HomeMy WebLinkAboutTRUSS SPECS - 06-00492 - 520 Woodbridge St - New SFRJob Truss
1078
Summit Truss-lWthony, I D. Mark a n gum _
1-6-0 6-2-13
3)0 =
-1-
7,00 2
3
Truss Type _ , Qty Ply
�FINK '3
I
P Job Reference tion al
6,300siul R IiT k I du ries, Ir�c. Fri Sep 09: W14 Pagel
--_ 1.2`0-0 _ � -- 24- 0-0
6-2-13
0
Scale =1:43A
\N
10
9
U
15-10-2
8-1-14 --
Plate _ J 4 -.YL tib- 00-0-10. L6:0-8-1.0-0-11 - -
LOADING (ps
TALL 35,0
I 8 3'TP1 2
SPACING
Plates Increase
-8-0
1.15
I CS1
TC
DrzFL
� n
__...
(I)
Vdefl
T D L 8,0
Lumber Increase
1.1
0.48Vert(LL)
0.55
Vert TL
Vert(TL)
-8.18
-0.2
6-s
> 999
B L L 0.0
pt n L 8 8
Rep `tress #n r 'SES
B 0.26
Her L)
U5
6
n}a
(matrix)
LUMBER 13 -RACING
TOS' H F D 2 X 4 SPF NO -2 TOPCHORD
'BOTCHORD 2 X 4 SPI' NO -2 EOT
CHORD
. E as 2 X 4 SPF Stud
L/d
240 y
1 �1
n/a
M
Q
4- !
0
8-1-14
i -
PLATE
TO
Weight: 90 lb
GRIP
197/144
Structural wood sheathing directly applied or 3-9-5 oc purlins.
Rigid ceI1in g direcUy appli d or 1 -8 oc bracing -
REACTIONS (lb/size) 2=135610-5-8,6=1356/0-5--8
Max Horz2=-225(Coad case 3)
MaxUp1&2=-31oad case )r _-304(1oad case )
PONCES (1b) - Maximum Compression/Maximum Tension
T PH I D 1 2=8168, 2- 3 1871 /31 , 3 =-182M 3, 4-5� 1 8#353, 5-6=_ 1 71 /3 1, 7=0/68
BOT CHO D 2-10=-249/1489,,9-10=-68/1013,8-9=-68/1013,"=-160/148,9
WEB -1 =-450/233' 4-10=-145/606, 4-3=-146/606,5-8=A50/233
NOTES
1) Unbalanced roof lire loads have been considered for this des-ign.
2) Wind. AS C E 7-0 - 90mph; h#t; TC DL=4. Spsf; B C D L=4.8psf, Category II; Exp ; enclosed; MWF RS gable end zone; cantilever left and
vertical left and right exposed; Lumber DOL=1.33 plate grip D L=1.33. r��ht expo sed ' �r�d
This truss has been desigreed for a 10.0 ps.f bottom chord live load n on conn ,rrent with any other live loads.
4) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection -
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3,04 lb uplift at mint 2 and 304 lb uplift at joint�
8) This truss is designed ire .accordance w th the 2083 International F rid re�er�nd standard ANSI/TPI `� F
LOAD CASE(S) Standard
I•'
E C f
CIT, OF REABURG
1.111LI.- •
520 Woodbridge St-TDG
I
Job 1 ` rr S
1078AG
e
lJmMit Trus&§L2nthony, ID, Mark Mangum
1-6-0
Trams Type
GABLE
Ply I T�- T W1 _B
1
c Job Reference otonal i
, 1 1'1 Ilt 'a Ind sth-ies, 16c. Fri Sep 29 09-.30,23 200E Page I
1 -- r
-0-0
CrA =
4 --
Plata Offsets ( : l ,-3-
(p
TOLL 35.0
PALOADING
CING PIN -0-0
Pates Increase 1.15 !
CSI
TC 0.
DEFL
in
(I oc)
L/d PLAT, E
Vdefl
T D L 8.0
Lumber Increase 1.15
B 0.10
LL
Vert(R)
-0.01
-0.01
13
13
n1r
r
180IST
00
20
BALL 0.0
B DL 8,0
Rep Stress Incr YES
soda IRC20031TP12002
AVB 0.15
Hoiz(L)
0.01
12
n/a
n/a
(Matrix)
_
eight: 107 lb
I SER
TOB CHORD 2 X .4 SPF ISO_
SOT CHORD 2 X 4 S PF N0.2
OTHERS 2 X 4 SPF Stud
BRACING
TOP CHOKE)
E30TCHORD
GRIP
197/144
Structural wood sheathing direct1y applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 0c bracing.
--0
-- i
1--0
Scale 1;43.4
REACTIONS (Ib/siva) = 0/ -0-0, 1 =350/24-0-0, 1 =101/24-0-0, 1 =200/24-0-0, = 19-/ p 1=142/24-0-01 =357/ 4-0- 17=200/24- 16= 1 0 0 _ { 0 _ '
Max Upli r--79(load case ), 12=-1 0 (10 d case )r 1 =-0. (toad case ), 0 - (load case 5), 2 1 3(load case), =-10 load Gale 17=-6
1 =620oad case 0), 1.4�=-1 load case 0 land ori fi 1 = O I ad ,
Max G ra v 2=350 (load case 1), 1 2 = 350 (1 oad ca se 1) 1 1 =181(loa d ca se 1), 19=200(l oad ca se ), 2 0_210 to ad case 1 1-
� 143(Ivad e9),=37load a '0�, 17 _08��aad case � �
10= 1 (load case 1), 1 =14 (load s 1.0), 14=3570 ad case 10
FORCES alb) -a Maximum Compression/Maximum Tension
T P H D 1-2=0/6 0, -3=-174/148, 3-4=- 107/1 7} 4-5=47/1280 6-6=-69/100, 0-7=-03/1g , 7-8=-68/192, 8-0=-69/142,fJ82, 10-11 _
11-12=-1 I 70, 12-13 0+66
S T H O RD 2-22=-31/155,21-22=-311155, 19-20=-311155,18-19---31/155,17-18=-31/1550 1 -17=-3 "111 , 15-16=-31/155355 14-15=-
12-14=31/155 F11,
'EBS 7-13--148/0, 0-1 g=-177103, 5-20=- 183/100, - 21=-126 3, 3-22 =-290/145, 8-17=-177/81, 9-16--°183'101, 10-15--1 26f7311 -14=-29G/ 1
M
44
r MOTES
1) Unbalanced roof Imre loads have been considered for this design.
Find: ASCE 7-02; 0mph; h= ft; T DL=4T8psf; B DL=4.8psf; Category JI-, Exp ; enclosed; MWFRS gable end zone— cantilever left and right e
vertical left and right exposed; Lumber D -1.33 plate grip COOL=4.33. g exposed , �r�d
t_
3) Truss designed for wired loads in the plane of the truss only. For studs exposed to Wnd � normal to the face), see MiTek "Standard Gaol • "
This truss has been designed for a 10.0 p f bottom chord live load na nccri cry runt with ars other live loads. +� End Detail"
All plates are 2x4 MT20 unless otherwise indicated.
This tniss requires plate inspection per the Tooth Count Method when th iS tr-us s is chosen for quality assurance inspection.
7) Geula requires continuous bottom chord bearing.
8) Gable studs spaced at -0-0 oc.
Oj Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint T 10 Ib uplift at joint 1 lb uplift
79 � p at joint `� ,
p j J i at j ci rpt , 1b uplift at joint 17, 80 lb uplift at joint. 16, 02 lb uplift at joint 1 and 105 l uplift ift at oi'
Ib �., I� at joint � Ib uplift alt int 1 1�b Ib uplift
10) Th i s truss is d e � gned a rr accordan with th a 2003 ntem ati na I Re d entis l Code section 5 0 .11.1 a nd R3 0 .10 . a n d r f re n d' stand and � 1 rpt 1 .
ANS IJTI�I 1
LOAD CASE(S) Standard
--- Truss Types _
"1---- Qty Fpy7--*
TCS- ST EB -
1078 B—�
9 � "
PE IAL "
I i J '
urnm It T"t§t Anthony, ID, Mark Ma'ngum Job Reference (who, I
J UI 1 .2p-CfD M 1 T k I n u strias, I Pic. Eri S e 2 9 0b Pa e 116-8-0
I
-
0 0
,�., _-
5-10-6 5A-13
5-4-13 o-
-0 "
,s ie = V56-0
i
r
P�
W2 W 11
8-1-2
8-1
1-
-1-
1 --1 16-8-0 1 23-9-4 9
Plate r--4,� -- _
L-VALANU
TOLL
(Pst)
35.0
SPACING 2-0-0
'
I lL
in
(lee)
Vdefl
L]d
I TIL
8_0
Plates Increase 1.15
I TC 8.77Vert(LL)
-8°89
2-14
>ggg
248
0,0
Lumber Increase 1,15
'Stress
BC 8.50
Vert TL
-0.23
2-14
>999
18o
.LL
B DL
8.0
Rep lncr YES
Cade I1 8 8 E1 00
WB 0 55
(Matrix)
Herz(TL
0.04
11
n1e
n1a
LUMBER
TOFF CHORD 2 X 4 SPF Na,
BOT CHORD 2 X 4 SPF Noy. * p
133 2 X 4 SPF Stud
WEBS 2 X 4 SPF No,2 *Except'
W1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud, W6 2 X 4 SPF Stud
REACTIONS(Iblsize) =1 4iD- -8, 11=1683/0-568, 8=430/0-3-8
Max Horz =88 (load case 4)
Max 'p-1if=-0(lead case ), 11=,6(load ease ), 8=--1 -(load ease
M ax Grav 2 =13 4 (load ca se 1) , 11=1 (loa d ca se 1), 8;--467 (load case 10)
BRACING
TOPCHORD
B T HORD
WEB
31-2-8
PLATES
TO
Weight: 140 l
RIP
1 97/1 44
-a Li UCTU raI wood Sheathing dir'eetl y appiied o 3-11-1 oe purl ns,
Rigid ceiling directly applied or 3-8-5 oe bracing.
1 Row at midpt 5-12T 8-10
FORCE 0b - Maximum m ompre ion/ a imum Tension
TOP CHORD 1- =x/68, -8=-1844'323, -4=-1555131 , 4-5=-1432/329, 6-6=-7991 44., 8-7=-184/21 ., 718=-171/222 8Tg=
BST HFA-14=_'9�'1 4�", � ����
1 -1 4=-1 6411 038, 1 -1 -1 64'1 038, 11-1 =-22/1 , 1 G-11=-1629,7-10=-675/355.8-10=-72
-"1
83
6 EBS 3-14=-396/212, 5-14=-96/507, 5-12=-721/276, 6-12;--- 136/592, 10- 1 =-361628, 1.0=-1805/17
NOTES
1) Unbalanced reef live loads have been considered for this design,
Wind: ASCE 7-02; 98mp h• h=,5ft+ T�L48pf°
1 T �., S D Li4.8 psf, Category IV , Exp , enCI rise d, MWFRS gable end ZDne, cantilever left a -
vertical left end right exposed, Lumber D L=1.33 palate rip D L=1, and plat exposed d ,and
i
This true has been designed for a 10.8 psf bottom chord live lead nonco neuruent wM any ager live loads.
r
4) This truss requires plate inspection per the Teeth Count Method when this true is chosen for quality assurance inspection.
Provide me hani I connection (by others) of tri., s s to beading plate capable ofsta n ding 306 Ib uplift at joint , 296 I uplift at Joint 11 and 1219 l:
joint a. P ]b uplift at
) This truss is de i- n ed in accordance Frith the 2003 International Ra idential Code sections 11350,211.1 and R802.10.2 ° 18.2 and referenced standard ANSI/TPI
1. ;
" LOAD CASE(S) Standard
i
Jct Truss
1078 11
SUMMitIrffis14 Anthony, ID, Mark Mangum
Truss Type
SPECIAL
Qtr 10
� 1
Job Reference
w._.,� ..,.... _ ._
.Jul 11 i i` tree lace Fri 09.30:242006 Pagel
-0- 3--
7-4-0
baja = 1 .'5
35.0
PlatesIncrease 1.15
T C, 0.87Vert(LL)
10 'LJ ,�, L
-�.� �14 ��
r L-A I =ZP b LTJ
IT
T DL
8.0
Lumber Increase 1.15
1
5-4-13
Qtr 10
� 1
Job Reference
w._.,� ..,.... _ ._
.Jul 11 i i` tree lace Fri 09.30:242006 Pagel
-0- 3--
7-4-0
baja = 1 .'5
BRACING
TP CHORD PF �Jo. TOPCHORD
BOTCHORD 4 PI` hJo. �cp�ti" BOTCHORD
B �'F stud E
'REBS 4 SPF No. *Except
BS
1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud, WS 2 X 4 SPF Stud
LiDEIN Dight 2 X 4 SPF Ilio. 3-9-14
1
REACTIONS O b/size) =1 7 D- - , 1 1=196710-5-8
M ax Horz 2=31 50 oad ca se 4)
MaxUpli =-308(load case ), 11=- 07 I ad case
Structural wood sheathing directly applied or 4-0-13 oo p'u rti rt .
Rigid ceiling directly applied or 3-2-12 ec bracing.
1 Row at midpt 5-12,6-10
FORCES Oh) - Maximurn Compression/Maximum Tension
TOP H IED 1- =0168, -3=-17251326, - =-1435131 , 4-5=-1 12/332, 5-6=-67 1 7r -7--76/6. 0, 7-8=-198/643, 8-9 215/492
BOT CHORD 2-14=-352/137 1, 1'3-14=- 187/925, 12-13=1 871925, 11£1 =-37175, 10-11=-1913/539, 7-19=-706/375, -10=-397/252
`EB 3-14=-3981212, 5-14=-95/5101 5-1 --7221275, 6-12=-1 30/596, 10-12=-861533, 6-1 0 -138111
63
w
NOTES
1) Unbalanced roof live loads have been considered for this design.
)Wind: ASCE 7-02. 90mph; h= 5ft TCDL=4.8p f; 8CDL=4: psf; Category II;. Exp a endo d; SI WFR S gable end zone; cantilev r left and Nn a o ed 9 e
ver4i�cal left and :right exposed, Lumber D L=4y plate grip COOL='x.33_ 9 p ��
3 This truss is not designed to support port a ceiling and is not intended for u s e where aesthetics are a consideration.
4) Thi s tru s s ha s been de s ig ned fo r a 10.0 ps f bottom olio rd I ive loe d rio rico n cu merit Wth any other live loads.
.p per the Tooth ou n t Meth od h en th i truss is chosen fo r qual it ass ur nee n pectic n,
�I�i� fru�� re +��res date tris �cticri e
Provide rneehanical connection (h others) of truss to 5eanng p p � joint
plate capable ci• withstanding dq � 3� I� uplift �t �oi rrt a n d 597 Iib uplift a t joint 11
7) This truss is designed in accordance with the 2003 International Residential Code sections R50211.1 and 8802.10.2 and referenced standard
IrfPl 9_
LOAD CASE(S) Standard
a
35.0
PlatesIncrease 1.15
T C, 0.87Vert(LL)
10 'LJ ,�, L
-�.� �14 ��
r L-A I =ZP b LTJ
IT
T DL
8.0
Lumber Increase 1.15
1
E 9.5,E
Vert TL -0. -14 > 99 180
� , 7/144
8 L.L
0.0
Rep Stress Incr YES I
WB 0,76
Horz(TL) 0-04 11 n1a n1a
B C L
8.0
Cade IRC2003ITP12002
_.(Matrix)
Weight: 140 Ib
LHE92E
BRACING
TP CHORD PF �Jo. TOPCHORD
BOTCHORD 4 PI` hJo. �cp�ti" BOTCHORD
B �'F stud E
'REBS 4 SPF No. *Except
BS
1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud, WS 2 X 4 SPF Stud
LiDEIN Dight 2 X 4 SPF Ilio. 3-9-14
1
REACTIONS O b/size) =1 7 D- - , 1 1=196710-5-8
M ax Horz 2=31 50 oad ca se 4)
MaxUpli =-308(load case ), 11=- 07 I ad case
Structural wood sheathing directly applied or 4-0-13 oo p'u rti rt .
Rigid ceiling directly applied or 3-2-12 ec bracing.
1 Row at midpt 5-12,6-10
FORCES Oh) - Maximurn Compression/Maximum Tension
TOP H IED 1- =0168, -3=-17251326, - =-1435131 , 4-5=-1 12/332, 5-6=-67 1 7r -7--76/6. 0, 7-8=-198/643, 8-9 215/492
BOT CHORD 2-14=-352/137 1, 1'3-14=- 187/925, 12-13=1 871925, 11£1 =-37175, 10-11=-1913/539, 7-19=-706/375, -10=-397/252
`EB 3-14=-3981212, 5-14=-95/5101 5-1 --7221275, 6-12=-1 30/596, 10-12=-861533, 6-1 0 -138111
63
w
NOTES
1) Unbalanced roof live loads have been considered for this design.
)Wind: ASCE 7-02. 90mph; h= 5ft TCDL=4.8p f; 8CDL=4: psf; Category II;. Exp a endo d; SI WFR S gable end zone; cantilev r left and Nn a o ed 9 e
ver4i�cal left and :right exposed, Lumber D L=4y plate grip COOL='x.33_ 9 p ��
3 This truss is not designed to support port a ceiling and is not intended for u s e where aesthetics are a consideration.
4) Thi s tru s s ha s been de s ig ned fo r a 10.0 ps f bottom olio rd I ive loe d rio rico n cu merit Wth any other live loads.
.p per the Tooth ou n t Meth od h en th i truss is chosen fo r qual it ass ur nee n pectic n,
�I�i� fru�� re +��res date tris �cticri e
Provide rneehanical connection (h others) of truss to 5eanng p p � joint
plate capable ci• withstanding dq � 3� I� uplift �t �oi rrt a n d 597 Iib uplift a t joint 11
7) This truss is designed in accordance with the 2003 International Residential Code sections R50211.1 and 8802.10.2 and referenced standard
IrfPl 9_
LOAD CASE(S) Standard
a
Job � -- .- � Truss �.�.
! Truss Type
1078
B2 COMMON
_ 6
um it4Trussp St .err 1 Me Mangum -
u
5-10-6
i-
16-8-0_-
F7
t.
rJeh Reference o D
6.300 S Jul 11 006 MiTek Industries, Inc- Fri Sep 29
: ®8q22 2006 Page
__._..... - -
L,
-0-
7,-
E
I
LOADING
(Psi'
TOLL
35.0
TDL
8.0
LL
U
BCDL
-0.22 -11
1--0
-- 8--7
SPACING 2-G-0
Plates Increa a 1.15
Lumber Increase 1 � 11
Rep Stress I ncr YES
Code IH 0o `P1200
LUBE
TOP CHORD 2 X 4 SPF No.
SOT CHORD 2 X 4 SPF No.
WEBS 2 X 4 SPF No. *Except*
1 2 X 4 SPF Stud} W2 2 X 4 SPF Stud
RE ► TJ 0 NS 0b/size) 2 =1366 0-5-8 t 8=1199/0-5-8
Max H orz =4 1 ( loe d case 4)
Max Uplif Z=- 1 (load case ), 8=- 15(fend case )
r
TC 0.78
BC 0.51
WEA 0..5
(Matrix)
DEFT.
in (loc.)
Vdefl
Ud
Vert(LL)
-0.0 -11
>999
240.
'rt(TL)
-0.22 -11
>999
a
180 u
H'orz(TL)
0.04 8
n/a
n/a
BRACING
TOPCHORD
ESOT CHORD
WEB
FORCES (lb) - Maximum CompressionlMaximurn Tension
T P H r D 1- =0/68, - =-1906/3 34 * =-1 28, 4-5=-1500144, 859,246, -7 =-9 08/2 , 7- 0 --1138/247
BOT CHORD -11 =,-36811525, 1CL11=-230/1079P 0-10=-230/1079, 8-9=-40167
WEBS -11=-305/21 , 5-1 1 -98/51 , 5-9=-717/274. 6-9=461302, 61302, —=10 '}750
PLATFS
-MT20
'eight; 110 Ike
RIP
1971144
Seale = 1,47.0
Structural wood sheathing directly applied or -10-4 oc pu[1ins except end verticals.
Rigid ceiting directly applied or -7-14 oc bracing.
1 Row at midpt 5-9,7-8
NOTES
1) Unbalanced reef We loads have been considered for this design.
Wind: E 7-02, 0m ph; h=5ff `CDL=4.8psf; B Lg4. 8p , Category 11 Exp C - e n closed; MWF RS ga ble end zone; Ca n til ever left a nd rig ht ; end
expos ed
vertical .left orad right exposed; Lumber DOL=1 + .3 plate grip DOL=1,33. I
3) This true hes been designed for a 10.0 p f bottom chord live load n onconcu rrent with any other live Ion ds..
4) This truss requires plate inspection per the Tooth Count Method when this toss is chosen for quality assurance inspection.
5) Prov rde mechanical' nnectio n (by other) of truss to bean n g plate capable of withstanding 313 Ib uplift at joint and 215 lb uplift at joint .
0) This truss is designed un accordance with the 2003 I ntemation l Residential Code sections R502,11 1,1 end 8002.10.2 and referenced standard ANSI/TPI I .
CASE(S) Standard
Job
Truss Qty y
I
B
BLE
d
T
t Anthony, ID, a ia�u _ .. _
I uc - T IE I
e
�Reference (option l�
62100 Jul 1-�
2W M iTek Industries, Inc. Fri Sep 29 00_ ; _ _ 6 - _ _P- - ad a. 1..m
_ 1 __5-10-6
SPACING
-
11-3-3
16-8-o _..
--
in I
TLL 35.0
Plates Increase
1,15
TC 0.77
Sze _�
a
-- --
--, 1-6-0
r-a:.E = 1-55.D
8-1-2 3ad2 3X4 I
1- -0
8-3-11 16-8-0
8-3-11
Plate Offsets r [ : 0�--o,- —
LOADING (psq
SPACING
-
240
I
DEFL
in I
TLL 35.0
Plates Increase
1,15
TC 0.77
Vert(LL)
-0.09 2-14
T CL
3 LL
Lumber Increase
�.�
� 0.50
Vert(TL)-013
-14
LRep Stress Incr
YES
Wil 0.55
Horz(TL)
0.04 11
DL 8.0
Cede I 0 /TP1200
(Matrix)
LUMBER
BRACING
TOPCHORD 2X 4 SPF No.2 TOS` H RD
BOTCHORD 2 X 4 SPF rhe. *Except* BOT CHORD
B3 2 X 4 SIF Stud E13
WEBS 2 X 4 SPF le, *Except*
1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud, W6 2 X 4 SPE Stud
OTHERS 2 X 4 SPF Stud
REACTIONS Ob/size) 2=,1334/0-5-8, 11=1683/0-5-8.8=430/0-3-8
ax Hort 2=306 (I cad ca se )
Maxp11# =- 0 (:Iliad case 5), 11=- (load ease ), 8=-1 (lead case 6)
flax G rav=13(led case 1)T 11 = 1 683(l oad case 1), 8 =47Iad case 10)
I/d efl
Lid
>999
240
>999
180
n/a
n/a
2
31-2-8
PLATE
--
PLACES
MT20
Weight: 205 1b
GRIP
1 9711 44
Structural wood sheatKng directly applied or 3-11-1 ec purin .
Rigid coiling directly applied or 3-8-5 oe bracing,
1 Row at rnidpt 5-12,6-10
FORCES 0h) - Ma inlurn on1pre ion imurn Tension
TOS' H RD 1- =0''68, -3=-1844/323.,3-41555 1 , 4- =-+1431 m - ;r-799/244, - =_184/21 , 7- --171/ 8-9, {
67
BOT CHORD -14==329/14 '2, 13-14--164/1MD Q, 1 -1 =-164/103[x, 11-1 = 1g, 10-1 -1629/328, 7-10=-675 , 8-1 =-72J1
83
''EBS --14=-3951212, -14Y X6/507, 5-1 721/276, -12 1 36/592t 10w 1 ---36/628, -10=1005117.
NOTES
1) Unbalanced roof live loads have been considered for this designs.
) ind: ASCE 7-02; 0mph; h= 5ft T DL=4.Bpsf; BCDL=4psf; Category 11; Exp ; enclosed; MWFI gable end zone; cantilever left and right
vertical left and right exposed, Lumber DOL=1. plate nip DOL=1. exposed ,end
Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the fare), see MiTek "Standard Gable End Detail"'
4) Thi s tru ss h as bee n design ed for a 100 paf b ottorn ch oral I ire load n onconcurrent with a ny tithe r I ive 10a ds.
ARI Plates are 2A MT20 unless oth rise indicated,.
). This truss requires pate inspection ,per t:he Tooth Count Method when this truss is chosen -for quality assuran ce inspection.
7) ; Ie studs spared at 2-0-0 QC.
8) Provide m. echanivaI connection (by others) of truss to hearing .plate ca pable of withstanding 300 Its uplift at joint F 296 Ib uplift a1 joint 11 and 1
joint . J lb uplift at
This true is designed in a=rdance with the 2003 International Residential idential Cede sections R502.1 1 .1 and R802.10-2 and referenced standard
.NIfT'PI 1 .
LOAD CASE(S) Standard
R61,*
Truss TMCONO
uss Tyke
C1 TRUSS
Summit Trus s, t K thong, I D, Mark Mangl _2
5-8-10
2
1
'1-
Plate eta (, ) : [2_':0-8-2,0-G-4]-
LOADING
(psi
SPACING
-0-
T L L
35.0
Plates Increase
1.18
T DL
8,0
Lumber Ineae
i. 1
SLL
0.0
Rep Stress Incr
H
BDL
8.0
Code Il00IfPf00
.LUMBER
TOP CHORD 2 X 4 SPF Ie.
BOT CHORD 2 X 4 5PF Ido.
VVEBS 2 X 4 SPF Stud *Except*
4 SPF o -
I E,ACTIONS (Ibis ize) 2=74910- 5-8, 7=1094/0- -8
Max H orz 2 = 31 80oa d case 4)
Max Upli =-1 6(1cad case ), 7=-293(load case 8)
5-8- 10
QtY I P�1Y_____Jfbd-_ST0NEBR__
I 00K3
.. 04 Deference (optional
6.300 S Jul 112006 MiTek Industri��, lnc. Fri Sep 9: 0P. 0_ 6 .5d el
._
5-6-6
4X6 11
A
EV
-
EVE
CQN
-1 11-3-0
v r
CS1
DEFL in Ifdefit Lid PLATES _ --
T 0.85 Vert(LL) -0#0 > 240 1
B n.8 I IT 197/144.
E3 0.66
(Matrix)
FORCES 0b) - Max1mum Compression/Maxi um Tension
TOP CHORD 1-2='0/68,2-3=-1080/54, 3-4=-272-/99, 4-5=-18/0, 4-7=-547/252
BOT CHORD -8--218/957, 7-8;--218/957., 6-7=010
WEBS 8=0/248, -7=-948/253
eR L) -U w o8 (-8 >999 180
Horz(TL.) 0.02 7 n/a r/a
5 ACIN
IWeight: 43 Ib
W
TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except t end verticais.
BOT HS C Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES
and right Wind:r _ i
F 7-02; '�rnpl�;Categoryenclosed, 1fFF gable end .orae; ratiJit Int enc
h`�ft. TCL-.� f` ��L-.� f� li' � � e cantilever left ped ' endvertical ie�ft and right exposed; Lumber D L-1.3 plate r�F DOL=1.33, �" F
This truss is not designed tou '
RSP ort a ceiling ng a rid is not intended for use where aesthetics are a consideration.
This true.s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any/ Ether lave loads.
4} This truss requires plate inspection per the Tooth Court /Method when this truss is chosen for quality ,assurance inspection.
5) Provide meobani l connection (by others) of truss to being plate capable of withstanding 186 lb uplift atof nt . and I b u
J plft at joint 7.
This truss is designed in accordance with the 2003 international Residential Gude sections R5-02.1 1.1 and R802.10.2 and
7) In the LOAD CASE(S) section, leads applied to the face of the truss are noted a front (F car back (B.).
referenced standard f� I�"rP'I 1.
LOAD CASE(S) Standard
1) Regular: Lumber Increase= 1, 1,Fel ate Increase= 1, 15
Uniform Loads (p1
e rt: 1-i-8
Trapezoidal Lads (plf)
'p`ert. =4(F=10, E=10) -to 6=- (Fs -18, B 18), =-1(F=42, B14. )-to =- 44(F=-7 , B=-7 )r 4=-1 74(F=-79, 8=49) -to -5=-1
81 (F=-82. B--8 )
JOb
Truss
1078CIA
5mit Ts, k -Anthony, fid, a urn ..
LOADING
(p
TCLL
35,0
Lid
TCDD,
8.0
-4
BCLL
0.0
Vert(TL)
BCDL
8.0
>494
LUMBER
TOS' CHORD 2 X 4 SPF No,2
BOT CHORD 2 X 4 SPF hlo.
I
1--0
0 Truss Type
s
JACK
E
-1-
Qty
q
ply TD - Tl E§l+-
�I c
-- .
.Jul'iTe Industies� 6 Sop 296 2006 P
age I
SPACING -0-o
Plates Increase 1.1
Lumber to a 1.1
Rep Stress In r YES
Code 1,RC2003frPI2002
CSI
TC U
BC x].32
E 0.00
(Matrix)
REACTIONS (Ib/size) = 12/ echani a.l! =403}0- - , 4=4610-1-8
Max Horz 2= 192 0lead case 5)
Max Uplift3=-11 (load case ), =-1 240oad case 5)
Max rav = 212(load case 1), = (l oad case 1), =10 (load Gass )
FORCES (lb) -Maximum, Compression/ a imam T n ion
T P H O R D 1-2=0168,2-3=-138/86
BOT CHORD =0/
REEL
in
00'C)
Vdefi
Lid
Vert(LL)
-0.0
-4
>999
240
Vert(TL)
-0.14
>494
180
Horz(TL)
-0.00
3
n/a
nfa
BRACING
TOP CID
BOT CHORD
PLATES -- GRIP ---
MT20----- 197/44
`eight: 17 Ib
Scala = I:18.0
Structural wood sheathing directly applied or 5-11-12 oo purlins.
Rigid ceiling direay applied or 10-0-0 oc bracing.
NOTES
; . psf; _8LCp f; Category enclosed; I1: Exp Ct eo ed; FF gable end zeas; cantilever left and right exposed - endWind, ASCE
verb l [aft and right exposed; Lumber D L-1.0 plan g rip L=1, 33. g
This truss has been designed for a 10 -.0 p f bottom chord live load n onconcurrent +with any other live loads,.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance in pa ton.
4) Refer to girder(s) for truss to truss connections,
Provide mechanical connection (by ethers) of true to bearing plate al joint(s) 4.
Provide mechanical connection (by others) of tr u s to boa ring plate capable of withstanding 114 lb up lift at joint 3 and 124 lb ul ft at of t
7) This truss is designed in accordancewith the 2003 International Residential Code sections R502.1 1.1 and R802-10'.2 a � a n .
and referenced standard NI/TPI 1.
LOAD C EI ) Standard
ljo-'E Truss
7Truss Type Qty
1 078 JACK
112
Summit3russ, St Anthony. ID, Mark Mangum
9
LIMBER
TOP CHORD 2 X 4 SPF NO -2
BOT CHORD 2 X 4 SPF Stud
7
ply
1
Refetenoe op onal [U -z-1
6.300 iJ u l 11 2 ISI iTek l nd u s tree _�Q Fri Sep 2 ��� �, � �� —Page �
SPACING 2 -a -
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I ner YES
Code I l 2 00/TI2 002
3-11-12
3_11-1
1 DEFL in (lop) Vd 1f
TC 0,33 Vert LL -0.01 24 >999
U,Zff
E] 0.00
(Matrix)
REACTIONS (Ib/size) 3=112/Mechanical., 2=376/`x}- - , 4=30#0=1-8
Max Hrz =1 (load case )
Max Plat =-57 (load case , 2 =-126(1 o a d case 5)
M ax Grav 3 =112(1eed case 1), 2= (load case 1), 4=6 (lead ca s )
FORCE` (lb) - Maxim= C ornPress ion/M i urn Tension
TOP CHORD 1-2=0/68,2-3=-102/44
13T CHORD 2-4=f0
' rt( I L) -0.03
Ido rz(TL) -0.0
BRACING
TOP CHORD
BOT CHORD
2 >999
a
Lld
240
180
nla
PLATES
MT2
Weight., 12 Ib
GRIP
1971144
Structural wood sheathing directly applied or -11-12 or, pudins.
Rigid ceiling directly applled or 10-0-0 oc bracing.
NOTES
1) Wird. ASCE 7-02; 0nnph; h- 5ft; T DL=4. p f, B DL=4,8p fa Category II; Exp ; enclosed; MWFRS gable end zone', cantilever legit and right e
vertical left and n0ht exposed, Lumber COOL=1. plata grip DOL=1. F � posed � end
i
tru ss ha s been d e i g ned for a 10, 0 psi' bofto m chord Ii ve load non co n cu rre n t with any otlh er live I oad s.
Thist requires �rppotionPer the Tooth fount cod when this truss is for tali assurance inspection.tir.
Refer to girders) for truss to truss connections.
Provide mechanical connection (by others) of mss to bearing plate at joint(s) 4.
P rov ide m ech an ioal connection (by others) of truss to be ad n g pi ata capable of withstand in g 57 I b uplift at joint 3 and 12.6 I b u l ift at 'o int 2.
7) This trussidesigned in accordance with the 200 International Residential ode section x502,11.1 and x002.10.2 and cafe �
reseed standard ANSIfTPI 1,
LOAD CASE(S) Standard
t 1;1
LOADING
(ps�
TGLL
35_i]
TCDL
$.0
6CLL
0.0
BCDL
8.0
LIMBER
TOP CHORD 2 X 4 SPF NO -2
BOT CHORD 2 X 4 SPF Stud
7
ply
1
Refetenoe op onal [U -z-1
6.300 iJ u l 11 2 ISI iTek l nd u s tree _�Q Fri Sep 2 ��� �, � �� —Page �
SPACING 2 -a -
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I ner YES
Code I l 2 00/TI2 002
3-11-12
3_11-1
1 DEFL in (lop) Vd 1f
TC 0,33 Vert LL -0.01 24 >999
U,Zff
E] 0.00
(Matrix)
REACTIONS (Ib/size) 3=112/Mechanical., 2=376/`x}- - , 4=30#0=1-8
Max Hrz =1 (load case )
Max Plat =-57 (load case , 2 =-126(1 o a d case 5)
M ax Grav 3 =112(1eed case 1), 2= (load case 1), 4=6 (lead ca s )
FORCE` (lb) - Maxim= C ornPress ion/M i urn Tension
TOP CHORD 1-2=0/68,2-3=-102/44
13T CHORD 2-4=f0
' rt( I L) -0.03
Ido rz(TL) -0.0
BRACING
TOP CHORD
BOT CHORD
2 >999
a
Lld
240
180
nla
PLATES
MT2
Weight., 12 Ib
GRIP
1971144
Structural wood sheathing directly applied or -11-12 or, pudins.
Rigid ceiling directly applled or 10-0-0 oc bracing.
NOTES
1) Wird. ASCE 7-02; 0nnph; h- 5ft; T DL=4. p f, B DL=4,8p fa Category II; Exp ; enclosed; MWFRS gable end zone', cantilever legit and right e
vertical left and n0ht exposed, Lumber COOL=1. plata grip DOL=1. F � posed � end
i
tru ss ha s been d e i g ned for a 10, 0 psi' bofto m chord Ii ve load non co n cu rre n t with any otlh er live I oad s.
Thist requires �rppotionPer the Tooth fount cod when this truss is for tali assurance inspection.tir.
Refer to girders) for truss to truss connections.
Provide mechanical connection (by others) of mss to bearing plate at joint(s) 4.
P rov ide m ech an ioal connection (by others) of truss to be ad n g pi ata capable of withstand in g 57 I b uplift at joint 3 and 12.6 I b u l ift at 'o int 2.
7) This trussidesigned in accordance with the 200 International Residential ode section x502,11.1 and x002.10.2 and cafe �
reseed standard ANSIfTPI 1,
LOAD CASE(S) Standard
t 1;1
Job
cic
WAC
Mm
uob I�ferer� otime#
rn mit iT , t Anthony,thI D, Mark
- 6.390 s Jul Indu `
Sep 249 09:30:2E Page 1
1-11-12
LOADING (ps�
TOLL
35.0
T DL
8.0
BC LL
0.0
B DL
8.0
LUMBER
TOP CHORD 2 X 4 SPF No,2
BOT CHORD 2 X 4 SPF Stud
T
1
1-6-0
SPACING 2- --0 CSS � DEF L in (loc)
Plates ate Increase 1.157 TC 0.27
I crt(LLI _n Af)
Lumber Increase 1.15
P Stress Ines YES
Code I R 003 TP 12002
BC 0.06
WB 0.00
(Matrix)
REACTIONS N (Ib/size) 2=296/0-". 4-1510-1-8, 3=21 /Mechanical
Max H orz 2=100 (load case )
Mex Upli�z--� 13 0(lcad ease 5), 3=-1 (load case )
Max rav2=296(1-oad case 1)r 4-5(load case ), 3= Hoed case 1)
FORCES (Ib) Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/66,2-3=-74/10
BOT CHORD -4=0/0
Vert(TL) -0.00 -4
Horz(TL) -9.00
BRACING
Ti P H RD
BOT RD
& 1
I/deft Ud PLATES GRIP
99 240 MT20 1 97/1 44
>999 1,80
n/a n/a
Weight. 71b
Structural wood sheathing directly applied or 1=11-1 c purlins.
Rigid ceiling directy applied or 10-0-0 cc bracing,
NOTES
Wind: ASCE 7-02; 0m p h; h- 51t; T D L = . Bpsf; B L =4F 8p T Category11; Exp ; enclosed; MWF gable end zone; nti lev r left and right enc
vertical left and fight exposed, Lumber 1) L=1.33 plate gip DC L=1. 3_ � exposed ,end
Th i s tru ss has b ee n. da si gn ed for a 10.0 psf bottom ch ord live I oad n o n concurren t with a ny oth er live I Bed s,
This truss requIres plate inspection per the Truth cunt Method when this truss is chosen for quality assurance inspection,
4 I efer to order(s) for truss to truss conn ctacns.
) Provide machenica 1 connecticn Eby oars) of truss to bearing plate at joint(s) 4-
Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 130 lb �pJil:t et joint er�d 1� lb uplift �t 'pint
7) This truss is designed in accordance with the 20.03 Intematienai Residential Cede se ons R502.1 1.1 and x.802. °10,2 and p � 3r
referenced standard ANSIfTPI 1.
LOAD CASE(S) Standard
a
8 Owe :lv.1
I
Y
Joh _ �tl� , Truss -- s Truss i! =
l y' I Ply TDG-STO NEER 00k
IDi
° COMMON
-2 'Jobal
umrr�i��, tAnthony, ILS, MarkMangum ��_ � ___.;_R-eferenceI�._h!),�
6.300 s Jul 11 2006iTek Industries, Inc, 'Fri Sep 29 09.30:27 2g
_ age 1..
2-10-8
�. 11 -0-0
N
-- -7-8 2-10-8
4X4_ Soli .
Q
Wm ICN
2-10-8°
2-10-8
Plate Offsets ( l . [1.0- -1 ,o- -8 p [ . _3_15- ,0 1
I LOADING (pso
i n (Joc)
SPACING
2-0-0
TOLL
35.0
Plates Increase
1.1
T DL
8,0 °
Lumber Inerease
1.15
BOLL
.
Rep Stress Incr
NO
B DL
8.0
Coda IFS 00 /TP1 0-0 °
LUMBER
TOP CHORD 4 SPF Io.
BOT CHORD 2 X 6 SAF 210OF 1.8E
WEBS 2 X 4 SPF Stud *Except*
1 2 X 8 DF 195OF 1.7E, W1 2 X 8 DF 19 OF 1, E
REACTIONS (lb/size) 1-5597/0-5-8,5=11871/0-5-8
Max Hort I = (load case
Max Llplil=-1 (load s ), =-(Iad case )
f
iffffe-rel
-7-8 -7-8 2-10-8
TC 047
BC 0.5,E
B 0.61
(Matrix)
FORGES (lb) - Maximum, Compression[Maximum imum Ten ion
TOP CHORD 1-2=-7926/1722, 2-3;---3187/710, 3-4=-31981712. 4- =- 195t668
BOT CHORD 1-8=-1467/6702,7-8=-1467/6702.6-7=-527/2655, 5-6=-527126,
E BS 2-8=-1053/4870, 2-7=-4690/1085, 3-7=-61812849, 4-7=-981278, 4-&--166/67
D EFL
i n (Joc)
Vert(LL)
-0,05
' rt TQ
-0.09, -8
crz(TQ
0.02
-FToWYe
I/def Lid
>999 240
>9 180
n a rrha
PLATES GRIP
MT20 197/144
Weigft, 103 lb
I OP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins.
BOT CHORD Frigid ceiling directly applied or 10-0-0 oc gracing.
NOTES
1 ) -ply truss to be °connected together with 1 Oji (0.'1 1 „„) nails as fo11s.
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows, rows at 0-2-0 oc.
We h s con n ected as fa I I o s: 2 X 8 - 2 rows at 0-9- 0 oc, 2 X 4 - 1 row at 0-9-0 DC.
11 loads ars considered equally applied to a I l plies, except if rioted as front (F) or back (B) face in the LOAD CASE section. Ply to 1
� � p connections have
been provided to distribute only loads noted as (F) or (B) unless otherwise indicated,
Unbalanced roof live loads have been considered for this design.
) Wind. ASCE 7-02; 0 m p 17; h = ft; T D L=4-. psf,, B D L-4.8 psf; Category 11; Exp ; enclosed; MWFRS gable and zone; cantilever left and e right
vertical left and nAght exposed; Lumber COOL=1.33 plate grip COOL=1.x'3+ � posed ,end
5) Th is tri, ss h a s been d esi g ned for a 10.0 sf botto m chord li ve load nonco ncunre nt with any Both er Ji ve loads _
This truss requires ire plate inspection per the Tooth Count ethod when this tm ss is chosen for quality assurance i n p ctio n _
7) Provide mec;hanical conneUon (by others) of truss to tearing plate capable of withstanding '1229 lb uplift at joint 1 and 392 1b uplift at joint 5.
g�.
) This truss -is designed ire accordancewith the 00J.ntrnatior�al Residential ode sections R0.1 1.4 and F80.10 - and referenced standardNifTFI 1.
Girder carries tie -ire spans) 34-0-0 from 0.0-0 to 2-10-8
1 ) Hang a r(s) or other con n ecticri device(s) s h al I b e provi d ed suffici ent to s u pPort co ncentrat d load ( 4234 Ib down and 9321 b up botkcrn c.hcrd
a t -10
cn
The cfe &i o n/sele ori such c Qn ne on device(s) is the m3 pari,5i bi Ilt car other .
..
LOAD CASE(S) Standard
1) regular: Lumber Increase= 1.1 , Plate Increase=I A
Uniform Loads (ph)
Vert 1-3=-86, 3-5=-86 , 1 -8z --832(F;---816), .8_ 1
Concentrated Loads (Ib)
Vert: 8=434(F)
b�- Tress - ..
G
I
Sum m it Trus s, St Antho ny. I D, Maw Mangum
x_6_0
1
1--
Tr ui r P -- .. -�
COMMON
Qty
3
Ply J TCM -ATO B D _
1
Jeb eference €p bin I
�.� Ju
MiTtk indusines, ire. t-ri V . 0° 7 2006 Pagel
- --0
O
Plater Offsets x,
LOADING (psq
SPACING
-0-0
TOLL
35.0
Plates Incase
1.15
TDL
6.0
Lumber Increase
1-15
B LL
0,0
0.00 5
Rep Stress Inc-
YES
B DL
8,0
Code IRC2003/TP12002
!LUMBER
TOP C HORD 2 X 4 SPF N .2
FST CHORD 2 X 4 SPE No.2
WEBS 2X 4 SPI` No. *E t*
1 2 X 4 SPF Stud
REACTIONS N (lb/size) 2=562/0-5-8,5=371/0-3-8
g Max Herz 2 =151(load ease 4)
Max Uplift2=171(load ease )t =- 8(lead ease
FORCES (Ib) - Maximum CompressionlMaximurn Tension
TOP CHORD 1-2=0/6 2 -3=-310/70, -4= 41160, 4-=-1 g 1/6
BOT CHORD 2-5=-601151
WEBS 3-5=-257/70
CSI
TC 'x.54
BC 0.57
WB 0.10
(Matrix)
DEFL
in NO
I/dell
Ud
Vert(LL)
420 2-5
>451
240
Vert(TL)
-0.45 -5
>205,
180
Harz(TL)
0.00 5
n/a
n/a
BRACING
TOP" CHORD!
BOTCHORD
PLATE'
MT20'
Weight- 28 lb
RIP
197/144
M
Structural wood sheathing directly applied or 6-0-0 ec puNins, except end verticals.
R ig id cel l Ing d irectly appl ied or 10-0-0 oc bra in g.
MOTES
1) Unbalanced root live leads have been considered for this design..
90 m p h; h - ft; T D L=4. p sf, B D L=4{ 8 psf, Category 11; Exp ; enclosed; I F FY gable end zone; cantilever left and d ht exposed ° end
vertical left and right exposed; Lumber DOL=1. plate gnR [SOL=1.33.
This tru ss h as been designed for a '10.0 p f bottom chord live load non concurrent with any other~ live loads.
4) This truss requires plate inspection per the Tooth Count Method when this tmss is chosen for quality assurance nspe ction.
Provide mechanicalnneelJen b.y ethers of truss to beano g plate capable of withstanding 171 lb uplift at joint 2 and 58 IL uplift at joint 5.
6) This truss is designed in accordance with the 2003 International Residential Cede sections R502.1 1.1 and R802.10. and referenced standard ANSVTPI 1
LOAD CASE(S) Standard
4
P
Job
I Fuss
1 078 D
i WSummit Friss., St nthor � ar Mangum
Truss Type
;GABLE
I
Qty
11
2
1
LOADING (psf)
TCLL
35.0
T+L
8.0
BOLL
0.0
BDL
8.0
a
7.00 FA —2
1
-1-
LUMBER
TOP CHORD 2 X 4 SPF No. c
BOT CHORD 2 X 4 SPF N .2
OTHERS 2 X 4 SPF Stud
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress I ner NO
Code IRC20031TPI7002
4 I
TC 0.29
0.03
B O.06
4
a
P
4x4
I
E -
11--0
11-0-
DEFL
Vert(LL)
Vert(TL)
HortL
Ply IT T N EBROOK 3
1
a4 -o
"Job Reference (off donal)
6.300 S Jul 112 ODS MiTek I ndu c. Fri Sem 09:30,28'21)D6 Page 1.�..
in
(loc)
Vdeft
Ud
-0.02
7
Dir
160
-0.02
7
n/r
80
000
6
1-1/a
nia
BRACING
T P H FC
BOT HICK
tructural wood sheathing directly applied or M-0 oc. purlins.
Frigid ceiling direetly applied or 10-0-0 oo braeincg.
3%4 --
PLATES GFS
MT20 197
'weight: 39 Its
--,
A
4e 41:22
7
IE4TIO1Ibsie2=329111-0-0,6=329111-0-0,9=120111,-&O.,10=308/11-0- 0.8=308/`11-
MaxH =2=- t o ( lead ::ase )
M ax UpMlift =-1 (load case 5)p 6TM1 9(1oad case 6) 10=-84(load case ), 8=- Goad case
M ax G rav 2 = (load case 1), 6= 9(load case 1), 9 =1 0(load case 1), 10= 311(load ca se 9), 8= 311([oad case 1 )
FORCES (lb) - Ma imurn ompress
�` ion/ a i urn Tension + + +
TOP HO[�. D 1 — ;--0 6, —3-- k!' i 4=-7211 1 , 4-5=-72`/94, �.-6/ , `43-7=DI66
BOT H D2-10;---10189,9-ID--10189, 8-9.--'10/89, -101
I
EE 4- _-10210, 3-10=-259/125,5-8=-259/124
NOTES
1) Unbalanced roof Imre loads have been considered for this design.
'mind: ASCE 7-02;90mph} h= TCD L=.4.psf; 8 I DL=4.8 sf; Category 11; F p ; enclosed; FFR galore end zone; cantilever left and r1 Int exposed � end
ve rtica I left a nd right exposed; L um be r O 0 L=1.33 pl ate grip D 0 L= 1.33.
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other l i re loads.
This truss requires plate inspedorr per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Gable requires continuous bottom chordbearing.
i 7) Gable studs spaced at -0-0 oo.
8) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 125 1b uplift at 1 oint, 139 1b up iift at joint , 4 1b uplift a t joint. 1
and lb uplift at joint , � �
This truss is designed in accordance with the 2003 International Residential Code sections 8502.11,1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD AAE() Standard
Job
Truss
mrxritTrus,St tla, [D, Mark Marmi2
1 --
1
Tess Tie ... .�,,. ..., �_ t
IPT
r �
Job Re
�erenqt optione .
6.300 $ Jul 11 20W M iTek Industries, Inc, Fri Sep 29 09.,30,28 —. _®_
--
Scaf = 1,21.2.,'
3
_4-1-
_ � [.�!-�-11.'�yL__. 9L 1-4.0-11-14]
LOADING N (psi SPACING 2-0-0 l
TOLL 35.0 Plates Increase 1.15 ! TC 0.35
T .DL 8:0 Lumber Increase 1.15 �Bc 0.39 i
LL 0.0 Rep Stress Incr 'SES WB 0.08
BCDL &0 Code IRC2003fTP12002
(Matrix)
LUMBER
TOS' CHORD 2 X 4 SAF No.2
T CHORD 2 X 4 SPF NO,2
WEBS 2 X 4 SPF Stud
WEDGE
Left: 2 X 8 DF 195OF 1.77, Right, 2 X 8 DF 1950E 17E
REACTIONS (.Ib/size) 2=64210-5-8. 4=642/0-5-8
M
=642/0- -
MHo =- (l d case )
Max Upl ft =-1 1 fload vase ), 4 =- 18 1(load case 5)
FORCES (tb) - Maximum crnpressian/Me imum Tension
TOIL CHORD 1-2=0168,2-3=-5,93/88.3A--592/`8`7,4-:5=0/68
E O T CHORD 2-6=-3/415,4-6=-3/41
1EB 3-5=/1 4
DEFL
in
Udefl
(lac)
Vert(LL)
-0.01
4-5
>999
' rt(TQ
-0.03
4-6
>999
Hor TL)
0,01
4
n/a
Ud
240
180
n/a
10-0-
0-1 -8
PLATES GRIP
MT20 197/144
r
Weight: 38 Its
BRACING
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
B T H FAD Rigid id (ling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced roof live loads have been considered for this design,
Wind- ASCE 7-02; 0mph; h=25ft T DL=4.Bpsf; 13D1L=i4. psf,: Category 11; Exp D, enclosed; I F gable end zone;cantilever lett `
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. arid right exposed ;end
This truss has been designed for a 10.0 psi
�I�vrd II�� �o�� �na�no�urrent with an
bottomother lige laeds,
This truss requires plate irspeon per the Tooth Count Method when this truss is chosen for quality assuranceinspection.
5) P rovide m ech an ical conn ection (by others) of truss to hearin g plate capable of withstand i � t 1 I h
uplift at joint 2 and' 18 1 I b u plift at ac i rti t 4.
This truss is designed in accordance with the 200.3 International Residenfial Cade sections R502.1 1.1 and RB02.10.2 and referenced aed stanardANSI/TPI 1.
LOAD CASE(S) Standard
Job
1078
Truss -- -- i ��� ss fip
E1 l com m c
S u remit T m.f t Anth ony. ID, M ark M angum
4X4 s
Qty ply TD T N EB ROOK 3
I
2
- � Job Reference rence 0
00 s J ul 11 20D6 MiTek I n.dus ies, I n c. tri e p off:30.-2WqQ2 Page 1
T 04
1-0-0
�J
Plate ffsLetS -410-1- 1, L4:0-1-4,0-1-81, [5.0-3-0,0-2-11]
LOADING (pso SPACING 2-0-0
T°LL 35.0 Plates Increase 1.1
T DL 8-0 Lumber Increase 1.1
ELL 0.0 Rep Stress lnor NO
B DL 8.0 Coda IRC2003rTP12002
LBEl
TOP CHORD 2 X 4 SPF Io.
BOT CHORD 2 X 6 SPF 210OF 1.8E
WEBS 4 SPF Stud *Except*
I ''1 2 X 8 DF 195OF 1.7E, W1 2 X 8 DF 1 5OF 1.7E
REACTIONS (l / ize) 1=4005/0-74. 5=1188/0- -A
Max Hort 1=-900oad case 8)
s Max Uplift1=-8-61 (load case ), 5=-241 (load case
CSS
TC 0.30
B 0447
WB 0.40
(Matrix.)
FORE (lb) - Maximum Compfession/Maximum Tension
TOP CHORD 1-2=-5917/1266,2-3=-19651429,3-4=-1981/432,4-5=-1784/359
BOT H RD 1-8=--1065/4875,7-Sm-1065/4875o6-7=-279/1460,5-6=-279/146-0
! WEB -8=-693/3 317 r -7 =-3418f791, 3-7=-319/1580, 4-7=-971381 t 4-6=-245/89
DEFL
in (loo)
I/defl
L/d
Vert(LL)
-M3 7-8
>999
240
Ver t(TL)
-0.06 7-8
>999
180
Hor (TL)
0.01 5
n1a
n1a
BRACING
TOIL CHORD
BOT HR[
10`0-0
PLATES GRIP
MT20 197/144
Weight: 91 Ib
Structural wood sheathing directly applied or 4-11-9 oc puriins.
rigid ceiling directly applied or 10-0-0 oc bra�ing.
NOTES
1) 2 -ply 2-plytruss s to be mnnected together with 10d (0.13141xY) rails as follows.
Top chords connected as follows. 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as folio - 2 rows at 0-2-0 cc.
Webs connected as follows: 2 X 8 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-8-0 oc,
Al l to ads are con sid Bred a qua l ly a pp lied to a l l p Ci es, except if notal a s front. (F) or back (13) face i re th e LOAD CAS E (S) s ect ion, P lye to J y conn actions have
been provided to distribute only loads noted a (F) or (E), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) VVInd. ASCE
+ 90mph, p F D L=4.8 p f; Category 11- Exp ; enclosed; MWFRS gable end zone, cantilever left and right exposed ; end
vertical left and right exposed; Lumber CI L=1.33 plate gdp DOL=1.33.
Tris truss has beers designed for a 10,0 psf bottom chord lave load non concurre nt vrith any ogler live loads.
This tmss requiros plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Provide mechanical cornection (by others) of truss to bearing plate capable of withstanding 881 ib uplift at joint 1 and 241 lb uplift at joint 5 _
8) This truss i's designed in accordance with the 2003 Irtemat onalResidea lal Code sections R502.1 and 880..10.2 and referenced standard ANS I/TPI 1 F
Hanger(s) or other r connection device(s) shall be provided SUfficlent to support concentrated load(s) 4284 Ib down and 932 Ifs rip at 1-10-8 on bottom chord.
The design/ election of such connection device(s) is the responsIbil-Ity responsibilityof others.
LOAD AEE() Standard
1) Regular: Lurnber Increase=l .1 , Plate-Incr+ea a=1 r1
U n lforrr Load (Rl
Vert: 1-3=-86, 3-5=-,86, 1-5=-16
Concentrated Loads (lb)
Vert., 8;---4234(F)
u']
IKA
Scalo = 1-17_E
ir
;'Job Truss
1078
Summit Truss, t An r� , 1C), M-
ark Man ur - 1 _
Truss Type j Qty-_ Ply
SPECIAL
Job Reference tions]
6.300 s Til 112006 MiTek Indust ries, Inc. Fd Sep 1i5a0 2006 Pa ga 1
4.x
4
--
I
N-2
2-0-0
_ --
Flats q t ,y . 6.x-14 End
LOADING
p
Lid
SPACING
2-0-0
TOLL
35.0
>516
Plates Increase
1,1
T DL
&0
Lumber Increase
1.1
E LL
0,0
Fp Stares Inr
YES
B DL
8.0
Code IRC2003fTP12002
LUMBER
TOP CHORD 2 X 4 SPF Nc.2
BOT CHORD 2 X 4 SPF No.2
WEBS
4 SPF Stud
SLIDER
RIght 2 X 8 IAF 195OF 1.7E 1.9-1
REACTIONS (IbI iZa) 6=378/Mechanical, 2=569/0 -5 -
Max Hort 2=110(load case
Max UPId ;--- 8(toad case ), =-17 (load cage 5)
1
T.
B C 037
B 0.20
(Matrix)
FORCES (lb) - Maxlrnum COMPTeSSiOn/Maximum Tension
TOS' ISD 1-2=0164,2-3=-802/99,3-4=-733/158t4-5=-279/94,5-6=-389/84
BOT HRC) -7=-93/'6082 -7=-30/241
WEBS -7=-81 1, 4-7=-91/457
DEAL in
Vert(LL) -0.00
Vert(TL) -0,15
Horz(TL) 0,01
i
BRACING
TOP CHORD
BOT N l D
0
"
(lo)
I/daft
Lid
6-7
>999
240
-7
>516
180
0
n/a
n/a
PLATE.
T20
Weight: 32 l
ERIE'
1971144
Structural wood sheathing direcdy direapplied or -0-0 cc p u rli n -s.
Rigid cell Ing d i redly a Pp Irad or 104-0 oc bra ci ng ,
NOTES
1 ) Imbalanced roof Cie loads have been considered for this design.
Wind: AS C E-2, Orrtip, h =25ft TC DL=4.8psf; BC DL=4. 8 p sf C ate I I • E
0 F p o ncl csd, Fg ab Ia end zone; menti lever leftand ng ht exposed ; en d
vertical left and right exposed, Lumber DOL=1.33 plate grip COOL=1.33.
3) Th i s tr u ss h as b ee n deli gn ed for a 10.0 oaf boUOM chord late load nonooncurrejj t with any oth er Ii gra load s.
4) This truss requires prate inspection per the T oth Count Method when this mss is chosen forua
Refer to girder(s) for truss to mass connections. q I � assurance inspection
_
6) Bearing at joint(s) 2 considers parallel to grain value using " I}Tpl 1 angle to grain formula. Building designer should vedfy ca
pacity of bearing surface.
. . e r of truss to ba�.nn plate capa bI a of ith to rid ing Ib u pl ift at join t a n d 172 Ib i
r��rade rn�ch�:n�� niton � �t� t Int at
This truss designed �n accordance with the 20°03 International Residential Code sections 8502.11 � 1 and R802.10,2 � � �r,t
. and referenced standardANSI/TPI 1
Job
urr�ritrsF t r~e I+langrj
TrLss Type
SPECIAL
4-0-0
4-0-0
s Qty Ply - IDG-STONEBR00K 3v
Job Reference (0
_
6.300 s Jul 112000 f aT I a ndu e , 1 nuc. Frf S ep 29 �Z0 2006 Pale
r1-_0
4x4
rN
0
1
I
-0 -. -0-
-0- 4-0-0
LOADING (psf)
T LL 35.0
I TCD L 0.0
BOLL 0.;
BCDL &0
LUMBER
Er
TOP CHORD 2 X 4 SPF No.
BOT CHORD 2 X 4 SPF Io.
WEBS 2 X 4 SPF Stud
FAIN -0-0
Rl ate s Increase 1.1
Lumber Increase 1.1
Rep Stress I ncr AYE
Code I R 003fT ]200
REACTIONS (Ib/size) = 75f 'lechanil 1, =56610-;5-8
Max H e rz =11 7load case )
Max Upl f =-! load case )P i-170(1 ad case )
1
TC 0.33
BC 0.0
6 0.21
i
(Matrix)
FORCES Ob) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=016412-3=-743/106., =-690/193, 4-5=-452/86
BOT CHORD 2-6=-981566, 5-6=-391331
'EB. 3-6;---236/137. 4-6=-1 411496
TEFL
in (I )
Vdefl
Vert(LL)
-0.02 5-6
>999
Vert(TL)
-0.04
>999
HDrz(TL)
O.01 5
n/
BRACING
TOP CHORE
BOT !H❑
Lfd { PLATES GRIP
240
MT20 197/144
180
n/a
Weight: 26 lb
Structural wood sheathing directly applied or 6-0-0 oc purlins,
Rigid ceiling d irectly appiied or 10-0-0 c c bra cing t
COTES
1) Unbalanced roof line leads have beenGo nsider d for this design.
). Wind: ASCE 7-02; 90 rrrp h; h = 5ft; T D L=4.8 p f * ,B D L=4 O psf; Category 11; Exp ; enclosed; MWFRS g abfe end zone, roti lever left and rigF� a ht exposed ; end
v e rti ca I left and right exposed; Lumber D 0 L=1. 33 plate Onp [SOL=1.3.x.
This truss has been designed for a 10 psf bottom chord live load nor concurrent with any ether live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) I efe r to g i rde r() for toss to tru :s co n:ne o .
Bearing at joint(s) residers parallel to grainvalue using A NSI TPI 1 angle to grain formula, Building designer should verb capacity of headrig surface.
7) Provide rnechanical connection (by designed others) of truss to bearing
ead n
g plate capable
ofwithstanding � I b uplift nt at jointirt and 10 Ib uplift at joint .0 This tr, � iraccordance the 2003 International Residential Coda sections
R502.1 1.1 and R802,10.2 and referenred standard ANSI/TPI 1
LOAD CASE(S) Standard
Job I
,Trusss � FTru—s—s Type -
EG GABLE
urr�m It truss, St An thony, 11), Mark Mang U M 8-1-2-
5-0-o
1-- --
1-6-0 --i
4
7
Ply
1
TO TONEBRO
Reference optional
y
0,30 Jul 11 20M MiTek Industries, Inc. Fri Sap 29 09:30:31
10-0-0 11-6-0
1-6-0
cafe _ 1:21.2
1
wets ( y).; [6:0-0-0,G-0-0
-
-0-
LOADING (p f) I PACING 2-0-0 C81
T LL 35.0 Plates Increase 1. 15 TC 0.69 r
POLL 0.0
BDL 8.0
,LUMBER
TOP CHORD 2 C 4 SPF i e,
BOT CHORD 2 X 4 S PF f° o.
:OTHERS 4 SPF Stud
Lumber increase 1.1
Fp Stress Incr NO
Cade IR0fTP100
8C 0.,54
E 0.18
(Matrix)
REACTION (Ib/size) 9=07214-0-0, 10=309/4 -CI -0, 8=310/4-0-0
Max Horz 10=-97(1oad case
Max Upl if �-1 (load case ), 10=-266 (load case ),=-267(Ioa d case )
Maxrav = 07 (I Dad case 1) , 10= (load case ), 8=584 lead case 1 )
FORCES 0b - Maximum oriprea i n/Ma imurn Tension
TOP H RD 1 -2=0166,2 -3=-223/633,3A=-144/582.4-5=-145/582,5-6=-223`/6,33,6-7;--0/66
BOT CHORD 2-10=-489/266,9-10=A89/266,B-9,=-489/266,6-8=-489/266
WEBS 4-9=-6701161 P x-10=-370/18 T 5-8=-3791185
10-0-0
7 --
BRACING;
TOP CHORD
BOTCHORD
PLATES G.
TO 1C
'eight: 36 Ib
tfuctural wood sheathing directly applied or 10-0-0 0c purlins.
Rig ceiling dit eti ppIied or 0-0-0 oe braoinq,.
NOTE
1 ) Unbalanced roof dive loads have been considered For this design,
Wind.E 7-02, 00r np h; h=25ft, T D L =4 .-8 p f, E D i_-4.8 psf, Category I I, Exp , enclosed; MWFRS gable end zone; cantilever left and rl ht exposed Cis ed
vertical left and right exposed; Lumbar DOL=1.33 plate grip COOL=1. e 0 , end
3) Tru. designed for wind loadsIn the plane of e truss only. For stud epesed to win (normal to the face), see fVIITeI� "Standard fable End Detail"
4) Th I s truss h as b ee n deal fined for a 10.0 p f bate rn chord ld ve load non ee n old rre n t with any other li ve load S.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance n. peotion.
Gable stud spaced at 2-0-0 or,_
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at pint 266 Ib uplift a .
e joint 8.
p � p t �e�r�t 10 aril � Ib uplift at
Non Standard bearing condition. Review required,
9) This truss is dei ig n end in a o r is rice with the 2003 International Residential Code sections R502.1 1. 1 an cl R802,1 0.and referenced standard . I P 1 1.
LOAD CASE(S) Standard
Irt
000)
I/defi
Ltd
Vert(LL)
-0.17
0-7
fair
100
Vert(TL)
-0,1
-7
n/r
80
or z(TL)
-0. 00
8
n/a
n/a
BRACING;
TOP CHORD
BOTCHORD
PLATES G.
TO 1C
'eight: 36 Ib
tfuctural wood sheathing directly applied or 10-0-0 0c purlins.
Rig ceiling dit eti ppIied or 0-0-0 oe braoinq,.
NOTE
1 ) Unbalanced roof dive loads have been considered For this design,
Wind.E 7-02, 00r np h; h=25ft, T D L =4 .-8 p f, E D i_-4.8 psf, Category I I, Exp , enclosed; MWFRS gable end zone; cantilever left and rl ht exposed Cis ed
vertical left and right exposed; Lumbar DOL=1.33 plate grip COOL=1. e 0 , end
3) Tru. designed for wind loadsIn the plane of e truss only. For stud epesed to win (normal to the face), see fVIITeI� "Standard fable End Detail"
4) Th I s truss h as b ee n deal fined for a 10.0 p f bate rn chord ld ve load non ee n old rre n t with any other li ve load S.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance n. peotion.
Gable stud spaced at 2-0-0 or,_
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at pint 266 Ib uplift a .
e joint 8.
p � p t �e�r�t 10 aril � Ib uplift at
Non Standard bearing condition. Review required,
9) This truss is dei ig n end in a o r is rice with the 2003 International Residential Code sections R502.1 1. 1 an cl R802,1 0.and referenced standard . I P 1 1.
LOAD CASE(S) Standard
Job Truss
1 078 F
um itTru s, A ony, 10, Mark M- angum
Pru
1
-1--0
1--0
EMU
Truss Type
MONO HIP Qty ply TDG-STONEBROOK 3
r ob Reference �
_� gin_
6.300 S ,fi1112006 M iTek In du- stri+s, Inc. Fd ep29 0:331 _
-748
P7 -10
A 7-
1
12-10-4
17-10-4
2x4 H 49kyfn.
B-1-2
N
8-0-0
12-10-4 10-4 -0-0
_
Plate Offsets (, -. [2 -.0 -4 -3,o -Z4 ' I4+ , o2-5]
1-10-
V
I'1ild
0
U51
DEFL
TOLL 35.0
Plates rncrea a
1.15
TC 0400Vert(LL)
TCDL 8.0
Lumber Increase
1.15
BC 0.52
Vert(TL)
E LL 0.0
Rep Stress Incr
NO
WB 0.91
I or L
bode IKUZUU31`l`1j1UU (Matrix)
L�I�IBE n _W
in (I c) I/deft Ud
-0.1 10-12 >999240
-0.33 10-12 X824 180
0,07 8 Iva n/a.
TOP HO 4 P.1= .1 o.
BRACING
TSP HIS
e T CHORD 2 X 6 SPF 2100F 1.8E
WEBS 2 X 4 SPF No. *Except* BOT HI ORD
WEDGE 1 2 X 4 SPF Stud, W2 2 X 4 SIF Stud, W4 2 X 4 SPF Stul, W4 2 X 4 SPF Stud WEBS
Left: 2 X 4 SIF Stud JOINTS
REACTIONS (lb/size) 8=31266/0-5-8,2=277210-5-8
Max Horz = 0 (load case 4)
Max Uplif#0=-777(load case 4), =-665(fcad case )
W2 = 3X8 11
8-1
PLATES GRIP
MT20 197/144
Weight, 117 Ib
Structural wood sheathing directly applied or 2-4-9 cc pWins, except end verticals,
and -0-0 oc purlins (-1- max.): -7.
Rigid ceiling directly applied Or 9-5-12 cc bracing.
1 Row at midpt 7-8p -
1 Brace at Jt(s). 7
FORCES (lb) Maximum CornpressionfMaximum Tension
T P i ORD 1- =0}73, -3=-4684/1073, 3-4=-443'01100 a 4= ---37291932, 5-6=-281 3 , -72815 , 7-8= - 6131651
BOT HORD-1 -906+3017' 11-1 -1047/`4 5, 10-11=-1047/4055, -10=41047/4055, 8- =-58/` 1
WEBS 3-1 =- 09/13 14-1 0 ' 101 7, 5-1 =-577 `1821 -10=-310/1108, - =-1575/41 , 0- =-197/ 1 5 , 7-0 =-'017/3720
NOTES
1) Unbalanced roof live loads have been considered for this design.
) Wind: ASCE 7-02; 0mph; h= 5ft; T DL=4.8psf; 8 DL=4.8psf; Category 11,. F ps ; enclosed; MWFRS gable end zone, cantilever left and right expos
vertical left and rirn
flight exposed; Luber IDOL=1.33 plate grip DOL=1+3 , ed , end
3) Provide adequate drainage to prevent water ponding.
4) Th is tr s s has been des i0 ne d fa r a 10.0 p sf bottom ch o rd I i re lca d' n cnconcu Trent with a ny othe r I ive ioa ds
5) This truss requires plate inspection per the Tooth Gaunt Method when this truss is chosen for quality assurance inspection_
Prcvide mechani ca 1 connection (by other) of truss to bowing plate Ca pahle of with standin 777 Iii upiift at joint 8 and 0051b uplift at 1'pint 2. )truss is d es i nod in a rda.n +ie 003 I r�tcrna �o n al f es ids ra iia I od a sect! onsF 502 . 11. 1 and R802.12.1 �. and referenced r� d
a rd AN l�rl� t 1
Girder_
carries hip end NVith a 0-0 right sleia Setback., B-0-0 left side setback, and 8-0-0 and setback.
9) De sign a su ryes 4x2 (flat o.ri entat o n) purl i n s a t oc s,p acin g in di cated, fasten ed to truss TG w/ 2-10d ria ils.
10) Hangers) or other cc n nection device(s) shall be provided sufficient to support concentrated Icad(s) 953 lb down and 255 lb up 8-
The design/selection of such connection device (s) is the responsibility of others.
p on bottom cl�a rel
11) In. the LOAD GASE( ) 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 l n crease =1.15
Uniform Loads (pff
Vert; 1-4=-860 4-7=-41(F=45), 2-12=- 1 , 8-12=-226(F=-2 10)
Concentrated .Leads (1b,)
Vert: 12=-953(F)
4
N
Job Truss
1078 1 F1
umaTru1iri, ICS, Harm Mangum
9
o Truss Type _ — Qt r - T , I
NO HIP E� �
_ s - a1) _
6,. 300 S J ul 1 l IT -e- —In d ustries, I n c. Fri Se P 29 09:30:32 2 0 e 1
23-0-0
_ - -7`12
:Scale = 1-401
-
:I
1
jj
B-1-2
8-1-2
10
1-
-1-
10- _ "� � -
-0
10-0-06-4-4
Plate 4 et
�...__. � '` [:�-1-*ESI A ._
LOADING (pso SPACING -M CS1
DEFL in I0i/defl Ud
TELL 35.0 Plates ,Increase 1.15 T 0.77 `ert LL 0� 0. -10 >
9 PLATES GRED'
999 240 MT20 197/1
T DL SLO Lumber Increase 1.15 BC 0.63Vert(TL) -0.40 -10 >591 180
B LL 0.0 Rep Stress Inor YES WB 0.44 Hrz TL
1 B D L 8.0 Code I R 00 P 12002 (Matrix)
LUMBER BRACING
P CHORD 2 X 4 SPF No.2
TOP H ILA Structural wood sheathing direcfly directlyapplied or 4-0-8 oc purlins, except end verticals,
ESOT CHORD 2 x 4 SPF No.2 and 2-0-0 oc purlins (4-11- max,): 4-0.
WEBS 2 4 SPF Stud *Except* BOT CHARD rigid ceiling dir �+' a lied r9-11 - bracing.
W3 2: SPF No., W3 x 4 Pi= No.2
W B 1 Row at midpt 5-101,5-7
JOINTS 1 Breve at Jt(s):
REACTIONS (lb/sire) 7-1148/0-5-8t 2=13,15/0-r5-8
Hort 2=24(Ioed case 4
Max Uplift7=-24 (load case ), 2=-285(Ioad case )
FORCES 0b) - MaximumCompression/Maximum Tension
TOP CHORD 1- =X0}68, - =-18i 1 D1, 4--1425/259, -- =-11491259, 5-6 .77, -7=-. 52/99
BOT CHORD 2-1 0 39/1448, -10=-260./086, -9000-2001980, 7-8=-2601986
WEB -10=-40"0'195, -10=0/ 78, - 10 =-72/3 10, 5-8=0/216, 5-7=-12611270
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 0mph, h— ft; T DL=4o psf, B DL-4.Opsf, Category li, Exp - enclosed; MWFRS gable end zone; cantilever left and d lit exposed ; end
Vertical left n d rig ht exposed; L um ber L=1; 3 plate np D L=1. . p
Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 p f boftom chord lige load n onccncu rent with any other live loads.
5) This tnuss requires plate inspection per the Tooth Court Method when this truss is chosen for quality a uran inspection.
Provide mechanical nn ection (by others) of truss to bearing pl ate capable of withstanding . 4 ]b uplift et j pint 7 and 285 lb uplift et j i nt 2.
7) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and R802, 10.2 and referenced standard N .f1TP.I 1.
De si gn assumes 4 (flat ari ntat on) pUHins at 00 spedr1g ind te°d, Pastan ed to truss T / -10d nail&
LOAD CASE(S) Standard
T
A
[jo-6 - ,-- --- Truss
: 1 078 1
F10
L
u r nm t Tft8jsj$2Anthony. 10, Mark Mangum
Truss Types
SPECIAL �
Ply I TDT B _
1
-LJQb Reference o ticlal
6.300 S Elul 11 2COS MiTek Industries. Inc. Fri Sep 29 0 -1page 1
6-2-13
r _ 27-8-15
2X4 I
4 9
34-0-0 -0
--1--
le - 1 * i ,L
12-0-0
Y
-- 1 _-
. .--7,0-0- 1 4
Elate offsets : :D-1-3, [10:0-4-0,0-3-11
LOADING
(ps�P
SPACING
-0-0
T LI�
relates Increase
1.15
TOOL
8-0
Lumber Incase
1.15
S CLL
0.0
Rep Stress Irncr
YES
in (roc)
B DL
,.0
Code IRC2003/TP12002
LUMBER
-(x.4110-11
>992
BC 0.85
TOP CHORD 2 X 4 SEF 16:50F 1.5E *Except*
Vert(TL)
-0.78 1011
T2 2 X 4 SPF
No.
E T H RD 2 X 4 SPF o+
*Except*
n/a
B-3 2 X 4 SP1`
1650F I .E
WEBS
2 X 4 SPF Stun
*Except*
W6 2 X 4 SPF
No.2, VV7 2 X 4 SPF
N .2
WEDGE
Right: 2 X 4 SPF Stud
- 1--
24-8-12
1 1:G--1
1
D E FL
in (roc)
Vdefl
TC 0.73Vert(LL)
-(x.4110-11
>992
BC 0.85
Vert(TL)
-0.78 1011
>519
B 0.64
Horz(TL)
0.43 8
n/a
BRACING
TOP CHCS
B T CHORD
WEBS
- E 4-0+0
9-3-4
d PLATES RIP
240 1T0 197/144
180
n1a
Weight: 143 Ib
Structural wood sheathing directly applied or -3.5 oc pudin } except
-0-D oc purlins (3-6-10 magic.); 4-6.
Frigid ceiling directly applied or S-4-8 cue bracing.
1 Row at m d,pt 6-11
REAC TI NS (Ib./size) 2 =186610-5-8F 8=186610-5-
Max Horz =4(Coad ease 4)
Max LJplift2=-368-(Ic)ad case ),. =-3 (load case 6)
I
FORCES (1b) - Maximum Compression/Maximum Tenslofl
TOP CHORD 1-2=0168, 2-3=-28691424, 3A= -2303/392P 4-5=-2084/379P 5-6=-20831379, 6-7=-4620/517, 7-8 -5106/681. 01
64
12-13=-388/2 �
ET MD 2-13=-38 8/2338,_
f 11-1_ `-300}1 �'�, 1 x-11 �, 8-1 �--14 1
WEBS -13=0 "236, -1 =-555/205, 4-12=-7 91355 P 4-11 =-233162 2 p 5-11=-50 / P -11=-74 / , -1 Oma_ 16812601, 7-10=-362/288
NOTES
1) Unbalanced roof live loads have been considered for this design,
'rn � ASCE 7-02; 00Mph; h= 5ft; T C L= , p f; 13DL= 4.8psf, Category II; Exp ; enclosed; MVVF gable end zone; nbl v r le and N
vertical left and right exposed; Lumber DOL=1.33 plate grip L=1. ht exposed; , enc[gh
Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 1 o . o, psf b tto m chord live load no rico n u rent with any other live loads.
This truss requ gyres plate inspection per the Tooth Count Method whenthis rel i Ia n for quality aurance inspection.
Bearing at joints) 8 ��
. Glue using NS TPI 1 angle to grain forrx ufa. Building designer should ver y capacity of bearingsurface.
.nsId�r� parallel t�, rain �
7) Provide mechanical eonnecfiorl (try others) of truss to bearing plate capable of withstanding 308 lb uplift at joint and 38 lb uplift at joint 8.
8) This truss is designed in accordance with the 2003 International Residential Cede sections R502.. 11. 1 and R802.10.2 and referenced tandardN IfrP
I ) Design assumes 4x2 (flat orientation) p�udins t o spacing indicated, fast nod to Crus TC w/ 2-1 lid nails.. l 1
e
LOAD CASE(S) 3tandard
B
Job
Truss f Truss Type
e -
i Qty P� y
1078
I F1 SPECIALSt�pqtff
runs, St Anthcny, 10, Mark Mangum 1 4-11-13
23-9-0
-11-1 4-9-3 -11-0 - -
2X4 1 3xit_
1
TD -TN EB
Job R etera n o ti or a1
6.300 S Jul 112006 MiT k Fnd_u tries, Inc. Fri .Sep 9 '09-
,1,3P-2006Page I
-5-1
--1
3 5-3-0
Scare
Lid
240
180
n/a
-0
--4
PLATES GRI P
MT20 197/144
Weight, 136 Ib
BT CHORD 2 X 4SPF No
T P l DStructural wood sheathing directly applied r -1-0 oo pud ns, except
. *Except*
-0-0 o purfin ( -10-6 max.): -6,
� . � �F 1 b�BE 1.�
WEBS 2 X 4 SP= Stud BST HFI Rigid ceiling directly applied or 7-8-13 cc bracing.
WEDGE
Left, 2 X 4 SPF Stud, Fight 2 X 4 SPF Stud
REACTION (Ib/size) 1=1 9t /C�--8, 8=1661/0-5-8
Max Hort 1=-201 (load case
Ilex U plift 1 =-2 60(loed case ), 8=- 5 3 (load Case
FORCES lb)- Maximurn ornpres ior/Maxirr um Tension
T P D 1- _- 7 61447, - _- 467/424, 3-4x'"2491f470p 4- =-2488/4687 5-6=-3 4 / 4 , 6-7--4676/64 7-8=- 072
BOTCHORD 1-12=-483/2290,11-12=-410/2048110-1,1=-567/3149,8-10=-572/4388
WEBS 2-12=-288/197, `1 =-35/3`. 2, 3-11-- 8O 80p 4-11=- 001 '6t -11--890/179, 5-10=x./680, 10 211 /1 5 7-10 2
49/276
NOTES
1) Unbalanced roof live loads have been considered for this design.
)Wind: ASCE 7-02; 9OMph; h= ft T C L=4. psfr B DL=4.8psf; Category JI; Exp ; enclosed; MWFRS gable end zone, cantilever left and ri
vertical left and right expcsed; Lumber D L=f. plate grip DOL; --1 .33.ht exposed ,end
Provide adequate drainage to prevent water ponding -
3) This truss has been designed for a 10.0 psf bottom chord lige. load nor con urgent Frith any other live loads.
This truss requires plate -inspection per the Tooth Count Method when thiS toss is chosen for quality assurance inspection.
Beadng at jolnt(s) 8 considers pal raIle I to grain vaIue using AN S IITP1 1 angle to grain formula. BuiIding Desi gner should veri a '
p 1 �f bee�rlg s urraee.
7) Provide mech anical con g' t capable ofwithstandng 2601b uplift at joint 1 and 353 IIS uplift at joie s:
net��� b others) of truss to bens I�.
� is truss is designed in accordance
with the 2003 inter -national onaIResidential Codesections 0 -11,1 an d R80 .1 0 . and tefererCedstandard N IrTP J 1atoospCing indDesi rassumes 4� fiat �ne- purlins i
meted, fa sten ed to truss TG + -1d na I,
LOAD CASE($) Standard
in
24-5-1
--05-11-0Plat--'�
. r
1 . - ` & 10: t 0-x- - 1 p ,, * _ .
LOADING (psD
SPACING-
CSI
DEFL in (Jac)
Wei
T LL 35.0
TCDL 8.0
Plates Increase 1.15
TC 034
Vert(LL) -0,4210-11
>949
BOLL 0.0
Lumber Increase 1.15
Rep Stress In r YES
I BC 0.84
W13
p
ert(Tt_ -0.82 1D-11>487
BCDL 8.0
Code IF 00 IT i 00
0.93
(Matrix)
Hors TL
� ) 0.42 8
n/a
LUMBER
BRACING
TP CHORD
4 SPF Nn
Lid
240
180
n/a
-0
--4
PLATES GRI P
MT20 197/144
Weight, 136 Ib
BT CHORD 2 X 4SPF No
T P l DStructural wood sheathing directly applied r -1-0 oo pud ns, except
. *Except*
-0-0 o purfin ( -10-6 max.): -6,
� . � �F 1 b�BE 1.�
WEBS 2 X 4 SP= Stud BST HFI Rigid ceiling directly applied or 7-8-13 cc bracing.
WEDGE
Left, 2 X 4 SPF Stud, Fight 2 X 4 SPF Stud
REACTION (Ib/size) 1=1 9t /C�--8, 8=1661/0-5-8
Max Hort 1=-201 (load case
Ilex U plift 1 =-2 60(loed case ), 8=- 5 3 (load Case
FORCES lb)- Maximurn ornpres ior/Maxirr um Tension
T P D 1- _- 7 61447, - _- 467/424, 3-4x'"2491f470p 4- =-2488/4687 5-6=-3 4 / 4 , 6-7--4676/64 7-8=- 072
BOTCHORD 1-12=-483/2290,11-12=-410/2048110-1,1=-567/3149,8-10=-572/4388
WEBS 2-12=-288/197, `1 =-35/3`. 2, 3-11-- 8O 80p 4-11=- 001 '6t -11--890/179, 5-10=x./680, 10 211 /1 5 7-10 2
49/276
NOTES
1) Unbalanced roof live loads have been considered for this design.
)Wind: ASCE 7-02; 9OMph; h= ft T C L=4. psfr B DL=4.8psf; Category JI; Exp ; enclosed; MWFRS gable end zone, cantilever left and ri
vertical left and right expcsed; Lumber D L=f. plate grip DOL; --1 .33.ht exposed ,end
Provide adequate drainage to prevent water ponding -
3) This truss has been designed for a 10.0 psf bottom chord lige. load nor con urgent Frith any other live loads.
This truss requires plate -inspection per the Tooth Count Method when thiS toss is chosen for quality assurance inspection.
Beadng at jolnt(s) 8 considers pal raIle I to grain vaIue using AN S IITP1 1 angle to grain formula. BuiIding Desi gner should veri a '
p 1 �f bee�rlg s urraee.
7) Provide mech anical con g' t capable ofwithstandng 2601b uplift at joint 1 and 353 IIS uplift at joie s:
net��� b others) of truss to bens I�.
� is truss is designed in accordance
with the 2003 inter -national onaIResidential Codesections 0 -11,1 an d R80 .1 0 . and tefererCedstandard N IrTP J 1atoospCing indDesi rassumes 4� fiat �ne- purlins i
meted, fa sten ed to truss TG + -1d na I,
LOAD CASE($) Standard
in
Joh Truss TRM T
yper
18 F1 ; SPECIAL a
-- — Joh SqpqvTruss, t Anthony, 10, Mark Mangum 6.300
s Jul 1120-06 MiTekinda�stri s, in F Fri g 09.30: 1 9 a4
--' -
-1- -'-8 -11- 3-11-8 3-10-12 3-10-12 -- -6 4-3-2
Scde_ 1.58.0
54 =
4iZ =
I
4A
3)0-- 2X4 11 &14 MT18H = 4x12
RT CHORD 2 X 4 DF
T P CHORD Structural wood sheathing directly applied or 2-2-10 o padin , except
100F '� _� *Except* -0-0 opurlir� (-0- ,)* .
-
i E� SPF 1�0F 1TE BST Hl� Rigid ceiling directlyIae�J � -
E� � SPF' Stud *Eptam
pp r 10 -D oc bracing -
W11 2 X4 SPF HeP
ECCE
Left: 2 X 8 LSF 1950F 1.7E
REACTIONS (lb/size) 1=4229/0-3-8, 10=422910-3.8
Max H erz 1=1 0(load case 4 )
Maxplttl -1 (load case 4), 10=-1090(1oad case )
FO RC ES 0b) - Max im um C orn press is PIM axim um Te rasion
T P H F D 1- =- 607/1657, - =- 4 /1668, 3-4=-5415/'1 47, 4- =-7635} O C, 5- =-9863125 , -7=-12392131 , 7- =-10881/ 7 1 B-
9--11864129490
-10 =-11402/2 898
BOT HO RD 1-1, _
=-1 ��,�� 1 �-1 =-1 0;����1 � 14y 1 �- �1 �5��1 � . 1 -1 �-� 1 ���' 1 -• 1 ---0:11 0324 11-12=-2897/12294,
10-11 =-2428/1 0
WEBS 2-16=- 143/212, 3-16=-732/2881, 4-16=423651028, 4-15=-1 00/4831,4-14=-30911175, -14=-23231639, 5-13=-745/3038. 6-13=-1917/469.
6-12=-632/2953, 7-12=-465/1582, 7-11=- 35/730, -11=-1340/5450, 11=-380)7 9
NOTES
1) -ply truss to he connected togather With 10d (0.1 1ftx3") nails as follows.
Top chords connected as follows. 4 - 1 row at 0-9--0 e .
Bottom chords connected as follows: 2 X 4 - 1 roar at 0-9-0 oo., 2 X 6 - 2 rows at 0-0-0 oc.
Webs connected as follows: 2 X 4 - 1 row at U-9-0 o ,
All loads are considered equally applied to all plies, except if noted as front F) or back, (B) face in the LO Esection. Ply to ply connections
been provided to distribute only leads noted as (F) or (9), unless otherwise indicated_
unbalanced root lige loads have been considered for this design.
4)Wind-, ASCE 7-02; 00rnph; h=. ft; T DL=4. sf; B L=4.8pst, GategM Ii; Exp ; enclosed; MWFRS gable end zone, cantilever left and right exposed used � endvertical left and right exposed, Lumber D0L=1 r plate gn,p D L=1.33.
�
5 Provide adequate drainage to prevent water poinding-
6)
onding.0) This truss has been designed for a 10.0 psf bottom chord live lead n oncencutrent with any other live loads.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss requires plate inspecbon per the Tooth Gaunt Method d when this truss is chosen for {quality assurance irisp cton,
g Bearing at joint(s) 10 considers parallel to gain value urs.in, ANSI/TPI 1 angle to grain fornnula. Building designer should vedf capacity of bearing surface.
10) Provide mechanical connection (,by others) of truss to bearing plate capable of withstanding 1038 lb uplift atacint 1 and 1098 lb uplift at joint 10.
11 This tars is designed in accordance with the 2003 I nter°nab onal lies idenfiat Code sections R502. and R802.1 0.2 and referenced standard AIV SMTP l 1.
1 ) Girder carries tie-in span(s). 8-0-0 from 0-0-0 to 33-5-8
1 ) Design assurnes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ -10d naris,
EGAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=l .15
Uniform Loads (pig
Vert: 1-3=-86, 3-8=-86, 8 -j0=_86,1 -14 169(F=-15:3)1 12-14=-1 (F=-1 ,11-12=169(F=-153), 10'11=-1 9(F�-1 )
7 -9-0 11-8-8
15-8-0
19-6-12
- -
� 25-6.0
_
7--o -11-3-11-8
-1 0- 1
3-10-12
i-
7'11'
laf Offsets 1 �
I:Ed e0-3-15 T •0 -3TC [ - _ _
-
_�°
j �� r
_ 0-i-81
_-
_
LOADING
Tit_ L
(ps
SPACING 2-0-0
Plates Increase
CSI
TC 1.00
CREEL inlob
� ) Vde
L/d
PL-ATES GRIP
TCDL
8.0
Lumber Increase 1.15
BG 0.92Vert(TL)
Vert(LL) -0.5.
-0.08
12-13 >760
12-13 >450
240
180
MT20 197/144
MT18H
BOLL
0.0
Rep Starers Incr NO
WB 0.67
Horz(TL) 0,42
10 n/a
n/a
197/144
ECRL
8.0
Code IRC2003fTP12002(Matrix)
-
Weight, ht: X14 ib
LUMBER
BRACI
TO F' H
P n 7 Y z
tz pi: Ho
RT CHORD 2 X 4 DF
T P CHORD Structural wood sheathing directly applied or 2-2-10 o padin , except
100F '� _� *Except* -0-0 opurlir� (-0- ,)* .
-
i E� SPF 1�0F 1TE BST Hl� Rigid ceiling directlyIae�J � -
E� � SPF' Stud *Eptam
pp r 10 -D oc bracing -
W11 2 X4 SPF HeP
ECCE
Left: 2 X 8 LSF 1950F 1.7E
REACTIONS (lb/size) 1=4229/0-3-8, 10=422910-3.8
Max H erz 1=1 0(load case 4 )
Maxplttl -1 (load case 4), 10=-1090(1oad case )
FO RC ES 0b) - Max im um C orn press is PIM axim um Te rasion
T P H F D 1- =- 607/1657, - =- 4 /1668, 3-4=-5415/'1 47, 4- =-7635} O C, 5- =-9863125 , -7=-12392131 , 7- =-10881/ 7 1 B-
9--11864129490
-10 =-11402/2 898
BOT HO RD 1-1, _
=-1 ��,�� 1 �-1 =-1 0;����1 � 14y 1 �- �1 �5��1 � . 1 -1 �-� 1 ���' 1 -• 1 ---0:11 0324 11-12=-2897/12294,
10-11 =-2428/1 0
WEBS 2-16=- 143/212, 3-16=-732/2881, 4-16=423651028, 4-15=-1 00/4831,4-14=-30911175, -14=-23231639, 5-13=-745/3038. 6-13=-1917/469.
6-12=-632/2953, 7-12=-465/1582, 7-11=- 35/730, -11=-1340/5450, 11=-380)7 9
NOTES
1) -ply truss to he connected togather With 10d (0.1 1ftx3") nails as follows.
Top chords connected as follows. 4 - 1 row at 0-9--0 e .
Bottom chords connected as follows: 2 X 4 - 1 roar at 0-9-0 oo., 2 X 6 - 2 rows at 0-0-0 oc.
Webs connected as follows: 2 X 4 - 1 row at U-9-0 o ,
All loads are considered equally applied to all plies, except if noted as front F) or back, (B) face in the LO Esection. Ply to ply connections
been provided to distribute only leads noted as (F) or (9), unless otherwise indicated_
unbalanced root lige loads have been considered for this design.
4)Wind-, ASCE 7-02; 00rnph; h=. ft; T DL=4. sf; B L=4.8pst, GategM Ii; Exp ; enclosed; MWFRS gable end zone, cantilever left and right exposed used � endvertical left and right exposed, Lumber D0L=1 r plate gn,p D L=1.33.
�
5 Provide adequate drainage to prevent water poinding-
6)
onding.0) This truss has been designed for a 10.0 psf bottom chord live lead n oncencutrent with any other live loads.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss requires plate inspecbon per the Tooth Gaunt Method d when this truss is chosen for {quality assurance irisp cton,
g Bearing at joint(s) 10 considers parallel to gain value urs.in, ANSI/TPI 1 angle to grain fornnula. Building designer should vedf capacity of bearing surface.
10) Provide mechanical connection (,by others) of truss to bearing plate capable of withstanding 1038 lb uplift atacint 1 and 1098 lb uplift at joint 10.
11 This tars is designed in accordance with the 2003 I nter°nab onal lies idenfiat Code sections R502. and R802.1 0.2 and referenced standard AIV SMTP l 1.
1 ) Girder carries tie-in span(s). 8-0-0 from 0-0-0 to 33-5-8
1 ) Design assurnes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ -10d naris,
EGAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=l .15
Uniform Loads (pig
Vert: 1-3=-86, 3-8=-86, 8 -j0=_86,1 -14 169(F=-15:3)1 12-14=-1 (F=-1 ,11-12=169(F=-153), 10'11=-1 9(F�-1 )
Job Truss Truss Type
1078 F 1 F I L 1 GABLE
Umm t Truss, St Anthony, ID, Mark Iliangu -1 a -
LOADING
(p
TC LL
85,0
TDL
8.
BLL
0.8
NON
B-11-4
Qty F'I TC G- T NEBROO
I Job Reference lo_pticna'[) _
.300 s J u 1112006 M iTel Ind ustrles, lne_ 4Fri Sep . 09,30-135 2006 Page I
17-10-8
-11-4
SPACING 2-0-0
Plates Increase 1.1
Lumber [norase 1.15
Rep Stress ince YES
`s t
TC 0+14
BG 0.87
WB 818
L;L 8L0 Code IRC2003rFP12002 (Matrix)
LUMBER
TOFF CHORD 2 X 4 SPE No.2
BOT CHORD 2 X 4 SPP No.
OTHERS 2 X 4 SPF Stud *Except*
ST5 2 x 4 SPF No.2, ST4 2 X 4 SP1` No.2, ST4 2 X 4 SPF No.
17-10-8
DEFL ire (100)
Ver-t(LL) n1a -
Vert(TL) n}a -
HorTL) 0.01 11
BRACING
TOP IBRD
BOTCHORD
WEBS
/de11
rola
n/a
n/a
KM
6
PLATE
MT20 1
Weight: 110 lb
Sae = 1-48.8
Structural wood sheathing directly applied or -0-0 oc purlins,
Rigid ceiling directly applied or 10-0-8 cc bracing.
1 Row at midpt 8-18, 7-15, 5-17
REACTIONS(lb/ rze) 1=80/1 -18-8, 11=80/17}1 8, 1 =48/17-10-8, 1 = 11/17.10-8, 1 =201/17-10-8, 14= 1 /17-18-8. 1 =152,17-18-8, 20=211.x'17-10-8' 19=201/17-1 0-8 18=218/17-1
#,
Max Hort 1 a7load case 4
MaxUpIM1=1 5(load case )+ '11=- 8(load case: 4), 1 =-1 (load rase ), 18=-1 (load case 8), 14=-17 (load case ), 1 =-4(load ease), 0=-1 (load case } 1 �_1 I0ad case
18=-17 (load case 8).17=- (load case 4)
Max rav 1- 8 (lca:d case 4), 11 =23.7 ( load case 6), 16 - 1 (load cash' b), 1 -. 11(l oa d case 18), 1 -2 81(l oad ease 1), 14- 21 (load ease 10), 18-1 7Ioad caste
1-201(load case 1), 18 -21 (lo d case )r 17=1 7(lo d case 1 i 20=21 1 (load ,
FORCE (Ib) - IVla irr UM Compression/Maximum Tension
TO P C H 0 RD 1- =-857/1' * -3 =-2 611175, 3-4 =- 162J1 56, 4_8=-8 /174, 5-6=-53/194, 8-7=s88/1 88, 7-8=-89 '14 , 8- =-87!'81. -10=-189/99, '10-1 1=-328/116
SOT CHORD 1-20=-761248t 19-20=-761248, 18-19=-76/248, 17-18=-78/248, 18-17=-76/248, 15-16.z-.-76/248,14-15=-76/`2`48,13-14=-761248,12-13=-76/248,
11-1 =-78/248
WEBS -'18 - 1310T10-12=-1'68 '188, -1 =-172/175, 8-14z--180/1133,7-15=-130/62,2-20=-168/1680 3-19r-172/175, 4-18=-1801192, 5-17=-130f75
8.75
NOTES
1 j Unbalanced reef live loads have been considered for this design.
2) Wind, ASCE 82; 90mph; h=�2 ft; T DL=4.8psf; B L=4.8psf, Category 11; Exp ; enclosed; MWF gable end zone; nblever left and fight exposed end
i
vertical a and right exposed; Lumber DOL=1.38 plate gnp DOL=1. .
8 Tess des .r� d for war rid loads in the p len a of th a mss o rely. For st�u res exposed to mind -(no rural to the face) , see M;Te k "Ste n dard a b�l e E rid D eta it
�
4 Th is truss h a s been d esig need for a 18.8 psf botto m chord flive Io ad nc nco ricurre n t with any other~ rive load s.
p lates are 2 x4 M T20 un less wtheW se 1 n di ted.
8) This truss requires plate inspection per the Tooth Count Method when this true is chosen for quality assurance inspection,
7) Gable requires continuous bottom chord bearing.
8) abfe stuids spaced at -0-0 oc.
Provide rn echan ica I con necti n (by others) of truss to b ea d ng plate capable of w ithstanding 125 Ib u lift at `oint 1 88 Jb u lift at ,
P � p poi nt 11 f 1 I b u p�ift at l ei rpt 1,
153 1b uplift at joint 13, 175 Ib u plift at joint 14, 481b uplift at joint 15, 1621b uplift at joint0, 15 lb uplift at joint 19, 1 1b uplift at joint 18 and 8-1b uplift at 'oint
17. J
10) This truss is designed in accordance with the 2003 Intemational Residential Code sections x.502.11.1 and R802.10.2 and referenced standard A IfTPI 1.
LOAD CASE(S) Standard
4
UMM it Truss, .bi on , ID. Mark Marg a rn
_ 1 -;
1_6_0
Truss Type
IVION- HIP
Job Re fer rt _ o bona _ _
6.300- Jul 112006 M17e lndus i , In6, Fri e�' 9 09:3 ge 1
12,-0-0
N
23-0-0
'-
- _ '
6.2_13 - --
4 Plate Offsets,' .
�... ____e._�.
LOADING (psf) SPACING 2-0-0 CSI
TCLL 35.0 Plates Increase TC 0� 1 - in flde Lid
1 >999 240
T[�L 8.0 Lumber Increase 1.15 � 0 erI�LL� �.� �
B LL M Rep Stress Iver YES WB OM Hort TL O�0
ria
BDL 8, 11'TPI (Matrix)
LUMBER BRACING
TOP CHORD 2 X 4 SPF No
-7-1
230-0
PLATE
MT20
Weight: 110 Ib
GRIP
197/144
Sal 1;40_7`
4
95 -
8-1-2
PLAT
1-
TOPS GHORD Structural wood sheathing directly applied or -•10-7 eo parfin except end verticals,
BOT HD ., SPF r�+le.
E� � 1�F told *Except* end -[� e pudins �7-1 1 max.): 4-6.
BT HISRigid -ceiling directly applied or 10-0 ee bracing,
W4 2 X 4 SPI` No.2, W4 2 X 4 SPF No,2 WEBS 1 How at midpt
,JOINTS 1 Brace at Jt( ) w
REACTIONS l bis ize) 7 =11 8iO- _8, =1 1 10-5-8
MaxH orz 2=2 g (fea d cas a 4
M arc Lip 1 ft7 =-241(load Gale 4), 2;----291 (Io ad cas a
PORCES (1b) - Maximum Compression/Maximum, Tension
TOP H RD 1- =Dt , : =-1 171279, -4=-1241124.1, 4- =-967'126 , - =-54191, 6-7=- 1 1
T C H 0 R D `-11=-310/1440, 10-11=--31 011440. -10=;--310114 , 8-9=-21 Of7 2 8, 7-8=-21 O 8
'REBS 3-11 =0/2 26, 3-9=-597/213, 4-9= 0/204, 5--9=- 1 014120 8=0/21 0 � -7=-11
33/235
OTE
1) Unbalanced roof 11 v loads Mine been considered for this designz
Ind: ASCE 7-02; 19-Omph, h= ft, T C L=4.Bpsf- E3 DL=4,8p ff Category 11 Exp , enclosed,FR able
vertical left and right exposed; Lumber DOL=1. plate grip DOL-1.33.� end gene; rtit�Ie�er left and �ght exposed ;end
Provide adequate drainage to prevent wafer ponding,.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ether live leads.
This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Provide mechanical connection (by others) of truss to bearing plate capable sof withstanding 241 Ib uplift t joint 7 a
2.
7 ) This truss Is designed, Irl accordance �� the 2003 International Residential � erl ode s�R502.1 p 1 1 I� � pl at joint
Design assume 4x2 (flat o6entetion) pu t� at pacin indicated fastened to t 1,1 andX0 ,1 �D. and referenced st�r��i�r � I�1`�I1.
�s T � -1 �d nails.
LOAD CASE(S) Standard
Job True__
1 078 F
Sum m -it Truss,d. 4*cn, ID. Markars u .
-1--0
7 s —
1--
I
7-- 1
7-2-13
I Hass Type
MONO H I P
14-0-0
--
EM
r
Ply TDG- T NEBRO
I
—
I Job Reference (opfion s.l
-300 s Jul 112006 MiTek Inc tyles, Irye. Fri ep29 09;'3036 20Tale2ge 1 ..
_ 18-4-4 --0
4-4 4-7-1
4 11
7--1 1�O
--1 6-9-3
P lati Offsets (X7 . [2:0-8-5,,G-0- 1 O
LOADING (psD
SPACING 2-0-0
CSI
DEFL in
T LL 35.0
Plates Increase 1.15
TC 0.66
Vert(LL) -0.17
T DL &.0
Lumber Increase 1.15
BC 0,63
Vert,) -0.37
B LL 0,0
Rep Stress Incr YES
W13 0.91
HorTL) 0.04
B DL 8,0
Code IR 00 /`P1 00
(matrix)
im,
00c) Ild eft Lied PLATES FSI P
7-8
>999
240
7-8
>731
180
7
n/a
n1a
LUMBER BRACING -
T P Hr)1 r 9 Y A q1DFT
MT20 1971144
Weight: 109 lb
130T CHORD 2 X 4 SPF ,
oSOP CHORD Structural wood sheathing direedy applied or 3-6-8 ec purlin , except end verticals,
and 2-0-0 oc pud int (6-9-0max):- .
`�� SPF Stud 'Except* �T HLA Rigid ceilrrrg diratly epp] id or 10-0-0 0 C bracing.
WEBS 1 Row at rnidpt 6-7,5-7
JOINTS 1 Brace at Jt(s):
REACTIONS (Ib/size) 7=1148/0-5-8,2=131510-5-8
MaxHors =34(lead case 4)
Flax U pHU=-236(1 oad case ), = Food case )
FORCES 0b) - Maximum CompressionlMaximurn Tension
TOP H CS 1- =0/6 8, - =-177 6/2 80, 4 =-1083 . , 4- = -807/2 a F 5- =-74/` 1 , -7=-1$3/8 9
BOT H D 2-10=-305/1394,9-10=-30511394,8-9--3051139407-8=-1!90/517
WEB 3-10=01242, - =-715/2 62, -8=-9/161, 5-8-155/5 91, 5-7=-1023/262
NOTES
1 Unbalanced roof live loads have been considered for this design.
Wind, ASCE 7-0 : 130 h; h-��• T�L=�_p '; . : , gable end zone, cantilever left and right aP used ' end
p sf• �L=ps f; ateg � i 1; Expo enclosed, closedF bl
verb left and right exposed, Lumber CS L=1, 33 plate grip DOL=1- 33,
Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf boftorn chord live load. n encen u rrent with any other live lead .
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Provide meeha�nicaI nnection (b ethers) of truss to ring plate pa � P �p � .
brei � b�� of thtandin � Ib a lift at �eir�t � ar�d �4 Ib �., lift at '��nt
7) This truss is designed in accordance with the 2003 International Re dentiaI Code sect ons R502.1 1 .1 and R802.10.2 and referenced standard AN Sl/TPl 1
8) Design assumes U2 (flet orientation) pudins at oc spacing indicated, fastened to truss TC w/ -1 Od nails.
LOAD D CASES) Srta ndard
Job .- -T.�_ _.. _—_..
�! {Truss Type t Ply TDG-STONEBROOK 3
Y
11078 F4MONO HIP
urrpit, tIn-'-B—J+'lrlInu
-'—m-- Lb Reference (oprional�
6-30
0 8 Jiar 112006 MiTek lndui�t es, 1'6c. Fri eP %3J4 0 Pa - e PI
q
19-4-4 -0-0
Scars = 1,45A
r = P
5
f -%i a J—k"— L —
-^ A �% w--- -1 1W ffr. ft - - - .
8-2-13 16-M
LOADIN
(per
SPACING
2-0-0
T LL
35.0
Plates Increase
1.1
TDDL
8.0
Lumber Increase
1.15
BLL
0.0
Rep Stress Incr
YES
B DL
8.0
Code IRC2003ITP12002
LUMBER
TOP HO -R ! 2 X 4 BF'F No.
BOT CHORD 2 X 4 SPF No.
WEBS 2 X 4 SPF No. *Except*
1 2 X 4 SPF Stud
REACTIONS (Ib/size) 8=114810-5-8o 2=1 31510-5-8
Rarz =391(load case
Max Uplift 1 (load case 4), =-(load case )
CS]
TC 0.8.E
BC 0.68
B 0,46
(Matrix)
DE L
in (loc)
Affl
Ltd
Vert(LL)
-0.1 -11
>999
240
Vert(TL)
-0.30 -11
>899
180
Hcrz(TL)
0.04
a
nfa
BRACING
TOIL ''REQ
BOT IRU
'REBS.
JOINTS
Y FORCES 0b) - Maxim= orinprc ion/ la imum Tension
TOP I I D 1— mO/68, -3=-1734/269, 3-4®- 1 /172, —5--73012051 —638/ 49, j =— / i L, 7-8=-1 # 1 00
BOT HOR D 2-11=-308/1344,10-11=-30811344,9-10=-308/1344,8-9;---163/366
WEBS -11=0 , 3-9=-848/-303. -9=-1 /117, 6,9=-2331765, -8--10041249
23-0-
PLATES GF4P
MT20 197/144
Weight, 11.E lb
St,ructu ra l wood sheathing directly a pp I i ed or 2-2-0 of
and 0 cc purlins (5-9-6 rax.): -7.
Rigid ceiling directly applied or 10-oc bracing.
1 Row at midpt 7-8, -9, 5-9t 6-8
1 Brace at ,fit(): 7
NOTES
u 1) Unbalanced roof lire loads have been considered for thi,5 design.
c ) Wfnd; ASCE 7-02; 90rnph; h=25ft: T UL=4. psf BC L=4.8psf; Category II Exp ; enclosed, MWFRS -gable end zone; cantilever left and right exposed . sari
vrb ca l left and right exposed-, Lumber U L.=1.33 plate grip D L=1. .
Provide adequate drainage to pr vent water ponding.
4)
nding-
4) Thi tru ss h as been de igned for a 10.0 psf bottom chord lure Ioad non concurrerpt with any other live Ic ad s.
This true requires plate inspection pier the Tooth Court Method when this truss is chosen for quality assurance inspection.
Provide mechanical connection (by others) of truss to bearling plata capable of withstand i rng 231 1b uplM at joint 8 and 294 lb uplift at joint 2.
7) This truss is designed in accordance with the 2003 International Resident al Code sections R502.1 1.1 anid R802. and referenced standard N V P 11.
Design a suma 4x2 (flat d ntati on) pudins at 0c spacing indicated, fastened to truss T / 2-10d nails.
I LOAD CASE(S) Standard
9
IVA
Job Truss- _.. ...
Trues Type j Qty Ply TDG-STONEBROOK 3
c a
1 078 F5 COMMON
Su
n'Iril t Anthony, I , Job Reference a ptio n r�
.3oo s Jul 11 2006 IiT�el Industries,e Inc. Fri _
rSep V*o: 7 200 Page 1
1-175-14 17-0-0
23-0-0
J-
1-6-0
1-_ 0 11- 1 5-6-2 ii
6-0-0 pl
1
V-1
Pl ategsats .
LOADING (ps
TOLL 35.0
TDL 8.0
8LL 0.0
BCL 8.1
LUMBER
Ti P CHORD
BOTCHORD
WEE
9
L
FACING -[-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Incr YES
Code 1 RC2003 FP1 00
4 SPF Flo.
4 SPF No.
4 SISI- No. *Except*
W1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud
REACTIONS (Ib/size) 2=1 1510-5-8, 8=11 /
Max Hort 2=4 38 (l oad case 4
Ia 'pl ift=�0 1 ( load case 5), 8 =- 0load case
CSI
TC 0.43
SC 0.52
E 0.27
(Matrix)
1 -..n
DEFL
in (Icc)
I/dfl
Lid
Vert(LL)
-0.11 -11
>999
240
Vert(TL)
-0.27 -11
>0
180
H ort(TL)
0.04 8
rtil a
n1a.
BRACING
TOS' CHORD
BOT CHORD
EB
:FORCES (lb) - Maximum C ornpress io l" a imurn Tension
TOP H R D 1- =0/ 8, - =-17 'x,+ 14 f - =-14 /2 fi 4-5=-1359 10 } 5- = -72912. 3, 5-7 =-731, 240, 7--8=-1101 /250
POT CHORD -11 359'1 X433! 1 c -11=-241/983p9-lo=-2411983,8-9=-57177
WPBS 3-11'-408/216, 5-11=-.87/5 05, 6- =-74228 , 6-9=-76}2.26, 7-9=-121 f753
.7 -n,. --n
PLATE
MT20
Weight: 109 lb
GIMP
197/144
;f
tru to rel good sheathing directly applied or 3-11-4 oc pufl in s, except end verticals
Rigid ceiling directly pplied or 9-9-2 oc bracing}
1 Row at midpt -9, 6--9,7-8
NOTES
:--,7-
MOTES
1)nbalanced roof lire loads have been considered for this design.
Wind, F- 7_02; 90mph; h= 5ft; T DL= .Bp f; ECRL=4. ps ; Category ll; Exp C., endosed; MWFRS gable end zone; cantilever left and d ht exposed end
vertical left and right exposed.; Lumber DOL=1,33 plate grip IDOL =1.33.
Thi s tru s s has been d s g n ed four a 10.0 p f bottom ch ord I ive loa d n oncan urrent with a ny othe r 1 ive lca ds.
4) This truss requires plate in spew r per the Tooth Count Method when this truss lis chosen for quality assurance inspection.
P rovM e m ech an ica l conn section (by otb er ) of tr u ss to bean n g plate capable of with sten di n g 301 lb u pi ift at j of n t 2 and 2201b uplift at jol rpt 8.
5) This truss is designed in accordance with the 2003 International R esidenba l Cock sections R502.1 and R802.10.2 and referenced standard ANSI/TPI 1
LOAD CASE(S) Standard
Jo - -t
Tn.t s Truss Type
1 078 F6 SPECIAL
Summit Tr sq.- t Anthony, Iii, clerk Mangum
1#
�'-'a —'—
1
1
1—-
--1
Ply TD -BT EBR ,3
r
1:4
- I Joh R eferenoe_Cotiorbei t
6.300 i u r 112006 ISI iTek Industries, Inc. Fri Sep 29 o -_ -
�'age 1
5-5-15
-. 5-6- -.
a
-1- =
.. e
31-0-0
- --1
.. _ -- --
Plate OTsqt§
r
LOADING ( DSf)A1 r - _ -
TALL
35.0Plates
Increase 1.1.E
TC 0,84e
I E.F L
L �)
T DLr
8.0
Lumber Increase 1.1
I B 0.7
BOLL
0.0
Rep Stress. Inr YES
I B 0. 99
Harz(TL)
E D L
8.0
Code IRC2003/TP12002
(Matrix)
LUMBER
_
n Doo) Ifdefi Lid PLATES GRIP
`
0.35 13-14 > 240 MT20 1 ��1
0.64 13-14 >574 180
44
0.37 11 n/a n/a
Weight: 138 lb
TOP CHORD 2 X 4 SPF No.2 TOPCHORD
8T CHORD SPF ��,l0. *Except*�T FICA
B1 4 PF 1F 1,�E EB
WEBS 4 SPF Stud *Except*
PF No.2, W4 2 X 4 SIF No.2, W9 2 X 4 SPF No.2
REACTIONS(Iblsize) =17 1 O-5-8, 11=1557/0-5-8
M ax H orz 2=3 62 (load oes e 4 )
Max Ll lif -= 7 (load case ), 11=- (lead case )
Structural wood sheathin direeti applied or 1-11-1 oc purlins, except end verticals_
Rigid oeil%rig directly appfied' or 7-84 oe bracing.
1 Row at midpt -1
FORCES (lb) = IV13 i mu m Compression/Maximum Tension
=0/64* - -4605/898, -4 � 1 , 4- 41 , - =-145 '`36 6, -7 =-1, 71 8 7-$= 155 _
T FIIC� 1-- �� �-�-1��
10-11=-106/4 r 10�� 9
BOTCHORD 2 -14=-862/3980,13-14=-40'7/2436,12-13=-159/1426,11-12=-167/1160
WEBS
3-14=A40/272,5-1�4=-365/2299.5-13=-1673/437,6-13F=-221/934,7-13=-413/232,7-12=-200174,9-12=-31325,9-11=-1795/302
NOTES
1) U n ba [an ced roof live keds have been conside red fo r th i s design
Wind ASCE 7-0 t 0mp ; h- ft; T C L= . p�sf; B - used; F ab a end zone;
�' L - _sf:' ate I I • E end
vertical left and right exposed , Lumber 101-=1.33 plate grip DOL=1.33. cantilever I end right exposed � +� r� d
This truss has been designed for a 1O.O psf bottom chord Imre load n on concurrent with any other live loads.
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
Bear1ng of 1ointfs) 2 considers parallel to grain value using NSI/TPI 1 an ie to grain formula. Building designer should verffy caparitY
Provide mechanical connection (b others) of truss to bearing plate capable of Wthstandin 374 I u I" of 1eann surface
� wft et �oi r�t ar�d !h uplift at joint 11.
7) This truss is designed in accordance with the 2003 I ntemat on al Residential Cede sections R502.1 1.1 end R802 . 10.2 and referenced standard
ANSI/TP 11.
LOAD, CASE(S) Standard
Job
1 078
9
Tris
F7
--r
Summit IM4t nth an ' 1 , Mark Ma nagum
--
Truss Type
SPECiAL
17-0-0
5-5-
7-0-
-- 1
6
Qty
2
PIS+ STDG- T0N EE lZ l
1
_J oh F efere.n (optional)
6.300 s Jul 11 2006 M[Tek Industries, Inc_ Page 1
-- --
- 5--
4-040
-11-11
1-6-o
$Cal 1$a.s
-1-2
Faits 0ffs t ,' : [2-.-CQ-7,0-0-141, 10;6-1-3,Ed 13:0-7-1210-2A], [ 4:04-0,0- -1 7-8-11
�.
LOADING
psf)
SPACING
2-0-0
CS1
DEFL
in (I
TOLL
35,0
Plates Increase
1,16
TC 0.97
Vert(LL)
-0.4313-14
T D L
8.0
Lumber, Incmase
1-15
BC 0.66
Vert(TL)
-0-8013-14
BOLL
0.0
Rep Stress Incr
YES
WB 0.93
Horz(TL)
0.44 10
I E EL 0,0 Code IRC2003fTP12002
LUMBER BRACING
TOP CHORD 2 X 4 S PF No.TOPCHORD
ESOT CHORD 2 X 4 SPF No. "rE pit* BOT CHORD
131 2 X 4 SPF 16 OF 1. E WEBS
WEBS 2 X 4 SPF Stud *Ext*
W 4 SPF No. , W3 2 X 4 SPF No.2, W4 2 X 4 SPF No.
WEDGE
Left: 2 X 4 SPF Stud
REACTIONS (lb/size) 2=186610-5-81 10=1866/0-5-8
-6
Max Hort 2=-31 8(load case 3)
Max Dplif !-3 4(load case ), 10--3 4(load case 6)
C15d
deft L/d PLATES
X930 240 MT20
06 180
n1a A
Weight: 142 Ib
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 7-0-7 cc bracing,
1 Row at midpt 6-13
FORCES (lb) - l a. lmum COO resslorl/ l murn Tension
TOP H RD 1- =0164, - —6116/934. =-4585{766, 4- = 7o! -5-6=-I 3 /41 ,,- --1687/433, 7-8--2453/60 ", - =- 77/4 , 9-16 - 8/48 ,
10-114/68
BOT CHORD -14=-85714426, 13-14--405/2785, 12-13=-189/1902,10-12=-282J2325
VVE E 3-14=-4271271, 5-1.4=-362/2 54 , 5-13=- 1805/434, 613=-270/1230, 7-13=-7G7/28 , 7-1 = 110/604' 9-12=-382121 1
NOTE,
1) Unbalanced roof live loads have been considered for this design.
Wind: AS C E 7-02; 90m ph; h= ft; TC D L =4. 8P f! B C D L =4.3p f Category 11; Exp en closed; MWF F S ga b1 e e n d zo rye; Cantilever I eft an d r1g lit expo se d ; end
verfical left and right exposed; Lu m r D L=1.3 3 plate g dp D L=1.33.
3) This truss has been designed for a 10.0 psf bc#torn chord lire load nonconcurrent with any other lire #eaid ,
4) This truss requires plate inspection per the Tooth D ou nt Method when this truss is chosen for quality assurance inspection.
' ) Be ari n g at joints) 2 consi de rs para Ile I to grain va I ue w s ing ANS I T 1 1 ang le to grafi n form ul a. B ui Id insh ould verify � deli � ner pace of bearing. s urfa+.
6) Provide r-nechanical connection (by others) of true to bearing plate capabte of withstanding 394 ]b uplift at Joint 2 arl d 394 lb uplift at joint 10.
7) Th[s truss is designed in accordance with the 2003 International Residential Code sections R502.1 1 .1 and R802,10.2 Y10. and referenced standard NS;1TP1 1.
LOAD CASE(S) Standard
GRIP
1 97/ 144
-1-
Job
1 07.8
Truss
W.
wl a u l"Mi ll i f Antn0ny, ID, Mark Mangum
s i voe
SPECIAL
16-0-0
-9-3
--
_ [X14 MT20K=
5 A
1
Ply TD T —NEBROOK 34 _ _
.. Job R:eferenoe (optional)
6.300 s Jul 112006 MiTak Industries,
25-8-1
--34_
7-8-15 8-3-1 1-6-0
-'0-11
9-3-4
Vdefi Lid PLATES RI P
>947 240 MT20, 1971144
> 19 180 MT 0H 148/108
o'
a n/a
`eight: 148 Ib
T3 2 X4 'SPF fie_, T5 2 X 4 DF 2400F 2,011
TOP CHORD Structural wood sheathing directly applied, except
��-� e� . �rl�r�� -
BOT CHORD 4 SRF No. *Except* p 4� max.)- - .
B3 2 .: 4 SPF 1OF 1,5E
BOTCHORD Rigid ceiling directly applied or 2-2-0 ac bracing.
'�+1fL�� � Fov� at amid
WEBS SPF No. 'Except' .pt 3-12,6-12
1 2 X 4 SPF Stud, W6 2 X 4 SPF Stud
WEDGE
Right: 2 X 4 SPF Stud
REACTIONS (lb/size) 2=18,66/0-5-8, =186610-53
MaxHarz =. 7(I0 d case 4)
Max Uplift =-3 0(1oad case ), =-3 0(l0 d case.
FORCES (1b) - MaxinluM CompressionlMaximum Tension
T P H D 1- =0168, - =- 7 01457, =.1989+36 , 4-5=-1 o5 , . =-1 11407, -7--456717 , 7- -474 { 0 0
BOT H 1 D 2-13=-375/2249,12-13=-375/2250,11-12=-126/1746,9-11=-482/4375 1 =-37 5/2249, 1 —1 3=-375/2250, 1 1 —1 =— 126/1 746, 9'-1 1=-48: 14 7 T y _ �_ { , �J� 1„1
WEBS 3-13-01296' 3-12=-82 OrJ 04, 5-12=-1361598, -1 =-7051197, -11=- /3260, 8-11 =-52 2/317
MOTES
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-02; 90mph., h- ft, T DL= . sf, BC L= .SpSf, Category I11, Exp g enclosed, MWFRS gable e � '
vertical Taft and right exposed, Lumber C3 L� 1.33 plate grip DOL -1.33.
end ��r�e, cantilever 1�fk and right posed � end
3) Provide adequate drainiage to prevent water ponding.
4) Th is truss ha s be en d esig reed for a 10.0 pf bottom cho rd 1i Ve load no neon cu r
All Plates are I IT plates unless otherwise indicated, rlt rr�h n other �i�r I��d�.
This truss req u i re s plat -49 inspection per the Tooth Court Method when this truss is ch wn forua Ii assurance ra n
� lnspctlali.
l () considers p�aralleI to grain +value using ANSI TP1 1 angle to grain formula, Funding designer should eann � joint
(s)
� _ � - � . � p � - � � #� rr capacity of bearingsurface.
9.
g Provide mechanical connection b others of mss to beadn late able of thtandrn 390 Ih uplift at joint and 390
This mss i designed in amorda.n with the 2003 International Residential Cale sections R502.11.1 and R b �,�I�k at l��r�t
10) Dergn assumes 4 (flat orientation).'��. and referenced standard ANSI/TPI 1
purlins at oc spacing indicated, fastened to true T / 2-10d mails.
LOAD CASE(S) Standard
.0
8-2-13
15-11-0
24-8-12
-;1
--
�Plate et' , g . 1-3rEd j,- aE[6:0-9-12.0-1-81g�
- , �'111-040,0-3-1-
12
LOADING
p T l_L
�� �
35.0
SPACING -0-
r -MP
ESL
in 000
T D �.
8.0 �
Plak In a 1.15
Lumber Cn+�`eas+a 1-15
T
Vert(LL)
-0,42 �
BALL
0.0
Rep Stress In r 'SES
B
WB 0.80
BODL
&0
Code IRC2003/TP12002
(Matrix)
Hcy - L
0.44
LUMBER
TOP CHORD 2 X 4 DF 2 100F
1.8E *Except*
BRACING
-'0-11
9-3-4
Vdefi Lid PLATES RI P
>947 240 MT20, 1971144
> 19 180 MT 0H 148/108
o'
a n/a
`eight: 148 Ib
T3 2 X4 'SPF fie_, T5 2 X 4 DF 2400F 2,011
TOP CHORD Structural wood sheathing directly applied, except
��-� e� . �rl�r�� -
BOT CHORD 4 SRF No. *Except* p 4� max.)- - .
B3 2 .: 4 SPF 1OF 1,5E
BOTCHORD Rigid ceiling directly applied or 2-2-0 ac bracing.
'�+1fL�� � Fov� at amid
WEBS SPF No. 'Except' .pt 3-12,6-12
1 2 X 4 SPF Stud, W6 2 X 4 SPF Stud
WEDGE
Right: 2 X 4 SPF Stud
REACTIONS (lb/size) 2=18,66/0-5-8, =186610-53
MaxHarz =. 7(I0 d case 4)
Max Uplift =-3 0(1oad case ), =-3 0(l0 d case.
FORCES (1b) - MaxinluM CompressionlMaximum Tension
T P H D 1- =0168, - =- 7 01457, =.1989+36 , 4-5=-1 o5 , . =-1 11407, -7--456717 , 7- -474 { 0 0
BOT H 1 D 2-13=-375/2249,12-13=-375/2250,11-12=-126/1746,9-11=-482/4375 1 =-37 5/2249, 1 —1 3=-375/2250, 1 1 —1 =— 126/1 746, 9'-1 1=-48: 14 7 T y _ �_ { , �J� 1„1
WEBS 3-13-01296' 3-12=-82 OrJ 04, 5-12=-1361598, -1 =-7051197, -11=- /3260, 8-11 =-52 2/317
MOTES
1) Unbalanced roof live loads have been considered for this design.
Wind: ASCE 7-02; 90mph., h- ft, T DL= . sf, BC L= .SpSf, Category I11, Exp g enclosed, MWFRS gable e � '
vertical Taft and right exposed, Lumber C3 L� 1.33 plate grip DOL -1.33.
end ��r�e, cantilever 1�fk and right posed � end
3) Provide adequate drainiage to prevent water ponding.
4) Th is truss ha s be en d esig reed for a 10.0 pf bottom cho rd 1i Ve load no neon cu r
All Plates are I IT plates unless otherwise indicated, rlt rr�h n other �i�r I��d�.
This truss req u i re s plat -49 inspection per the Tooth Court Method when this truss is ch wn forua Ii assurance ra n
� lnspctlali.
l () considers p�aralleI to grain +value using ANSI TP1 1 angle to grain formula, Funding designer should eann � joint
(s)
� _ � - � . � p � - � � #� rr capacity of bearingsurface.
9.
g Provide mechanical connection b others of mss to beadn late able of thtandrn 390 Ih uplift at joint and 390
This mss i designed in amorda.n with the 2003 International Residential Cale sections R502.11.1 and R b �,�I�k at l��r�t
10) Dergn assumes 4 (flat orientation).'��. and referenced standard ANSI/TPI 1
purlins at oc spacing indicated, fastened to true T / 2-10d mails.
LOAD CASE(S) Standard
.0
Fob-_ - - _.� Truss.
1 078 1 F
6 urrim t Tr sq *Anthony, I D, Mark Marg u m
Truss Type
S PEClAL
Z
1
a
d__4ob ffare °l (.optional)�.
6.300 s Jul 112006 iTek Ind intra es,__ Jnc. Fri Sep 29 09:383V -F06 P e 1
1 A-6-0: 7-2-13 14-z -0 15-11 26-8-15 34-0-0 �5-6
s
-0-0
Scale? = 1=61_2
M M.
W
7-2-13 4 _ _ 4-0-
7--1 l- 1-11-0 8--1
Plate offsets {_ a 1- , d e , y -0,Ed , 8, - -1- 1 i- -Oa - -1 11: - -1 - -
- _ —.-__ _. • —._ gym, e._. __ .._
LOADING (psD SPACING -0-
TLL 35.0 Plates Increase 1.15
T DL 8.0 Lumbar increase 1.1
E L L 0..0 Rep Stress Incr YES
BCS L 3.0 Code 1R 2003fT.P12:00
LUMBER
TOFF CHORD 2 X 4 CSF 21OOF 1.3E Except"`
T2 2 X 4 SRF No.2
BOT CHORD 2 X 4 SPF No.2 Except*
83 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Staid *Except*
6 2 X 4 SPF No.2, W7 2 X 4 5FF No.2
WEDGE
Right: 2 X 4 SPF Stud
REA TI N S (Ih/size) 2=186610- 3, 8=1866/0-5-
a Horz 2=251 (1 cad rasa 4).
Max U pii 2 38 (Ioa.d case ), =- (load case
CS1
TC 0.79
B C 0.91
E 0.88
(Matrix)
DE.FL
Vert(LL)
Vert(TL)
Horz(TL)
in (I0e
-0.39 to
-0.7310-11
-11
0.42
BIN
TOP H RD
130TCHORD
WEBS
FOLATES
T20
Weight: 158 Ib
GFUP
197/144
Structural wood sheathing directly applied or 2-4-6 oc purlins, except
2-0-0 cc purlins (-7- Max.): 4-6.
Frigid ceiling directly applied or 9-7-12 oc bracing.
1 Row at midpt 6-11
FORCES (lb) „ MaximumCompression/Maximum Tension
TOP
CHORD R 1-2=0/68, - =-28341443* 3-4=-2146/395, 4-5=-17581377, M=-1 1/379, -7=-4634/619,7-a=-5101/695,8-!9=0/64
BOT H O R D 2-13 -- , x`22 98, 12 -1 =-359/2 298, 11-12 -=182/ 1720, 10-11=-151 12114, -1 ° =-472 '441
WEBS -1 =0/275, -12==6 3f251, 4-12=-108#392, 4-11=-2E)2/ r 5-11--2 /144, 6-11=-645'116, 5-10--289/2899, 7-1g--44Qf28
19
NOTES
Unbalanced roof live load have been considered for this design,
2)Wind: ASCE 7-02 90mph, h= 5ft; TC DL=4. p t, B DL=#. p f; Category il; Exp Q enclosed; MWFRS gable end one; cantilever left and right exposed ; end
vortical left and fight exposed, Lumber D L=1.33 plate grip D&=1.33.
1 ) Prov[de adequate drainage to prevent water ponding.
4) This taus has been designed for a 10.0 psf Whom chord live load nonconcurmnt th any other lire (cads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance -inspection
Bea6ng a
joint(s) 8 con siders parallel to gran value using r SIrrPl I angle to grain formula- Building designer should verity papa rty of bearing surface.
1 7) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 380 Ib uplift at joint 2 and 380 lb uplift at jo[nt S.
3) This truss Is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 1 302.10,2 and referenced standard NSIfrBI 1.
Design ,assumes 4x2 (fiat o ie ntati on) psi nine at oc spacing indicated, fa stoned to truss T / 2-10 d n a I s.
LOAD CASEP Standard
Job
11078
FFr
I�Trus , St Anthony, ID,SOMM
Tess Type _ -•
GABLE
A
Qty
01 I
8-,11-4
.1 , I
to
8-114
4x4 =
6
Ply
TTNIl
,fob Reference
r ,�u1 '1 M�Te iilrl 1rfi. Fri Sep 09.30.0 0 Page f
14-10-8
ff
I
A
11-4
LOADING (pso
SPACING
2-0-0
CS1
T LL
�
Plates Ire eas
1.1
T
T L
Lumber in r'e.ase
1-15
.
BD 0.1
B LL
01.101
Rep Stress Incr
YES
WB 0.19
B C L
&0
Code I R 02003 Pi OO
( Matrix)
LUMBER
TOP CHORD 2 X 4 SPF NO,2
BOT CHORD 2 X 4 SPF No.
WEBS 2 X 4 SPF No.
OTHERS 2 X 4 SPF ,stud *Except*
T5 2 X 4 SPF No. , ST4 2 X 4 SPF No. } ST4 2 x 4 SPF No.
14-10-8
14-10-8
DEFL
Vert(LL)
Vert(TL)
Ho (TL)
in 000)
I/deft
n/a
n/a
n/a
n/a
0.00 11
n1a
BRACING
TOPCHORD
BOTCHORD
WEBS
lid
999
999
n/a
PLATES RIP
MT20 1971144
Weight: 103 lb
Structural wood sheathing directly ap lied r 6-0-0 purling, except end recti als.
Rigfd ceiling directly applied or 10.0-0 co bracing.
1 Row at midpt 6-15, 7-14,5-16
A
REACTIONS (lb/size) 1=69114-10-8, 11=32/14-10-8, 15=63/14-10-8, 1 =153/14-10- , 13=220114-10-8,14=154/14-10-8t 19=
Max Hort 1=7'load case 4 211114-10-8,18=202/14-10-8, 111-1-, 1=114-1-
Max U plif 1=- 77 (load case 3). 11=- 9 (load case 4), 1 =- (load case
4) t 1 -- (load ase 6), 1 =-180 load case 1 =-
1 I d e 1 -1 I ed , 1 =-1 Leed Asa1=920oadse
Max ravl= 54(load case 4), 11=70(load case 0), 15;--41 1(lod case 0), 1 =1 (foad case 10), 1 =221 load case
— 10t 14= loade 1, 1 �11(Io case , 1 _
( Ic s 117= 1 (load case 9), 1 1 9(lcad e ,
FORCES (lb) - Maximum DoMpressicr aximum Tension
TOPCHORD
1- =-473/91, _ =-382/376, 4=-283}356, 4-5=-184/38, 5-6=-87 3#71 ! - =-71/'341 7"- =-7 32 g 10
BT �,+HOf"tD 1-19=-46/65, 1 8-1=�46/65. 1 7_ 1 =A6/, 1 -1 7='/65, 1 1 _6/ 14-15=A6/653 ! ��•J�G r �"---"�� �, -� �=���, ! 4�-� 1 =-�
EB6_15=-406197, 9-12=-1 33/162. 8-13=-1 120t 7-14_- 13018, 2-19=- 7 1 1 �'-4�� 'L -1-�����, 11-1 "��
NOTES
1) Unbalanced rood` live loads have been considered for this design.
2) Wind' ASCE 7-02, 0mph; h=2 ft; T DL= , P l3D L= y.8psf Category 11; Exp ; eta o ed: M FIB able end zone; n
'vertical deft and right exposed Lumber COOL=1.33 plate grip DOL=1. tile+�er left and right expvsedf ; end
Truss designed for wind i oa ds'in the plane of the toss only. Fc r studs exposed to wind (normal to the face MDetail "
4) Tris truss has been design�ed for a 10.0 psf bottom chord live load non�concurrent n �, see ITS k "Standard able End
i plates are 2x4 M T 0 unless other+ i e indicated.
� other er iiv loads,
This truss requires plate inspection per the Tooth Count Method when this. truss is chosen for quality assurance '
7 - � renes lns�e�t��r�.
Gable requires ntinaous bottom chord beari.n.g.
) abia shads spaced at -0-0 ac,
Provide mechanical onniect on .(by others) of truss to bearing plate capable of withstandin277 1b u lits at
� joint 1' 2 9 Ib. uplIit at joint 11, 95 Ib uplift at juint 15,
8 I b up lift at joint 12, 180 1 b uplift at j of rpt 13. 162 1b uPl ift at joi n t 119,, 152 1b uplift at je int 18, 178 lb a pl ift at j c in t 17 and 92 1 b u lift a
10) This truss is designed in accordance with the 00 I n tern ati or e IResidential ode sections R502.1 1.1 and � t a of at 16.
F8�,1 �. and ref�erend standard NB113I 1 .
LOAD CASE(S) Standard
Job Truss Truss T pe
1 078 MONO TRUSS
''-§t--A
-a_ ___ . _�, _
LOADING fps
TCL 35,0
T DL &0
7
BOLL 0.0
B CSL 8.0
LUMBER
TOFF CHORD 2 X 4 SPP No.2
' ESOT H R D 2 X 4 SIPF 140„2
'REBS 2 X 4 SPF Stud
1-
I
--1-6-0
1-6-0
Qty Ply TIG- TONE BROOK 3
-- 4.
,1
Reference (O Mortal)
.;ADO s Jul 112006 M iTe k l nd ., a 7 nc, Fri Sep 29 09:30 2006 Page �
-0-0
-10-1
�I Scale:2X4
SPACING -0-0
Plates Increase 1.1 5
Lumber Increase 1.15
Rep Stress inrr YES
Code IF 20 3fTP12002
REACTIONS (Iblsize) 2=562/0-.5-8, 5=371/0-5-8
Ma
= 71/t}- --
a Hort = 0 (1oa case 4)
MaxUpli t2= -158(l oad case )M =-101(load case 5)
FORCES (Ib) - Maximum C ernPress ion Ma irri urn Tension
T P H D 1-2=0/68,2-3=-427182,3-4=-100178,4-5=-138/57
BOT CHORD 2-5=124/286
WEBS 3-5=-333/177
IVA
(Matrix)
BRACING
TOP H RD
BT CHORD
Weight- 32 Ib
Structural good sheathing directly applied of -6-0-0 oc pudins, except end verticals.
R ig id eei Ii rig directly ap pl ie d or 10-0-0 oc bradn g.
NOTES
1 rid: ASCE 7-02- ornph,h= ft; T SL=4. p f; B C L=4y psf; Category IIF Exp Q enclosed; MWFRS gable end zone, cantilever left and right exposed � end
vertical left and r�rght exposed, Lumber COOL=1.33 plate rap DOL=1.33. p
This truss has been designed for a. 10..0 psf bottom chord live load nor concurre n t with any other live loads.
This truss requires plate inspection per the Tooth Count Method when n this truss -is chosen for equality assurance inspection.
4) P'rovi de rn ec h a n rcai connecUo n (by others) of truss to bearing plate capa bl a of withstand 1 ng 158 1 b uplift at joint 2 and 101 1 b uplift at joint
Th Is taus i s designed 1n accordarice with the 2003 1ntemationaI R s dent1al C coda sections R502A1.1 and 8802.1 D.2 and reference standard AN S I/TP1 1.
LOAD CASEN Standard
-0-
I
DEFL in
(lac)
Vdefl
L/d PLATES GRID
TC 0.33
a
r t(L L) -0.20
2-5
>451
240
MT20197/144
BC 0.58Vert(TL)
-0.45
2-5
>205
180
WB 0.15
Horz(TL) 0.00
5
n/a
n/a
(Matrix)
BRACING
TOP H RD
BT CHORD
Weight- 32 Ib
Structural good sheathing directly applied of -6-0-0 oc pudins, except end verticals.
R ig id eei Ii rig directly ap pl ie d or 10-0-0 oc bradn g.
NOTES
1 rid: ASCE 7-02- ornph,h= ft; T SL=4. p f; B C L=4y psf; Category IIF Exp Q enclosed; MWFRS gable end zone, cantilever left and right exposed � end
vertical left and r�rght exposed, Lumber COOL=1.33 plate rap DOL=1.33. p
This truss has been designed for a. 10..0 psf bottom chord live load nor concurre n t with any other live loads.
This truss requires plate inspection per the Tooth Count Method when n this truss -is chosen for equality assurance inspection.
4) P'rovi de rn ec h a n rcai connecUo n (by others) of truss to bearing plate capa bl a of withstand 1 ng 158 1 b uplift at joint 2 and 101 1 b uplift at joint
Th Is taus i s designed 1n accordarice with the 2003 1ntemationaI R s dent1al C coda sections R502A1.1 and 8802.1 D.2 and reference standard AN S I/TP1 1.
LOAD CASEN Standard
Job
Truss
1 078 ��J
uumi,it Tr trXth p- --
ny, ID, Mark Mangum
Truss Type
MONO SCISSOR
-1-
2
Fly I TD T _EER_0-0 C3
1
lJob R efere n onal)
6.300 s ..cul 11 20D6MiTe lry"ri" Inc. Fri.3o-4
1 2bw Page 1
A I
I
-0-0
8-0-0 �
LOADING (psfi
TOLL 35.0
T D L 8.0
B LL 0.0
EDL 8.0
LUMBER
TOFF CHORD 2 X 4 SPF Nc,
BOT CHORD 2 X 4 SPF No.
VVEBS 2 X 4 SPF Stud
SPACING -0-0 CS1 DEFL
Plates Increase 1.15 TC 0.33 Vert(L Q
Lumber Increase 1.1 5, BC 0r59 Vert(TL)
Rep Stress In r YES VVB 0.19 Horz(TL)
Code IRC2003ITP12002 (Matrix)
REACTIONS (Ib/size) = 6 ffi-5-8, 5=37110-5-
a l-lcrz =1 1(load case )
ax U p lift =-1 0 (loa d rase ), ,=-1 09 (load ca s )
FORCES (Ib). - Maximum Compression./Maximum Tension
TOP H CS 1-2=0164,2-3=-6!971205.3,--4=-101/57, 4-5=-147/64
BOT CHORD 2-5=-272/545
WEBS 3-5=-510/280
R
in
(loc)
I/defl
Ud PLATE
-0,21
2-5
>433
240 MT20
-1,46
-5
>197
1 80
0.01
5
n/a
n/a
BRACING
TCP CHORD
SOT CHORD
SCaj€�- 1 Q"w
Weight: 29 lb
RIFE
1971144
Structural wood sheathing directfy applied or 6-0-0 or, purlins, e pt end verticals.
Rigid flin t dire tly applied or 10-0-0 oc bracing.
NOTES
Wired: ASCE 7-02; 90mph; h= 5ft� T DL=4. psf; B DL=4_8,psf; Category fJ Exp enclosed; MWFF able end zone;
' p � Cantilever lift and nit exposed , end
vertical left and right exposed; Lumber DOL=1.33 plate grip [SOL=1.33.
This truss has been designed for a 10.0 p sf bottom chard live Dead non o n u rrent Wth, any other live loads.
This �tr�a s requires plate inspection per the Tcoth�Count Method when this truss -ichosen for quality assurance i.n exon .
4) Bearing at joints considers parallel to grain value us -Ing ANSI/ 17P1 1 angle to grain formula, Building designer should verify capacity of bearing
5) PravIde me h ni al nnc ion ( others) of mss to bearing plata peb a of withstand 1 0 lb u lA at 'cin p +' ren surface,
' � � 1 t �n d' 1 � � b uplift at Jai n t .�.
5 Beveled pl ate or shim required to provide full b rim s u rfa a with truss chord at jojint(s)
7) Thi s tru s s w de i 9-ned i ri accord a n ce Wth the 2003 l n't rn ati ora l Reid anti al C ode sections R502.1 1. 1 and R802. a rid refare n ced sta n da rd
IIJTPI 1.
LOAD A E(I Standard
I
Iii T H EBROO
I
10b R erernce ptio n e C
6,300 S ,.lul 11 200 I- iTek li ,LjsMInc- Fri- §6P 09: 0:41 Page i
J--
4�--0s
-4-
4
2X4 II
Joh -- iTruss
- -- Truss
Type
9 Qty
1078 J3
P5 I L
3
Sum Mit Tru ss, St A nthon y. I D, M s r -k i� _
Mangum 8-1-2
LOADING
CLI
LUMBER
TOFF CHORD 2 X 4 SPF f.
BOT CHORD 2 X 4 SPF Iger
WEBS 4 SPF Stud
RF -ACTIONS (lb/size) 5=371/Mechanical, 2=562M-5-8
Max Horz _1 4(ioad case
M PI ift5=- 1070 Dad case ), 2 =-1 52(load case
CSI
TG 0.75
n
BC 0.43
WS 0.17
( I atrix)
FORCE (Ib) - Maximum COmPressiolVIVIaximum Tension
T P H Rf 1-2=0164.2-3=-498169.,3-4=-183/108,4-5=-165/273
BOT CHORD 2-6=-112/334.5-6=-102J300
WEBS 3-6=0/1'72, 3-=-7007
--0
[TEFL
ps
SPACING
-0-0
T LL
3.0
Folates Increase
1.1
T CSL
8.0
Lumber Increase
1.15
BOLL
0.0
Rep Stress I n r
YES
B DL
&0
Code IRC2003/TP12002
Joh -- iTruss
- -- Truss
Type
9 Qty
1078 J3
P5 I L
3
Sum Mit Tru ss, St A nthon y. I D, M s r -k i� _
Mangum 8-1-2
LOADING
CLI
LUMBER
TOFF CHORD 2 X 4 SPF f.
BOT CHORD 2 X 4 SPF Iger
WEBS 4 SPF Stud
RF -ACTIONS (lb/size) 5=371/Mechanical, 2=562M-5-8
Max Horz _1 4(ioad case
M PI ift5=- 1070 Dad case ), 2 =-1 52(load case
CSI
TG 0.75
n
BC 0.43
WS 0.17
( I atrix)
FORCE (Ib) - Maximum COmPressiolVIVIaximum Tension
T P H Rf 1-2=0164.2-3=-498169.,3-4=-183/108,4-5=-165/273
BOT CHORD 2-6=-112/334.5-6=-102J300
WEBS 3-6=0/1'72, 3-=-7007
--0
[TEFL
in
(1oc)
Vde11
Ud
Vert(LL)
-0.11
2-6
>848240
+irk
-0.24
2-6
>334
130
Horz(TL)
0.01
5
n/a
n/a
BRACING
TOPCHORD
BOT CHORD
`14
PLATES GRIP
Tg 197/144
Weight: 30 Ib
Scale.- Ifr--r
Structural wood sheathing directly applied or -moo 0C purl ins, except erect verticals.
Rigid id ceiling directiy applied or 10-0-0 oc bracing,
MOTES
1)1 irnd; ASCE 7-02, 90rnph; h= 2 5ft; TC DL=4.6p fi E3CDL=4,8psf, Category 11; p ' enclosed; I lWF RS gab]e end7-one; cantilever left and right a used • end
vertical left and right exposed; Lumber DOL=1.33 plate grip 1)6L=1.33.. P
This truss has been designad for a 10.0 psf bottom cho rd Iive load noriconcurrent with any other live loads.
ThiSr truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection,
4) Refer to girder(s) for truss to truss connections.
)Bearing at Joint(s) 2 considers parallel t� grain value using �I�TPI 1 angle to grain formula. Building designer should verify capacity f bearing surface.
) P rov ide mechan ical connecticn (by others) of truss to beanng plate cap able of withstandirn1g7 Ib uplift atjoint 5 and 152 1 LP lift at joint 2.
7) This truss is designed in accordance with the 2003 I nterrnati cry n l Residenbal Code sections I R50rZI1.1 an R802.1 Q and referenced standard ANSI/TP] 1,
LOAD 6E() Standard
Joh _ Truss
1 078 J4
SUMMit Trus, St Anthony, ICS, I arX Mangum
S
LOADING {psi i
TCLL 35.0
TCDL 8,0
BOLL 0.0
BCE]L 8.0 LUMBER
TOP
TSP CHOk'D 2 X a SPF No.2
BOT CHORD 2 X 4 SPF N0.2
WEBS 2 X 4 SPF Stud
I
Truss Type _ v
aty
SPECIAL 1
-1-
1- -0
r
Job Referencegton t1
JAI "11 IiTe � , irrc, Fri Sep 29 09,30-41 2006 Page .f .
-4-0
4
SPACING --0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress am YES
Code I R0IT P 1 0 3
REACTIONS Ob/size) =371/Mechanical, =562'0-5-8
j Mit Herz=13(Ioad ease 4)
M ax Uplifts=-105pad ease 5), 2 =-154 load ase 5
FORCES (Ib) - Maximum COMPreSsforOVIaximum Tin-sion
TOIL H R D 1-2=0164,2-3=-694/103,3-4=-86155.4-5=-92137
BOT CHORD -5=-143/5230 5-6=-137/476
`EES 3-6,=31209, 3-5=-539/1
CSI
TC O�33
BC O.2
WB 0.17
Wetri)
4-8-0
-0-0
3-4-
DEFLi
n
(loo)
Ildef
Lid
ert(LL)
- 0.03
-6
>999
240
"pert(T
-0.06
2-6
>999
180
Horz(TL)
0,01
5
n/a
n/a
BRACING
T P H RD
BTT CHORD
14
PLATES
MT20
''eight: 31 Ib
RIP
1971144
Structural wood sheathing directly applied or - Do pud ire , exc ept end verticals.
ig id ceiling d ireclly e p pl ied or 10-0-0 ec brei rig
NOTES
1) Wind. ASCE 7-02; m ph F h ft; T D L=4 r8 p f, 9 D L=4.3 psf: Category 1I F Exp ; enclosed; MWFRS gable end one; cantilever left and n ht a os e d end
vertical left and right exposed+ Lumber D L-1.33 plate grips COOL=1.33. g p
Thi s truss has been de:signed for a 10.O psf bottom chord live load nonco ncurrent vAth any ether live loads.
3) This trussrequires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance in peetion,
4) refer to girder(s) for truss to true connections.
5) Bearing at joint(s) 2 considers parallel to groin value using ANSlJTPI t angle to grain formula. Buildingdesigner should vefi
g capacity of bearing surface.
i r�gF
Provide mechanical connection I� other of fru r7to bearing iatek� Pe of withstanding 1 � � � g lb uplift at joint 5 and 154 ib uplift at joint 2,
7) This truss is designed in accordance with the 2003 Internatrenal Residential Code sections 8502.1 1.1 and R802.10.2 and referenced standard ANSYT131 1.
LOAD CASE(S) Standard
Job
Truss
1078 J
Summit ¢runs, t nthon''y ID,MarkMangurn
LOADING (
TOLL �0
TDL 8.0
E3LL 0.0
BDL 6,0
i LUMBER
TOP CHORD 2 X 4 SPF 1 o.2
ESOT GHOR,D 2 X 4 SPF No.
WEDS 2 X 4 SPE Stud
Truss Type
SPECIAL
8-0
..
1-6-0 --
Qty ply TD -TO —EE
-
Job Reference tianal)_ _ t
6.300:S :S Jul 112006 IiiiTek 1n8u 9 , inc. Fri ep 29 09.30-42 ..
Il
4
1
A
2-8-0
SPACING 2-0-0 CSI
Plates Increase 1.1 TC 0A6
Lumber Increase 1.16 BC 0,33
Rep Stress Incr YES WB 0.40
Code II O 00 /-rP[200(Maty)
REACTION'S (i b1s iz) 5=37 1 /Mechanical, 2=562-/0-5-8
Ma
= fly- -
a Horz 2=1 93,0oad case 4)
Max D pl ift =-1 03fload {;a se 5), 2 =-156(Io d case )
FORCES 0b) - MaxPmum Compress-lon/Maximurn Tension
TOP CHORD 1-2=0164,2-3=-9391182p -4=-124/3, 4-5=-1'87175
BOT CHORD 2-6;--229f763, 5-6=-214/690
EB 3-6=-27/276, 3-5=-704/261
DFL
Vert( LLQ
Vert(TL)
Horz(TL)
IJ
ire (Io) Iidfi
-0.05 -6 >999
-0.11 6-6 >854
0.02 5 n/a
5I IN
TOP HRCT
ET CHORD
'V.! oaf'
Lid A P LAT E
An
GRI
TV 1 UI/ 144
n/a
"elght. 33 lb
Structural wood sheathing directly applied or 5-6-10 oo purlins, except pt rid verticals,
Rigid ceding directly applied or 10-0-0 or, bracing,
i
r
sem; 1 1-11
:
DOTES
1 Wind: ASCE 7-02; 90mph' h= : T DL=4_gpsf; B DL=4.8p f; Category II; Exp O; enclosed; MWFRS gable end zone; cantilever left and right e
rror l left and right exposed, Lumber H L=1. plate n p O L 1. g p��eri , end
This truss has teen designed for a 10.0 p f bottom chord lige Ioad non concument with any other live loads.
This toss requires plate inspection per theTooth Count Method when n this true is chosen for quality asuran inspection.
4) Refer to girder() for truss to truss connections.
Bearing at joint(s) 2 consfders parallel to grain value using ANSUTPI 1 angle to groin formula. Building designer should verify a f bean
6) Provide mechanical connection (b others) of truss to bearing plate capable of withstanding103 lb uplift at joint a R �� urfaoe.
p � r�� "l � �b u�lrf �t aoir�t .
7) This truss is designed in a=rdan a with the 2003 International Residential Code secfions sectionsR502,1 1.1 and 8802.10. and referenced standardANSI/TPJ 1.
LOAD CASE(S) Standard
Job Trus
I
r .
J
6 ur6riit Trdis, St Anthony, 57mark Mangum
Plate Offset
7
Tri s s Type
.REL
5-10-8
QtY{ My T13GSTQAkE8ROOK 3
1 1 1
Job Reference (optional
6.300 s turf 112006 Mire Industries, Inc, 09`50---A-2-2005 Page i -'
44 =
3x4
3 4
Scale 110.1
-o-o
■
+ � -- -0-0
JP E *�A-1 G , 1-4 F
LOADING (psi
TLL
35.0
T DL
8.0
8LL
0.0
B ELL
8.0
LUMBER
TOP CHORD, 4 SPF No,2
BOT CHORD 2 X 4 SPF I" o.
WEBS 2 X 4 SPF Stud
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep. Stress Irior YES
Cede IFt 00 P] 00
REACTIONS (Ib/size) 5=371 /Mechanical, =562/0-5-8
Max Hort =1 (brad case 5)
M ax Llplfft. ==7 60oad case 4), 2 =-'1 (lead case )
FORCES' {7 (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0164, 2 -3z --470r36. =-268/8 , 4-!5=-356/85
85
p
T CHORD D -6=-7 '31300,y5-6=-16/24
�y �y
WPBS3-6=-131185, 4-;J -k 7/38
1
TC 0,65
BC 0.36
WB 0.16
(Matrix).
DEFL
in (loe)
I/deft
L/d
Vert(LL)
-0.07 -6
>999
240
Vert(TL)
-0.16 2-6
>580
180
Horz fTL)
0A 1 5
n/a
n1a
BRACING
TOPCHORD
BOT H RD
JOINTS
PLATES
MT20
Weight: 28 lb
- -d
RIF
VdI1144
Structural weed sheathing directly applied or X10-1 Ike purlins, except end verticals,
and - -O oc purlins (6-0-0 .I ax.):. 3A.
i gid cell in g d i rectly app lied or 10-0-0 oo Freer ng . i
1 Brae at Jt( s) : 4
NOTES
1) Wind: E 7-01, 90mp h ; h= ft; T C) L =4.6p.sf; B D,L =4` 8p f; Category I I ; Exp ; erlof osed+ MWFRS gable end zoite; can i lever left and. r ht e •
vertical left and right exposed; Lumber COOL=1.33 plate grip DOL=1.33.
, end
2) Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live leads.
4) This truss requires plate inspection p e+r the Tooth Count Method when this truss s chosen for quality assurance inspection.
5) Refer to girder(s) for truss to truss con a Uions,
Beadri at joints) 2 considers parallel to grain value fusing ANI}T I 1 angle to grain formula. Building designer should velli Capacity paelt of bearing si.lrface.
7) Provide mecharsi l connection (by ethers) of truss to beading plate capable of withstanding lb uplift at jo int a rid 162 lb uplift ifs et joint: .
8) This truss is designed in accordance with the 00 I ntemati anal Residential ode sections R502.1 7.7 and 0 p 1
.1 �. and referenced standard ANS11TPI 1.
q) Design assumes 4x2 (flat odente# on) pudins at oc spacing indicated, fastened to toss T / 2-10d nails:,
LOAD CASE(S) Standard