .o. -
p 1 rr�t ��� 3 Ib �plrfl at join ,
9) This fret s is designed in accordance with the 2003 International Re idi�mtjal Code sections 1 502.11.1 and R80 .10.2 and referencedd standard ANI,rTPI 1.
LOAD CASE(S) Standard
GRIP
1971144
--o
1-6-0
Scale = t:54,
SX6
-112
I
Job
� -OW--,. -TQ--�
True , T {pe
,, D COMMON
r mit ------------ I - ------------
"Uss, St Anthony. 10, an us r.
--
I
LACI
(ps
TOLL
35.0
TDL
8.0
ELL
0.0
BILL
8,0
LUMBER
T P IBRD
BOT HF
SES
2
:�x4 =
4 SPF Io.
4 SPF I0,2
4SPF Stud
7,00;' l2
SPACING -t1-
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Incl YES
Code lRC2003iTP12002
u
E 19
REACTIONS (Ib/size) 2=540/0-5-8,4=540/0-5-8
Max H= = (load case 4
MaxUP1ift2=-1 (load case 5), 4=-1 5(load case 6)
FORCES (lb) Maximum 0MPra Sl0n/N1ax1 um Tension
TOP CHORD 1-2=0/68,,2-3=-408137,3-4;---408/37.4-5=0/5,8
80T CHORD 2-6=01255,4-6-0/255
WEBS -6;0+167
CSI
TC 0.33
BC 0.1
B 0,07
(Matrix)
N
3
4
W1
In
t4 11
Ply J R" ?STMENTS-SPCC
I
Joh Reference otiona 1
6,300 s Jul 112006 MITek Industries, lnc- jje2�pr 17 09:21:43 2007 Page 1
m
i a
Eggiflrl
D E F L
in
(I oc)
Ide#1
Lld
Vert(LL)
-0.01
2-6
>999
240
'rt(TL)
-0.02
2-15
>999180
Horz(TL)
0.00
4
n/a
n/a
E3RACING
TOP CHORD
POT CHORD
3x40
4
-1-
PLATES RIFE
MT20 197M 44
Weight- 26 Ih
Structural wood sheathing directly applied or -0-0 ac
Rigid ceiling directly applied or 10-0-0 oc bracing,
NOTES
1) Unbalanced roof Ilea loads have been considerea for this design..
VV-hd, ASCE 7-02; 9.Omh- h- ft; T CL=4. p fa B DL=4. psf; Cateoory Ii; Exp C, enclosed, VF- gable end zone; cantilever left a n d right epod ; endvertical left and night exposed, Lumbar D L=1
-33 plate Shp DOL=1. .
This truss
has been designed for .a 10. 0 psf hitt
am chord live load nonconcurrent with any other lira loads.
4 ThIs truss requires plate in!spection per the Tooth Count Method when this trUSs i chosen for quality assurance inspection,
Provide mechanical connection (by others) of truss to bear ng plate capable of withstanding 165 lb uplift at joint and 1
65 6 This truss Is designed in accordance with the 2003 1nt�eMaConal e idenfial +oda eetions 02 "11 ' and R8 db uplift at joint 4.
0,1 �. as d rafa ren ced stan da rd AN S I/TP d I .
LOAD CASE(S) Standard
5
Job
531
m
Truss
0U[BU I1 r2_ 15S, I An inon y, ID Mark Mangum
6--o
FT -vp e
_.,.�
Qty PJ - TMENT - PE
COMMON 1 I 21
- - Job Reference oDtionaJ
15.300 s JuJ 11 2006 MJ Tek rrtdu tree . Inc-
19-1
nc.
2
1 -1 n-.)
Tue Apr 17 09F21:44 007 P Ig °1
I I scale = 1;21.1
%: - DEFL ars (foc) Ildefl d PLATES RJ'P
TALL ,� F'la�s Ir°Icrease � .1 T 0.7
T DL 8. Vert(LL) -0.09 4-5 > 240 T 197/144
Iffy' Lumber Increase 1.1 � ESC 0..65 'art(TL) -0.1 4-5 > 9 18c BLf- �ro � !
Rep Stress In r No 0.78 F-Ior TL) 0.03 n1a n/a
BSL �.� oda ll0031TPI002
Weight: 107 lb
LU IST R E
TOP CHORD 2 X 4 SIF No,2 BRACING
BOT CHORD 2 X 6 DF SS TOP H RD Structural goad sheathing directly applied or 4-2-13 c7c purlins.
BOT H RD Rigid Ceiling directly applied or 10-0-0 oc bracing,
REACTIONS Ib/size) 1=494410-5-813=4944/0-5-8
Max HOrz 1=-116(1oad case
Max Uplift! =-110 (load case ), =-1108(1oad case
FORCES (lb) - Maximum CompressionlMaximurn Tension
TOS'' CHORD 1-2-6844/1515,2_3-_6844 1515
BOTCHORD 1-5;---125915775,4-5=-877o'4059,3-4=-1240/5775
EB 2-5=-79913632, -4=-799/3632
NOTES
1) 2 -ply truss to be connected together ith 10d (0-131 " ") Mails as fo[lows.
Top chords connected as follows: 2 X 4 - 1 row at 0-M cc .
Bottom chords connected as follows: - rows at 0-7-6 ac.
Webs connected as follows, 4 - 1 row at G-9-0 oc,
Ii loads are considered equal[y applied to all plies, except if noted as front F or back face
been ,provided to distribute only loads rioted as F or B unless � � In the LOAD �,��� section. PIS to ply cr�r�rt�ctncns have
� � �, otherwise indi�at�d.
Unbalanced roof live leads have been considered for this design.
4) VVind: ASCE 7-02, 90mph, h= ft; T DL=4, psf; B ILL=4.8psf Category I1 Exp , enclosed; MVVFRS gable end
vertical left and �ght exposed, Lumber D L=1. plata dp l L-1.33. ori � cartel [eft a rl ht exposed end
5 This truss has been designed for a 10.0 psf bo#tonn chord Jive load nonconcurrent wrth any other live loads
This truss requires plate inspection per the Tooth Count Method when this t ss is chosen frorual�
� assurance InpecfGorl.
Provide
mechanical connection (by other8) of truss to bearing plate capable of withstanding 1106 Ib uplift at joint 1 and
1106
Tapas truss is designed in accordance with the 2003 Intemational Residential Code sections P502.1 1.1 and 1 802.10. and referenced
its at joint.
Girder carries tie-in spans : -4-0 from -M to 12-10-0
tat��la�d fel J�'TJ�E 1
LOAD CASE(S) Standard
1) Regular; Lumber Increase—i.15. Plate Increase=1.15
Uniform Loads (p1
'hart. 1-3=-713(F=-697), 1-2;---86. 2-3-815
Job
Trl SIS 7 lieISI �,-
QL y � Tl�' E T SPEC
,�I ! E BLE
Summit Truss, St Ant".21D, Mark Mangum Job ReferenceR300 s
Jul 11 006 MiT k Industries, Inc. Tue Apr 17 09-21-45 2007 Page 1
12-10-0
4Y4
I
i
a
7 00 F1 Sri
3 ST2 7
T1
STI
2
{
3 xe
-1-
12-10-0
12-10-0
PlatO ff$ eis , [ :0-P-12.0-1 -1 8:0.1-1 ,0-1- r
LOADING
(pSr)
CLL
35.0
TCDL.
8.0
BCLL
0.0
BCDL
a.o
LUMBER
TOP CHORD 2 X 4 SPF Iia.
B Tl ORE) 2 X 4 SI F NO,2
OTHERS 2 X 4 SPF Stud
SPACING2_0-0
Plats Increase 1.1
Lumber Increase 1.15
Rep Stress ince N
Code IRC2003fTP12002
CSI
TO 0.29
BC 0-0
B 0,05
(Matrix)
DEFL ars (Joc) Ild fi
ert(L -0,02 9 n/r
Vert(TL -0.03 9 nir
Hor (TL) o.m a n1a
BRACING
TOP CHORD
BOT CHORD
L/d PLATES
180 MT20
0-
nfa
Weight: 48 Ib
RIP
1971144
tructuiraJ wood sheathing ilreC;tly applie-d or -0-0 oc purCiris_
Shod ceiling dir UY 2ppfaed or 10-0-0 oc bracing.
REACTION'S (flo/size)=305{i -10-0, 8-30 ./1 -10-0, 1 =176` /1 -10-0, 1 10/1 •-10-0, '14-187/1 -10-0, 1 1= 10/1 -10-
Ma X Upli =-1 1 Goad case ), =- 13C 1aad case ), 13 =-84 Joad case p 14=- 3load case ), 11 =- 83 (J oa d case 6), 10=_ 8(1`0 ad
Max rav = (load case 1), 3-=30 (load case 1), 12=1 7(3(load case 1), 13= 1 (load case �}
�a 14= 1 �loe � cap 1 �, 11-1 �Pe�.d � 1 0), 1 0=1 7(load case 1 )
FORCES
dab) - Maximum
ornpj�res ion�Vl cirrrurri Tension
T P V I O D 1 -2=0/.I
j , Y£ a-3= 413. 185,, 3-4 - &7 r T '-681114, +J -68/107, 6-7=-5.. 8/51 , S 8 -88Y37. - 9 - - _
B T Ci C y 14=-13195, 1 14=-13195, 12t 1 --1 / p ll -1 =-13/95, 10-1 1=-1 /9
eras 5 -12= -147/0,4 -13= -181195,3 -14=-172/83,6-11=-181/93,7-10=-172183
-12=-147/0,4-13=-1811+ 5,3-14=-172/83,6-11=-181/93,7-10=-172183
NOTES
1) Unbalanced roof five loads have been considered for this design.
Mind- ASCE 7-0 ; '90mph; he ft- T L=4_ psf, B DL=4_8psfi; Category il; Exp C, enclosed; MWFI able end zone;
v r�trcaJ left and right exposed; Lumber DOL -1.33 plate grip D L-1.33, � , ��rltJi r �e� end rr�l'�rt exposed : �r�d
Truss
designed for wind loads In the plane of the true only. For studs exposed to wind (normaf to the face „
4) This. t has been designed for I
I O.O p f bottom hc)rd live load nonconc r rent with an other live face), see MiT �� t�r�d�rd �b�f End ��t�i��F
All plates are 2x4 MT20 unless otherwise irn�dle t d. Jc�ads�.
This truss requires plate inspection per the Tooth Court Method when this truss is chosen foru� i#
Gable require contInuous boften� chord bearing, q ilassurance inspection.
Gable studs spaced at -M oc.
Provide mechanical connection �by othKs) of truss to bearing plateobi of withstanding 115 Pb upltftat alrtt 2, 130 Ib wlrf#f jirlt 8, 84 Ib uplift t joint 13,
8 lb uplift at joint 14, 83 i1L uplift at joint 11 and 38 Ib uplift at joint 10.
10) This truss is designed in accordance with the 20'03 Int mational Residential adential Code sections R502,1 1.1 and R80:1 0.2 and referenced standard ANSI/TPI 1,
LOAD CASE(S) Standard
JUD I Truss
0UH] R UJ�,.2t�r Antnony, [D. Mark Mangum
91
7-10-
7-1-
1�
ty FIS -- .. � �IffNT-p�
FINK 1
-i Job Reference (option -al
0.300:5 Jul 11 2006 �oliTe .1ndustr es, Inc-.
40 .-
3
14-11-11 I
7-1-3
--1
Tire Apr871Q-21'45 2007 Page I
v
Fiats Offsets �
LOADING pso
TOLL
35.x°
T DL
8.0
BL,L
0,0
BCDL
8.0
LUMBER
TOPCHORD
BOTCHORD
WEBS
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.1
Jeep Stress Incr YES
Code IJ 0 /TP1 00
1
TC 0.89
BC 0.89
W8 0.64
atjx
4 SPF No.2
4 SPIF No.
4 SPF No.2 *Except*
W3 2 X 4 PF Stud, W3 2 X 4 SPF Stud, W2 2 X 4 SPF Stud
REACTIONS (Ib/slaw) 11=1124/0-5-8. 6=1292/0-5-8
MaxHorz 11 =- 55(loiad case
Max UPliftl-1=-188(Ioad case ), 6=-300(Joad case 6)
FORCES (lbs - Maximum CompressionlMaximurn Tension
TOP CHORD 1- =-53/283, 2-3=-70,6/21 21 =-10991343, 4-5_-1379/312, - =-1686/299, 6-7=0/ 8
E3T HO .iD 10-11=-2C)6/334.9-JC)1 /`693, - =-`i 9/693, 6-8=-1101131,E
WEBS -10=-45/55 , 3-10=-440/1411, -8,-1 87f781, 5-8=-571/293, -1 —14881370
DE FL
in (J oc)
Vert(LL)
--0.1' -8
Vert(TL)
-o. -8
Ho (TL)
0.04
BRACING
TOIL ICHOR
SOT CHORE)
WEBS
1-11=-1971511
-1 1 -
I./dfl Ind
I FETES
999 240
MT20
>583 180
n/a D/a
Scale;-- 1.41.
Weight: 100 Jb
197/144
Structural wood sheathing directly applied or 2-2-0 oo pudIns, except end verticals.
Rig -rd ceiling directly applied or 10-0-0 oc bracing -
1 Row at rnidpt -10
NOTES
1) Unb,aJancecf roof live loads have been considered for this design.
Wind: ASCE 7-02; 90mplh; h= ft T DL=4.8psf; B C L=4_8psf; Category 11; Exp C. enclosed,lVJFR able � .
vertical left and right exposed; .umber D0L=1.38 plate grip DOL=1-33, � rid �a�n�, arttMie� r left end right p�a��d ,end
This truss has, been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
4) This truss requires plate r:nspecf[on per the Tooth Count Method when th true is chosen foruai`
) Providemechanical connection ( ethers of truss to k�earir� ..plate capable of withstanding 18 i assurance inspection.
I� uplift at joint 11 and 300 lb uplift at joint 6.
Th 'is true is designed in accordance with the 2003 Intemational Residential Code sections R5.02.1 1.1 and R802.1 0.and referenced standard ANllTPl 1 _
LOAD CASE(S) Standard
Job ---FTr—uS S
5315 1F1
*�U1111 1116 bp -M Si Aninon , iD, mark man gum
91
7-10-
T-yp.�.. --b.
SPECIAL 7
I 1 Joky Reference (optional)
6,300 Jul 11 2006 MiTek Industries, Inc. TueArg sir- 1 A 2007 Page
2
-1-
z-
--
7-7-0
24--
1 --0
14-3-12
--
6-6-8 79
--4 --1
F I to ff et ; ` -0- -5,02-111,2:C-3-3,0-3-111,[4-28
1- - - -0,0-2-1121
LOADING ipsoPA ING 2-0-0
I
t DEFL, 1e J'd�
TCL 35.0 'late Jnirreas ) I PLATES GRIP
T L)L X3.0 Lumber Increase 1.1 � �_ MT20 1971144
E L L 0.0 Ike Stress rt(TL) -0.41 4-6 >642 18o
BCOL 8.0 Ire r YES 8 0.47 Herz Ti L .17 4 n/a n1a
Code IJ 0 ITP1200 � (Matrix)
.
94 lb
LUMBER
TOP CHORD 2 X 4 SPF NO -2 BRACING
BOT CHORD 2 X 4 SPF No.2 T ip' HORD SIMCturalwoo-d sheathing directly applied, except end verticals.
BOTCHORD Rigid ceiling directly applied r 10-0-0 o bracing.
l�''`�'� B 4 SPF Ike_ ��eept �
W4SPF Stud, 4SPF Stud
�AJEBrS 1 Row at midpt 2-7,1-8
REACTIONS (i b/ ize) 8=112410-5-8,4=1292/0-5-8
Max Horz8=-356(load case 3)
Ma
=112410- ,4=1292/0- -
a UPAS --18 (lead case ), 4=- 00(load case )
FORCES (ib) - Maximurn CornPFOs ien/ la irrium Tension
TOP CHORD 1-2=-930/233, 2-3=-2528/473, 3-4=;-2724/359, 4-5-0164, 1-8=-1067/213
80T CHORD 7-8=-2261341, 6-7=-27/773, 4-6=-181/2276
VIE83 -7=-448,76' - =-305/18 ', 3-6=-548/300,1-7=-85/672
(VOTES
1) Unbalanced roof dire leads have leen considered for this
design-
Wind, ASCE 7-02, 90mph: h f#; T C L=4.8psf; 3CDL=4. psf; Category iIF p ; enclosed, MWF
PS
vertical left and right exposed; ed; Lumber L=1.33 plate grip D L=1.33. Viable end zone, cantilever left and right exposed end
This truss has been designed for a 10.0 p sf battom chord Iive Road non GDr1current wit h an y athe
4) This truss requires plate inspection per the Tooth Court Method when this truss i cher r lige Jed _
) Beading at jerrrt(s) considers parallel to rain value usiJ� IIfPl 1 angle t� r�' erg for �r�aiit assurance inspection. g grain ferr�tr�la_ 13uildwng desJgner should verify CaPacity of beadng surface.
Provide mechanical enn ti n (by others) of truss to bearing plate Capable ofithstandin
7) This truss [ deigned in accordance with the 00Jnterr�arer�i Residential e � � � l� �pIJ �t �e�rrt e�� �� Pb ��IJft t joint �.
� �e�tp�r� R50.11:1 and I0.10.2 and referenced standard VTPl 1 -
LOAD CASE(S) Standard
Job
Truss pe
Qty Ply
�.1 5 F2 SPEC IAL
Summit Truss, §L "Ony. JD, Mark Mangum
�- r 14-11-8
6X8
2
1 1
9-
I J c beferenc(optional)
6.300 s Jul 112006 MiTek Industries, In c
7-4-0
Tile Apr 17 0 21-4 200 7 Page 1
1
I - --- 1-1
0-3- r2-121
LnrI
r'AI -C�-O
Plates Increase 1-15
Lumber Increase =1.1
Rep Stress Incr YES
Code 11003�TP100
LUMBER
TOFF CHORD 2 X 4 SPF NO-
SOT CHORD 2 X 4 SIF N0.2
`REBS 2 X 4 SIF X10.2 -Except*
jVV5 2 X 4 SPFStud, VV4 SPF Stud
RF -ACTIONS (lb/size) 4-1118/0-5-.8, 7=1 11 /0--3
Ma
.x Horz 7=-337(1oad case )
MaxUp1 ft4=- g4(load case ), 7=-110(Joad case
CSi
7C a.95
BG 0.99
INB 0.57
(Matrix)
FORCES (1b) - Maximum Compressii+yniMaxiimum Tension
TOP H{,�y� RD 1-2=-9241234,2-3=-2496/532.3-4=-2689/416,1-7=-106G/214
- -9241234, =-2496/ yf 3-4=- 689/416, 1-7=-1063/214
4f 'Y EB 2-6=445/ 93, -5=- 7.r r J 68.2-5=-528/299, 1-6--86/664
D FL
in
TC LL
35,0
TUL
8,0
BOLL
Q_0
ESC CSL
8.0
r'AI -C�-O
Plates Increase 1-15
Lumber Increase =1.1
Rep Stress Incr YES
Code 11003�TP100
LUMBER
TOFF CHORD 2 X 4 SPF NO-
SOT CHORD 2 X 4 SIF N0.2
`REBS 2 X 4 SIF X10.2 -Except*
jVV5 2 X 4 SPFStud, VV4 SPF Stud
RF -ACTIONS (lb/size) 4-1118/0-5-.8, 7=1 11 /0--3
Ma
.x Horz 7=-337(1oad case )
MaxUp1 ft4=- g4(load case ), 7=-110(Joad case
CSi
7C a.95
BG 0.99
INB 0.57
(Matrix)
FORCES (1b) - Maximum Compressii+yniMaxiimum Tension
TOP H{,�y� RD 1-2=-9241234,2-3=-2496/532.3-4=-2689/416,1-7=-106G/214
- -9241234, =-2496/ yf 3-4=- 689/416, 1-7=-1063/214
4f 'Y EB 2-6=445/ 93, -5=- 7.r r J 68.2-5=-528/299, 1-6--86/664
D FL
in
(loc.)
I/def1
Lid
Vert(LL)
-0, 21
4-5
>999
240
Vert(TL)
-0.42
4-5
>629
130
Hor .(TL)
0_16
4
n /e
n1a
BRACING
T P HO FAD
13T CHORD
WEBS
PLATES
TO
Weight: 91 Ib
RIR
197/144
Structural wood sheathing directly applied, except end Verticals.
Rigidiling directly applied or 2-2.0 oc bracin. g.
1 Row at m id pt 2-611-7
NOTES
1) Unbalanced roof lire loads; have been considered for this design.
Wind: ASCE 7-02; 0rnph; h 25ft; T DL=4.8p f; B L=4J3psf; Category 11, Exp enclosed; NIVVFRS gable end zone' cantiJev
vertical left and right exposed; Lumber @SOL=1,33 plate grip D !_=11. � �t^ left ��d r+�l�t exposed E �n�
3) This truss has been designed for a 10.0 p f bottom chard Jive [oad none recurrent with any other lave loads,
4) This truss requires plate inspection.`per the Tooth. ou t Meffiod when this truss i chosen for duality assurance inspection.
:� Bearing at ��rat � c�r,�dr� parallel t� r� p'
a ire 'value L4sing N I/TF1 I angle to grain formula. Building designer should veffy capacity f bee
Provide m hanical connection (by others) of trussto bearing plate capable of withstanding 204 Ib uplift at -oi p ring �r�� e.
7This trams Is designed [n accordance with the 00Jr�terr�trona.l esrdentrai ode sections0.�i � �f � ar�d 1'3 !� �plrft �t joint �.
� . �1 �rld R802.10.2 and rfren standard .J/TP[ 1.
LOAD CASE(S) Standard
,r
17
Q
Job I Tris
5315 �3
------------
Summit Tr n , ID. Va"Fk Mancum
I
0
g
8
,+fie
— (SPECIAL 3
7-10-8
e
-10 -
7-5-0
tie. 68 t
2,
7-1-o
PAY I R �STMEiVTS-SPEC
1
I Job -Deference (optional)
6-300 s Jul 112006 MiTek Industries, Inc-
-1�-Q
- it S.1 %0
Tue Apr 1 Q :47 2007 Page l
._1
ir{
11-'4
4-10-11
1-x'-14
Folate O s�fS g 10-4- ,0,0- - 1�L6�0-3- .0-2-0,_I -1 ,D-2-01, [1 :0-X0,0-1-21
LOAM NG (Ipso SPACING -G-
. [
T L L
35,0
TDL
8.0
BLL
0.0
BOOL
8.0
LU del bER
TOPCHORD
SOT CHORE)
VVEB
SLIDER
Plates Increase 1.15
L_urnber Increase 1.15
Rep Stress In r YES
Code I 00 /TP]200
4 SPF No,2
4 SPF Jv.
4 SPF Strad 'Except*
1 2 X 6 SPF i'o_
Right 2 X 4 SPP No. -11-
REA TION Ib1size) 6=1114/0-5-3, 10=111410- 5--8
Max Horz 10=- 9(load case )
M ax u p li ft =-2 0 (1 oa d ca se ) 1 =-1 0 (load cas e b)
TC 0.73
SC 0.61
#B 0.54
(Matrix)
FORCES 0b) - Maximum MpresSjor /Maximum Tension
T P H RCT 1- = -1 (3 85/207, - =-1 1 / t -4=-188912 63, 4- 5-- 80/ , - _- 6 / 7
BOT H R 1 0=-2577 y..J46. V-.' �-41. 91 7, 7— =.ir—/ 1 49, kms' -7"-247/221 4 i
s
IEB 2-9=-414/83, =-140/1256, 4-8=-683'325, 4-7 =;:0/ 54, 1-9=-381748
in �10c)
Ver t(LL) -0,1 7_
Vert(TL -0.23 7-8
Hort(TL) 0,16 6
BRACING
TOFF CHORD
BOT Cly I
1-1 om-1 0841209
4x$
t-2
I --8
5-7-10
Ildefl Ud PLATES 'GRIP
>999 240 MT20 197/144
>999 180
n/a n/a
Weight, 99 lb
Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verlic ls.
Rigid ceiling directly applied Or 10-0-0 oc brac-m .
JUTE
1) Unbalanced roof live loads have been considered for this design.
Wind- ASCE 7-02; 0mph: h= 5f#a T 1DL-4. psf, P CDL=4. p f, Category 11; Exp C, enclosed, MWFl able end zone;
vertical left and fight exposed, Lumber D00-:1.33 plate grip COOL=1. . _ � �, cantilever I�� and right exposed ; ��
This truss has been designed for a 10.0 psf bottom chord live Ioad non concurrent wlth any other lire loads.
4) This truss requires plate insp tic�n per the Tooth Count Method when this trussis chosen for quality assurance inspection.
E �� rrr� t Or n t 10 considers parallel to grain tea. - - _ p
value using N lfTPI 1 angle to rale formula, Building designer should verify ac of bearing
) Provide mechanical connection (by others of truss to bearling PJ2teCaable of withstanding 203 Ib uplift �t -�r�t a�� 100
referenced standard ANSI/TPI' 1 .
�� This tis � ����r��� Jr� �ard�r��� with �h �� International Residential Codeeior�s. 50.� 1.1 a�-anIb uplift at joint 10,
LOAD AP( ) Standnrd
job
515
Truss
IF4
(:Ysr"II_UZlL r I U OaI Q PN H ti IUI IY, II. U. coarK [Vian(gUM
d
7--0
--0
a
SPCC 1L
1--
7-5-0
4
X
t
Ply
21-9-o
-o
1
0
'TET -SPEC
,Job Deference trpal
6.300 s Jud 112006 MiTek Irdu—strip , Jnc_
Tue Apr 17 09-21:47 20 - o
-1-0
W6
Scale a 1.'47.
-1- 59�
3X4
UL_ 1-IIZZ
- - - _0-240-2-8 1 2.0-3-0,0-2-1
Lumber Increase 1, 15 6 G 0.82
Rep Stress Incr YES 0.73
Code JRC2003i7PI2002 (Matrix)
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF Io.
WEBS 2 X 4 SPF Stud
SLIDER Right 2 X 4 SPF No,2 3-11-6
1 , TI f (Ib/size) =146010-5-8, 1=1460/0-5-8
Max Harz I =270 I0ad case
Max Uplift = load case 6), 1=- 1a -ad case 5
4-10-11
Vert(TL)
Hor (TL
BRACING
TOPCHORD
BOT H RD
23-5$ 29-1-0
PLATES
T20
Weight: 113 lb
Structural wood sheathing directly applied or 2-2-0 oo purlins.
Rigid caliling directly applied or -1-8 oc bracing -
FORCES
ra ing_
FO E (Ib) - Maxirrrurn ompres-aon/Ma. irtir_,rn Tension
TOP HO RD 1-2 - 4C)4i4 1, - -2092/3'4, 4-_1929/097, 4-, 2847/500, 5` -2986/460 7=a
40
E T C H 0 R D 1-1 =-374 1939, 11-12 =-387/199,x, 1G-11=-1'58/1668, -10-- 15/3071 �1�� €� , �- -- �1�,
9 2-12=-3-321140, -11=-4 8 ! Y2. , 4-11 `-95 8, 4-10=--2111170 - L, � }5�y"I `� �I
�6
NOTES
1) Unbalanced roof Jigs loafs have been. considered for this design.
Windy ASCE 7-02, 0mph- h=25ft; T DL= , psf; B DLL4. p f; CategOrY N -F ExP ; enclosed; MVVFR able end one; c�
vertical left and right exposed, Lumber DOL=1.00 plate grip DO L. -I.33- � r�tr���ror left ��d right a �n��� y end
This true has been designed for a 10-0 �
p bottom chord live load nanc ncurr nt +with ars other live dead..
4) This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance ins ecbo
Bearing atjoint(s) considers arallel to grain value using ANS TPP 1 angle to rain formula. Building designer should �r ri ca .
ty of bear -frig surface.
Ovide m chant 1 connection bothers of truss to bearing plate capable of withstanding 250 l�b u lift at `pint 8 and
� Jc � 0 Jb uplift atoint 1,7) This truss Is designed [n accordance with: the 2008 Intemational Residential Code sections- R502.11.1 and R802.10-�
�n d r�f�r�r d standard ANS11TP1 1,
LCA CASE(.) Standard
I Job Truss �a T ype
Qty
1
53.15 FtIL
16
"it T"Uss, St Anthony, ICS, Mark V,-angum
7--0
7--0
14-8-0
7-.--0
4
1--0
7-1-0
Ply R- TME T - PE
1
Job Reference o tianal
6.300 s Jul 11 2006 Wek Industries, Inc- 7uo Apr 17 09.28. 07 Flags �
--n
7-7-o
30--10-o
Ct
7——c
7--0
21 -U0, 0-0-a
LOADING
(ps
� SPACING
-0-0
TLL
35.E
Plates Increase
1.15
T D,L
8.0
Lumber Increase
1.15
S LL
0,101
Rep Stress Incr
YES
B CSL
8.0
Code I f 0 /TP1200
LIJMBER
TOP CHORD 2 X 4 SPF No. *Except*
T3 2 X 4 SIPF 1650 F 1.5E
BOY CHORD 2 C 4 .SISI= talo_ *E=xcept*
B3 2 X 4 SPF 165OF 1_5E
WEBS 2 X 4 SPF Stud
REACTIONS (Jblsize) 1=1 BE /o= 8, 7=163210-5-8
Max f-dorz 1 =-2 88(loa d case )
Max UP111ftl =-261 (load case ), 7_- 4(load case 6)
CSI
TC 0.87
BC 0.80
WE 0.76
W ctrl)
—-
-4-1
29-4-0
-10-10
DEFL
in Joo)
l/dafl
L/d
FAL-,TES
Vert(LL)
-0.27 10
>999
240
MT20
Vert(TL)
-0.47 -10
>732
180
Horz(TL)
0.29 7
n/a
[Ila
I Weight. 111 Ib
E3IIN
TCT HOOD Structural wood sheathing directly applied.
BOTCHORD ORD Rig d coilin-g directly applied or 9-4-12 oc bracing.
FSE 0- Maximum OMPressiorVMa i mum Tension
TOP CHORD 1-2=-2421/422, 2-3=-21,091360, 3-4=-194-31393, 4-5=-277:51492, r�- =- 0 1 /461, 6-7=-38811516, 7-8=0164
ESOT HD 1-12=:;-355/1 954, 1 1-1 "-368/201 1 P I O-11 -1 1/1679, 9-10= -374/31 , 7- - / 86
WES -1 -- . rJ1 36, -11=-439/2280 4-11---]99/382, 4-10-=-171'/17718 6-10;---717/319, -9-01288
NOTES
1) Unba]anced roof live Io ads have been con sIdered for this design.
2) Wind: ASCE 7-02; 90mph, h; -- ft, T DL=4_ sf; B ILL=4_ f; Category 11, Exp C, enclosed.; MVVFRS gabfa end zone- cantilever f
ertrcal left and right exposed, Lumber D0L=1.33 plata grip DCL=d1. , a � and r�gl�t exposed , ltd
This truss has been designed for a 113,10 psf bottom chord live load nonconcurrent with any other live loads.
4) This truss requires plate -inspection per the Toth Count Method when this truss is chosen for quallfty assurance ire ect-ron.
5 Bearing at joint(s) 7 considers parallel to grain vailue using i/TPI 1 eagle to grain formula. Building designer shyld verify
capac[ty sof beanng surface.
Provide methaMcal co nn ctlon (by others) of truss to bear1ng plate capable Of ith tend ncg, 261 Jb Uplift at joint 1 and 354 lb
7) This truss idesigned in accordance vvitl-� the 00Intr�at;orlal Residential ode s��ti�sectionsx.11 a ��li t �a��nt �.
n 1��.,1 �_ end referenced standard ANSVTP-f 1,
LOAD CASE(S) Standard
IP
1971144
-1-
Joh--TTr
ype 5 �l
l5 F6 SPECIAL
LALJN- (pso
TELL
35.0
T IDL
8-0
BOLL
0.0
SOUL
8.0
7- -0
-
--
Z -.V- 1-3,r- Q U 6 1. 10.U - ('U- -r 18:0- 1 - p0-0-
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1 1
Hep Stress lncr 'SES
Code IRC20031TP12002
LUMBER
TOE CHORD 2 X 4 SIF No.Except*
T1 2 X 4 SPF 1650F I .E. TI 2 X 4 P F 1650F 1.5E
BOT CHORD 2 X 4 SPF fro. *Ecpt"
B3 2 X 4 SPF 1 SFI_ E
SEES 2 X 4 SIF 'Stud
REACTIONS Jb/size 2=162810-5-8, 8=1628/0-5--8
Max, Hcrzs7�load case 4)
Flax UpJift load ease ), =- 52(foad ease )
7-5-o
13;0-3-0,0-2-12
CSI
TC 0.87
BC 0.73
WB 0.76
(Matrix)
5
1
STPETS-SPEC
Job Referenoptic rel j
6.300 jul 11 006 M Tek it du trie , Inc- Tire Apr 17 09, 21849 0 Page I
os
130-1 -7-1-o 1 24---
s-e = , e52.
--
DEFL
in loc)
1/dcf1
Ud
Vert(LI-)
-0.27 11
>999
240
Vert(TL)
-0. 47 10-11
> 738
180
Forz(TL)
0,29 8
n/a
rM/a
F fN
TOPCHORD
SOT H RD
-4- 0
5-10-10
PLATES R
MT20 19-1
' Ight 113 Ih
Structural wood sheathing directly applied.
Rigid Ceiling directly applied or 10-0-0 oc bracing -
FORCES (
raein -
F E lh) - M2XIMUM Compression/Maximum T nicn
TOPCHORD 1- =0/8 , - = 8813 8, 3-4 - 0 /350, 4-5=-1" 930/383, 5-6=-2759/48 -7=-3035/4 qy .��yC8 �5 +�++
BOT� 1O RD '�1 1 /1is1 , �'j`� s�'y{�_ jI ,�+f� iffy /j�+4y ,�Ay, #I �jy _r'y} j�{y f'P'�y �i'.q�l-�9� T'�, �—�� VL�4'i �� q ��r �4I�
i-1 4f''..344/1 978} 1 1— d 2=-124 VL , l �1 1 =-364/NF1 80/ b-10=— '4 /327
EBS 3-13-- r14-3, 3-1 =-416/211, 5-12;---92/372, 5-11 =- 169/ 17'82, 7-11 _-717/31 , 7-10®0.288
I MOTES
1) Unbalanced roof live loads have been Considered for this design.
Wind: ASCE 7-02, 90mph. b= ft; T DL=4.8p f, F3CDL= _8p f; Category II; Exp a enclosed, MVVFRS gable end zone; cantileve
Vert ic
ai Ieft and r1ght expo ped Lumber LC L=1.33 plate grip CS L=1.83, r f ft end d ht p cd ; end
3) This truss has been designed for a 10.0 p f bottom chord lire load nonconcurrent with any other live loads.
This truss requires plate inspection per the Tooth Count Method when thi truss is chosen for quality assurance iris action,
Be.�rirtg af joints r�
8 e�siparalleld�r� ��ll�f to grain value using,I�S1�'TF�J 1 angle to grain f p
�rr��la, ��Mldrr�� d�a�r��r sh��ld vefify Capaclty of bearing uffac,
Provide mechanical connection (by ethers) of truss to bearing plate capable ofith tandin 352 Ifs u lift at joint
� {� � and 352 Ib upliR at joint &
This truss is designed in accordance with the 2003 lnternatiorial Residential CGde sections R502-1 1.1
and R802.10-2 and referenced standard NSI/TPJ 1.
LOAD AF_() Standard
4
-1-
i
job I Truss
53..1 5
IFS I FIND
§mit TruSs. StAnthony, ID, Mark Mangum
Plate Offsr-!N
-6413
-11-
-11-
2x4 3
2
I
11
U4
e
-3,Edciel
e
IL SIJIl (Ps PACING 2-0-0
T LL 35,0 Plates Increase 1.1
T IDL 8.0 Lumber Increase 1.15
E LL 0.0 Rep Stress Jrrcr YE
BDL 8.0 Gide IRC2003/TP]2002
LUMBER
TOP CHORD 2 X 4 SRF No.2
BOT CHORD 2 X 4 SPF Ie.
WEBS 2 X 4 SPF No, 2 *Except*
'1 2 X 4 SPF Stud, W1 2 X 4 SPP Stud
REACTIONS (lb/size) 1-1468/0-5-8,7=1632-/0-5-8
MaX H0rZ I 8(load case )
Max pI-Ift1=-261 (load case 5), 7=- (fe d case 6)
CSI
TC 0.85
BC 0.86
B 036
(Matrix)
1D
3x4
SX6 =
4
9-5-10
Qty
5
Ply
; R' TM12I� T- SP E
1
0b Reference 'o tier l
6.300 s Jul 112006 MiTek Jn ustrie , Jn _ rue Apr 17 09-.21: "7 Pagel
1- - 29-4-0
130
7-1- 7--1
9
U4 =
5
EFL
in
(lec)
Ildetl
L/d
Vert(LL)
-0-
1-11
>9
240
Vert(7L)
-0-
1-11
>628
18C)
H o rz(TL)
0.09
7
n 1a
n1a
BRACING
TOPCHORD
E3T H RD
FORCEII (lb) - s -}max ....__' imam ornpression/Maximum Tension
TOPCHORD I D 1 -22354/41 , - :"2047,+433 } 3-4'- 1 886/4` 4. ,5=- 1 87 / 7 P 5- 6=- 30/41 , -7'- 4 7/40 9 7-8= 0/ 68
BOT 'SHO RD 1-11=-345/1892 i C -11i =- ' i 126 , 9-10=- /1265, 7- =- 16/1873
WEBS 2-11=-582302, 4-11=-20&793, 4- 9 =-1 88r766, 6-9=-568/2!93
PLATES
MT20
Weight: 107 Ib
Structural wcod ,sheathing directly applied,
Rigid ceiling directly applied or -5-1 oc bracing,
NOTES
1 Unbalanced roof live loads have been considered for this design_
Wind: ASCE 7-� a 90rrph�=�' TCL=�. P p ; BCDL=4.8p f; at ge V, Exp ; enclosed; FJ able end one• c
'
vertIca] Ief and right exposed'; Lunnber IDOL=1.33 plate grip 0L=1. � , �ntile��r lei and r� �t exposed; ��
This truss has beendesigned for a 10,0 p sf bottom chord live load non C on urrent with any other live Ioads.
4) This truss .requires plate inspection per the Tooth Court Hotbed when this truss is chosen for quality i
Provide mechanical connection (b others) of truss to bearingplate capable of withstand` � assurance inspection.
This tress is designed in accordance with the 2003 InternationalFeesidr�ti�.l o�rt� �`1 i� uplift �t joint � and 354 I� uplift �t �oR�k �.
d� .e�t��rr X2.11.1 and R802.10.2 and referenced standard ,NIfTPI 1.
LOAD CASE(S) Standard
GPJP
197/144
e -
Job Truss
5:115 l' 8 a
T t Truss, St Anthony, 11D, Mark Mangum
2
3
4
56
-ype
Qty Fly ; F -STME T - PE
GABLE 1
I d0 b R efe re nce (op do nal
, 30 s .cul 112006 MiTek Industries, Inc. Tue Apr 17 0921 ' 0 200
7 P��i
7
7. 0 0 F1-2
8
L- 10
3x4
4x4
13
--0
-4-0
Plate Offsets (X, Y), 16:0-3-0 0--41 ri 9 •n --f) r) - -
LUMBER
TOP CHORD 2 X 4 SPF No.
SOT CHORD 2 X 4 SPF Na.2
OTHERS 4 SPF Stud *Except*
T7 2 X 4 SPF No.2
[Ti
11
--% � 1 %f - i 0-01
14-8-0 1-6-o
-Scale v 1 AD
14
T4 I r 15
L
L
DEFL
in (Iec)
I/detl
Ud
PLATES
Vert(LL)
LOADING
(ps
SPACING -M p
CSI
T LL
35.0
Plates increase 1.15
80
TC 0.26
TDL
8.0
Lumber Increase 1,15
n/a
BC 0.08
BOLL
0.0
Rei' Stress Ince YES
VVB 0.20
B DL
8.0
Cede IJ 0 3/TPE B i
(Matrbc
LUMBER
TOP CHORD 2 X 4 SPF No.
SOT CHORD 2 X 4 SPF Na.2
OTHERS 4 SPF Stud *Except*
T7 2 X 4 SPF No.2
[Ti
11
--% � 1 %f - i 0-01
14-8-0 1-6-o
-Scale v 1 AD
14
T4 I r 15
L
L
DEFL
in (Iec)
I/detl
Ud
PLATES
Vert(LL)
-0-02 18
n/r
180
MT20
Vert(TL)
-0.02 18
n/r
80
I- orz(TL)
0.01 17
n/a
n/a
Weight- 143 lb
DIt
T P HO D StruCtUral wood sheathing directly applied -or 6-0-0 ec purlins.
2 T CHORD rigid ceiling directly applied or IG -0-0 oc bracing.
WEDS 1 Row at midpt 9-25
GRIP
197/,
17 17
4 --
REACTIONS(lbs' i ) I =1 23Y29-4-0, 17'=310/29-4-0, 25=1 84/29-4-0, 27=201/29-4-0, 28=206/29-4-0,29=203129-4-0,-=. 30=210/29-4-0, 1=
22_205129-4-C), 21=20412,9-4-0,20=203/29-4-0119=212129-4-6 1 ,� - - - -24--2021294-(, _ _ ,
Iax Morz 'I = (load case )
MaX UPlit`t1=8 (iea�d case ), 17=-8 (Iioad case 8), 7=-6 (Ioad case , 8_-78(lead case ), =-7 (load case 30=;-76(leed =
24=- 8(Jead case , 3=-79(i oad case , =-7 (load case ), 1=-71(Ioad case , =- 1aad _T . case , 1 - 4 I ac ale , -_1 a d ,
Max rav1=1(laad 1), 17=310(foad case 1M =�I8ld ease �_� � � �� �a '�' �(I��ad ��� �
� �, (���d �� ), 28=206fload case 1, =203(cad case 0=10ioad cap I,1=I 7load case
= 4 oad case ), 4= 0 Goad case 10), =206(lead case 1), = 0 (loa.d case 10), 1= 0 (Jead case 1 0= 0 Io d case � �`
FORCES (1)) Maxim= orripr ssicn/ aximum Tension
TOP CHORD 1-2=-233/177, 2-3=-183/166, 3-4=-147116,3, 4-5--1 og/1 , 5-6=-72/163, B-7=-711172, 7-8=-67/214, 8- =- 1Ow---661238o
rte+28 f
l 89
11-12=-61/130, 1 -1 =-671'1 0,1 14=-67178, 14-15=-66i54,15-16=-75./57,16-17=-121169, 17-18-0/66
B T H J D 1-32=-40/180,31-32=-40/180,30-31=-40/180, 29-30=-40/180, , 8- 29 =-40/18 7- _- =-40 j 4 f
E�
23-24--;-0/180, -4 22-23=-401180, 21-22=-40/180, 20--21;---40/180,19-20=-40/180, 17-19=-401180
- 1 x'0/0, 6- 27--1 7 7/ 81, 7- 8=-174/98, 5-2 9®-172x , 4- 0=-17 a/ 4, - 31=-156/85, -8 -222/11, 1X24=-177'778 1
13-22=- 173 92, 14-21 -- 173/92, 15-28167/94, 16-1 =-1 9/9 � 1-23=-174/99,
NOTES
1) Unbalanced roof lige Joads have been cons ider d for this desjgnn
) rid- ASCE 7-02, 90mph: h= ft T DL=4•8psf; B'CDL=4.8psf, Category Il,• Exp C,, en iesed- MVIJFRS gable end zone; cantilever Its and right exposed . n
vertical left and right exposed, Lumber D Lm1. plate grip D L=1. , a
Truss designed for wind leads -in the plane of the truss only. For studs exposed tO grind �0�a1 to the face FF i,
� face), �a �T rTel� "Standard d� rd �I�I� EI��1 �t�1i1
This truss has been designed for a 10-0 p f bottom chord live load nonconcurrent with any other live loads.
All Plates are 2x4 MT20 unless otherwise -indi ted-
) This truss requires plate inspection, per the Tooth Court Method when this truss is chosen foruali •
7) able requires continuous bottom chord bearing. � �+' assurance inspection,,
ab[e studs spa -cad at 2-G-0 oc.
Pr'ovide mehar::ical cOnnetion (b y ather) of #rues to berr,g p I ate cab �f ithsta lift ih r�plift at lorr�t ,, 7Ib uplift t joint p 7lb upiift at joint 0, lb uplift �t -eir�t � � . � � � Ib u�irft �t ��rr�t 17 � 8 Ib u�iit� �t a�r�ir�t 7,
!� n ars 6 fb u lift at 01 r] 1
p � 1, 1 � I� uplift �t �a��nt 32, 58 1b ugiift at joint 24, 79 Cb upifft at joint 23, 7
lb uplift at joint 22, 71 Jb uplift at point 21, 83 lb uPIrft at 20 and 49 lb uplift at feint 19-
10) Th is truss is designed in accordance with th e 2003 1 ntematiorral Res Code sections R50 .11.1 and R80 .10
and referenced standard AN�1iTPI 1 .
LOAD CASE(S) Standard
Job Truss
53,15 FG
_moi A
T _
lac ()ty Pl Y
GABLE
--04-+I I II II 14L 0 204.'41 IL[ IUr IY. 1ISI, IY7arK �vcar7gl. m
7-10-
7-10-8
4X4
5
14-8-0
1
= T LENT -•SPEC
Job Reference boreal
6.300 s Jul 112006 Mffek Industries, Inc
Tue Apr 17 09:21,151 2007 Page I
-0-
1 --o
a
L Plate off e! ; , -3-0,0-3-4
LOA
-0-
LOADIN ( psi
TOLL
35.0
TDL
8.0
BOLL
0-0
BCL
8-3
LUMBER
TOP CHORD
13T CHORD
FE
OTHERS
SPACING 2-0-0
Plates Increase 1-15
Lumber Increase 1.1
Rep Stress Incr N
Code lRiC2003,rFP1.2002
2 X 4 SPF Nc.2
2 X 4 SPF No.
2 X 4 SPIF Stud
4P'.F Stud *Except*
T4 2 4 SPF No.2
CSI
TC 0,29
13 0-1
B 0.20
(Matrix)
DEFL
is (10c)
ddefl
L/d
Vert(LL)
-0,02 14
n/r
130
Vert(TL)
-0.02 14
nIr
3
Hc)rz(TL)
0.01 13
n/a
n1a
PLATE"
1 T D
Weight, 122 Jb
GRIP
197/144
3. = 1:41._
13 RACIN
TOP CHORD Structural woodsheathing directly applied or 6-0-0 or, purl -Iris, except end vertical' •
Et T H RD Ra ild ceiling directly applied or 10-0-0 cc bracing.
WEBS 1 Beer at midpt 5-21
EA TI ONS 0b1slzc) 2 6:z82/26-8, 21- 201122-6-8, 23-202/22_ , 24=207122-6-8, '-197/22-6-8} 20-203122-6-8, 1 -206/22-6-8 1 -_ 20 �
1 =360122-I� - -, 1 =--3, �1 =13226-.,
Max Herz 2 =-3 (load case 3)
M ax Uplift 6=-44(load case 6), 21=--4 load case 3) 2 3=-30(Inim d �ite r, A= 7 I A -
� r -- cc, ca c 2 --0z)1eaQ case 5J, 0=-62(1 oad case ), 1 _-7 8( load case , 1 _-74 f ca d case ),
1 7=-710oad case ), 1 =-83(load case ) 15;---50 (1 oad case M 1 =-11Nlead cn en 4
Max rav 6_82(10 d case 1), 21= 01(foad case 1 23=210(load nese , 24=207load case 1 ., =1 (load case ), 20=21 � load case 16 19= =
� a � � � � � � 1o�d e 1 , 1 -� 05load ��� 1 �
1 04(load case 1). 1 =210 fond case 13), 15=213(1cad case 10), 13= 0c(load case 1) �
FORCES (lb) - Vaxilmum ompression/MaArnum Tension
T P HOFAD 1-26=-67/69r 1-2=-$6/80, 2-3;---50/127, 3-4=495/187, 4-5=-60/236, 5-6=-78/243, 6-7--119121 7-8-
10-11=237J225, 11-12=-263/227, 1 2-13=-31 '0'
/241, 13-14-,66 ��1 , - „-`194/220,
3 T CHORID 25-26=-187/307, 24-25=-187/307, 23-24--187/307, 22-23=-187/307,21-22=;-187J307, 20-21=-187/3070 19-20=-187/307,1&-19_-187/307,
WEBS 17-18:--187/307, 1+6-17=-187/30 , 1,5-16=-1 87/3 07, 13-15=-1 871367
5-21 =-169/66, 4-23=-1 7 ! 1' 7, 3-24=-174/101, -25=-16978,6-20=-178/81, 7-19=-174/97,9-18=-173/920-7=-173/12-15=-189/93
-1 8=-173/9 1 0- 1 7-- 1 7 /
1 -1 5= -139'93� F 1 � =1 --1 ����,
NOTES
Unbalanced rccf live loads have been considered for this design.
.2) grid: ASCE 7-02 90mph, h=2 fta T DL=4• p f; ECRL=4. p f., Category 11; Exp ; enclosed, MVVFRS gable end zone: cantilever left and ri ht e o
vertical left and right exposed, Lumber DOL�I _�3 plate grip 00L=1.33• � p �d , end
3) Truss designed for wind loads in the pJane of the truss only. For studs exposed to wird (normal to the face), see MiTek "Standard Gab ,
Gable End (Detail"
4) This truss has been designed for a 10.0 Psf bottom chord live load nonconcurrent with any other live loads,
5) AIJ plates are 2x4 MT20 unless otherwise indicated,
Th I's truss req u i res plate inspection per the Tooth Count Methcd wherr this trus s is chosen for q uali ty assuranc
7) Gable requires continuous bottom chord bearing.
3) Gable studs spaced at -0-0 oe.
Provide mechanical connection (by other) of true to bearing plate capable of withstanding lb u0ft at joint 26, 43 Ib uplift at 'olrat 21 6Q lb uplift
76 p 1 p. p 1 I ft t joint 23,
Ih uplift of point 4 Ib uplift at fella 25 62 1b lift at joint 2t] 7 1b � i at 'alnt 19, 74 lb uplift at pint "13. 71 lb uplift at joint 17 3 ib � lift at of
uplift at joint 15 and 112 1b uplift at joint 13. � , � � int 16, 5 1b
1. 0) This truss Is designed in accordance with the 2003 Intemational Residential Code sections R502.1 1.1 ani
R802-10.2 and referenced standard ,dl/71 1.
LOAD CASE(S) Standard
Truss
T
-
ype
MONQ TRUSS
Summit Truss, St Anthony, Ifs, Clark Mangum
-,o
8-1
5
ter
Ply � F - T EAT -SPEC
i
9-0-3
Job Reference
,300 $ Jul 11 2006 Mitek Industr8flbW. Tu .pr 17 09.21.51 2007 Pagel
--0
BOT CHORD
X- f %. T %,.O1 a 1 -47'0-z-
4 SPF Stud
REACTIONS �Ibl ize) =290/0-5-8, 4=1 }0- -8, = / e .hanical
M ax Hort 2 = IO (Iced case 5)
Max Uplift =-1 0�load case 5), =-15(load case )
Max rav — 9 Iaad case 1), 4® (Ioad case ), = (load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
T P H D 1-2=0166,2-3=-74/10
.SOT CHORD -4=0/0
TOP CHORD
BOT CHORD
Structural Food sheathing directly applied or -0--0 oc purl i!n
Rigid ceifing directly applied or 1 Q -G-0 oc br rng,
NOTES
1)Wind- ASCE 7-0Z 90mph, h=5ft; T 1DL= _Bp f, B DL=4.8psf; Category lip Exp enclesed; MWFRS gable end zone; cantilever le
vertical left and right expes O, Lumber [) L=1. plate grip DOL=1. � � and right exposed � end
This truss has been designed for a 10.0 psf bottom chord live loud nonce current with any ether rive loads.
This mss requires plate inspection per the Tooth Count Method when this toss is chosen for quality assurance inspection .
Refer to girder(s) for truss to truss connections _
Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 130 lb uplift at Joint 2 and 15 Ib uplift at joint
This truss iS designed in accordance with the 2003 International Residential Code sections x.5021 1.1 and R802.10.2 and referenced f renced standard ANSIITPI 1
LOAD CASE(S) Standard
Im
LIT
I
TIuV GABLE s -
ype Qty PIS P TMENT -
SPEC
� 1I
rf Trus, St Anthany, 11), Mark IangurnI�ateren (o tional
6..300 S ,1Ul 11 2 0 D5 Welk I nd ustri-es, Inc.
3x
W4
12-0-0
1-0-0
7M 12
3
4
9
4x4
0
f -_0
4-0'_0
- 0,0 -3 -
LOADING
}0--
LOAL3ING
(pst}
TC LL
35.0
TC[}L
8.0
BOLL
0.0
BCD�
8,0
LUMBER
TOP CHORD 2 X 4 SPF Na.2
ESOT CIO RD 2 X 4 SPE N0.2
OTHERS X 4 SPF Stud
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress I n cr YES
Code IRC2003ITP12002
C5a
TC 0.18
8C 0,12
WB 0,14
(Mafnix)
rN
a
D E F L
in Ioc
I/df
d
Vert(LL)
rVa -
n1a
999
cr1 JL)
nJa -
n/a
099
EJ cr (TL)
0.00 11
n/a
n/a
B.11
TOS' CHORD
13 T H RD
A-ri-r)
Tue Apr 17 09:21,522,007 Page I
It
ITE
]MT20
Weight- 138 Ib
10
P
197/144
Structural wood sheaEhing directly applied or 6-0-0 cc purlins.
Rigid ceiiing directly applied or 10-0-0 or- bracing,
�
REACTIONS (ibii'ze)I=1 /4-0-0, 11=1124-0-0, 16 = 18 012 4-0-0, 17= 200/2 4- 0- 0, 1 8=11-0-0, 19 =14+'0TO 20=3
MaxHorz 1 =-1 0(Icad gas
Max Uplift 1=- 0(load case ), 17--65(J o.ad case :5), 18 =-81(Jcad case 5). 1 =-51(load case ), 20=-1 0(1oad case) 15— 6 Icad
1 =-1 � (102d case, 14=- 2 10ad - 1 1 ,
Sfax Gray1=1 load case 1), 11=1 load case 1)., 16=1 O(load case 1)} 1 i=207(fcad case ), 18= 1 (load case 1), 19=14 load case
14= 1 (load case 1), 13=14 Goad case 10), 12= f (load case 1 ) � � � 0- � Toad �� 1 �, 1 �= Off load cast fi 0�
I
FORCES :(lb) -i Ma imumompressionIMaxirnum Tension
TOP CHORD 1-2--1741102, 2-3t--115/11 T 3--4=-83/116, 4-5=-70.140 - -6-7--69/165.--
B T H FSB 1- 0=- 9/114, "10- 0=- / 114, 18-1 =-39/114, 1 -1 =_39/114, 1 -1 7 =._ "i 14, 15-1 =-391114, 14-1,x=-39/114
11-12=- * /11 ,13-14=-39/114,12-13=-39/114,
WEBS -1 `-1�47�0,-17--17 '/85, -1 =-1 1/100. 1 = 1 1 , 2-20=r �' /1 _
� } �T1i � 1 �'��8 1 �- 1 1 x'100, 1 --1 , 10-12=-279`/1
NOTES
1) Unbalanced roof live loads have been considered for this design.
Wind' .ASCE 7-02, 90m h; 9�= f#; T BL -4. f- B DI --4. f, Cale. � 11; ' nc1as d; M F able n zine- ca p � _ �' � p T } l�v��r left �r�d r�ht ����� ; end
vertical le and right exposed ; Lumber CS L=1.33 plate grip IDOL=1.33.
3 This truss has been designed for a 10.0 psf bottom chard lire load nonconcurrent with any other lire loads.
xJI plater are x4 mT20 unless otherwise indicated.
5) This truss requires plate inspection per the Tcoth Count Method when this truss is chosen foruali inspection.
Gable requires continuous bottarn chord bearing. � assurance � �ti�n.
7) Provide mechanical connection (b o -triers) of truss to bearing plate r,.apa'bie of withs tan d -trig 3 0 [b uplift at joint 1, 65 1b ulift at olnt 17 1L u
51 lb p J 1 PIlf# at lnlnt 18,
uplift at joint, 19, 130 Ib uplift at joint 20, 63 r.b uplift at joint 15, 82 Ib uplift at joint 14, 51 1h upl ft at joint 13 and 130lb uplift at joint 12.
8) This truss is designed in accordance with the 2003 Into atJonal Residential Code sections R502.1 1.1 and R802.10.2
and referenced standard I/TPI 1.
LOAD CASE(S) Standard
4
11