HomeMy WebLinkAboutTRUSS SPECS (2) - 06-00135 - 614 & 616 Eagle Wood Dr - New Twinhome!Job
F5078
e I ru s
D
U U IV EST -IF, Idaho Falls' ID 83403, Rubin
`-
1-4-0
4-1-14
Truss Type
ROOF TRU
4--
Qty ; Ply
2
1
lJob Ifrn(optional)
6,200 s Feb 11 2005 iTe Industries, Inc. Tui ar 07 10;58;50. 2006 Page
1.6-0-
1-11-1
s.
26-0-4�
_f
�
-�
=-3
5-11-104,0.7
(Roof
n o = .0)
Plates Increase
--1
_
8x12 MT18H
6x 10 MT1 8H
8
17 16 15 4x4
4x4 4A _ 5x8
I
4-0=1 --
1--
1--
ktirv�,al,J 1lti I U iI! F0-1 -819'--B'Edgel [15:0-5-4,0--2-4
_
LOADING ( f)
in (Ion)
s.
U
TCL=L
.O
SPACING
- - 0
CS1
(Roof
n o = .0)
Plates Increase
1.15
TO 0.6
T DL
8f0
Lumber Increase
1.15
8C O�4
BOLL
0.0
Rep Stress Inr
YES
W13 0.98
BC -DL
8.0
Code 1R 0 /TR200
(latra ).
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E *Except*
T4 2 X 4 DF 240OF 2,OE
BOT CHORD 2 X 4 SPF 165OF 1.5F -
WEBS E 4 SPF Stude td *Except*
7 2 X 4 SPF 165OF `1,5E, W13 2 X 4 SPF 165OF 1� E
1 2 2 X 4 SPF 165OF l .E
WEDGE
Left: 2 X 4 SPF Stud/,ltd
REACTIONS ib/size) 17=1928/0-5-8, 11=141 /Mecham al
Max Harz 17=281 (load ca e
Max Upliftl =4156(load case 7), 11 �- (load case )
Max Grav 17= (load case ), 1 1;1 7(J o a C case
--4
DEFL
in (Ion)
I/defl
U
Vert(LL)
-0.12 12-13
>999
240
Ve rt jL)
-0-1812-13
>999
180
Hor (TL)
0.16 11
n/a
n1a
BRACING
TOP CHORD
BOT CHORD
EE
PLATES
TO
SIT 1 H
Weight: 182 ib
Scale= 1:60, 0
GRIP
197/144
197/144
Structural wood sheathing directly applied or 4-3-10 oc purlins,
except end verficals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except.
-0-0 cc bracing: 2-17,16-17.
1 Row at midpt -1 6-15, 6-14, 7-14, -1
FORCES (Ib) - Maximum GorripresslonJMaximium Tension
TOP FI P.D 1-2=0/97, 2-3--z-1 441994, -4--14421x'64, 4-5=-1119/77, 5-G_-_-;-1 600/1
-10=-2927,196, 1 C)-11=-1784/95
BOT H RD -17--6521188, 16-17=-225/557, 1 -1 =;-_-1 7/1270, 14-15--133/1262,13-14;---1-
11-1 =-3/234
��1 4, 1 1�-4'��44,
EB -1_0/45-16-=-651/4615-15--163/131, -15=-7/46-14=-1 1 /- -
9-13=;---146911 12, -1 = 0/1 1 7 r3-17--2784/1951 10-12=-27/2046 � �- 1 �_- � r�1 � , � 1 _ 7/ , B-1 =-25/3 ,
NOTES
1) Wind: ASCE - 8; 90mph, h= ft; T [ L-4. p f; D C L=4. p f; Category 11; E
D0L=1. ; plate grip DOL=1.33. p r enclosed; f I I� F r r t r r ra L m r
T LL: ASCE 7-98- Pf=. 0 pf (flat roof snow); E p ; Fully Exp.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for .rat r of in mof lire load of 16.0 f or 2.00 frnes
flat roof load of .0 p f �� overhangsnon-concurrent Wth other live loads.
Provide adequate drainage to prevent grater pending.
This truss has been designed for a 10.0 p f bottom chord live dead r' a nconcurr nt with ars
7)Al] plates are MT20 plate unless otherwise indicated,
nth�r• 1i�� mads
The following joints) require plate inspection per the Teeth Gaunt Method when this truss is chosen for
10. quality - s uranc
Defer to gi r -der() f r truss to tru ss. con nectlons.
1 0 ) Provide m ec hau iial con n e ction (by nth e r) of tru ss to burin Its capable ,
joint 11. � �' � �f' 'Jtl� tan��n 1 i� �r�lift at jairpt 1 � n� fig uplift �t
11) This truss is designed in accordance w1th the 2003 International ResIdential Code section
referenced standard ANS VT Pi 1. R502.1 � .1 a�� F��� .1 oaf ��d
ED CASE(S) Standard
7F.
job Truss
F.-078 D
STOCK Idaho Falls, ID 83403, Robin
F
Truss Type
ROOF TRUSS
4-2-12 8-4-5 1 12-6-0 114-0-� T
4-2-12 4-1-10 -1-1 1-6-3
6x10 MZIBH-�,'
k
Qty
10
I l Joh Reference (optional
. s Feb 11 2003 MiTek Industries, Inc.
Fly
I F�EAS H EWOOD T ' NH ME #5 1013 D (1 ) R
flue Mar 07 10:59:06 2006 Page 1
6x10 MT1 BHS
M A E
--1
1,5x4 I
4 _—
12-6-0
late Offsets �,� ,, -- �-1- -
LOADING (psf)
T LL 35,0
(Roof Snow= 35.0)
TCI L 8.0
BELL 0.0
BDL 8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Incr YES
Code l R O O/ -F P 1.002
Sx8
I
19-11-13
24 -0 -
1-- -11-11 --
:0- - ,Edgel, [13'0-4-0,0-2-2
1
TC 0.68
BC 0.43
B 0..74
(Matrix)
P1= 1 5OF 1_ E *Except*
T3 2 X 4 DF240OF 2,0F_
4 SPF 1650F 1.5E
SPF Stud/Std *Except"
S 2 X 4 SPF 165OF 1.5E, W1 4 2 X 4 SPF 165OF 1,5E
1 3 2 X 4 SPF 165OF 1.5E
REACTIONS (-Ib/size) =1261 /Mechanical, 14=1744/0-5-8
Ma
=1744/0- -
a Horz 14= (load case )
Max pl ift=- (load case 8), 1 4,_8 ( I o ad ease
Max Grav 9=1 5 (load case ), 14= (load case )
DEE'L
in (lo)
I/defl
L/d
Vert(LL)
-0.11 10-11
>999
240
Vert(TL)
-0. 0 13-14
>999
ISO
Ho rz (TL)
0.1
n. /a
n1a
BRACING
TOP CHORD
BOT HR D
WEBS
5-8`1
PLATES
I T 0
MT1 8H
eiht,p 1 Ib
1
W,
f --
GRIP
197/144
197x`14
LO
C -,IC = 1:58.2
Structural wood sheathing directly applied or 4-5-14 oo purlrn,
except end verticals,
Rigid coVing directly applied or 10-0-0 oc bracing.
1 Row at mxdpt 3-14, 4-13o 5-121 7-11
FORCES (1b) - Maximum mrl ression/ a imam Tension
TOP CHORD 1-2m:- I 7/41 t 2-1401403, 3-4=-1 14711 , 4-5=7-1009/1621 5-6;---1 1 /1 , -7=-1 70/17-8--2711/933-
-0=-1 672193
BOT H RD 14-15=-22175, 1 -1 p-171/664, 1 -1 =-134/869, 11-12=-1 31 /950, 10-11=-42/2251 t -10=-35/231
WEBS B -1 --, 78 1 37, 3-14--1751/8, 3-13z---29/400, 4-13=-498/32P 4-12=-99/5871 -1 ;;�-620/1 , 5-11--50/695, -1 1=- 1
2403
7-11;---1401/111 ? 7-10=0/1084, 1-14=-311/70, --1 0=-2411869
NOTES
1) inn: ASCE 7-98 OMph; h= ft; T DL=4.8p t; 1DL-4.8p f; Category ll; Exp ; enclosed; MWFRS interior zone; Lumber
DOL;: --1.33 plate grip DOL -1.33,
TOLL: ASCE 7-; Pf=35.0 psf (flat roof snow); Exp; Pully Exp.
Unbalanced snow loads haire been considered for thi design.
Provide adequate drainage to prevent water pond[n .
This truss has be8n designed for a 10,0 psf bottom chord lire load nancon urr nt %th any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7The following
1e int() require p late in. petition per the Tooth Count Method when this true is chosen for quality assurance ire s tion.
8-
8) Refer togirder(s) for true to true connections.
Provide mechanical connection (by ethers) of true to bearing plate capable ofrith tanding 1 Ib uplift at joint t and 85 Ib uplift �t
joint 14.
1 ) This truss is cfesig ped in accordance Frith the 2003 International Residential'Go-de sections. R502.1 1.1 and R802.1 0.2 and
referenced standard ,A I/TP 11.
LOAD CASE(S) Standard
Jo True Truss Type _ . t
F507 D7 'ROOF TRUSS 2
� I: U+,jr\ LxU1VJrI% r -'JV I -li-, io no rails, JLJ dJ4U , Hobin
0
-2-1 6-10-6
12--
1,4-0-
5-7-10
4- -
-74-1o - -1° 1-6-3
Pf
2 Job Reference � tonal,
b.TUU S Feb 11 2005 MjTek Industries., Inc, Tue Mar 07 10,59:09 2006 Page I
9M
2-4-
29-10-8 2--
-11-11 4-0-7 3-3-12 2-6-8 2-7- 3-6-0 1-4-0
Scal
- -
= 1:61
5X6
no.rh Ir 4 5
J6 17 is 6x 14 MT18H
3x4 11 45 - 6X8
E
�6-0- 12-6-0 - 1 -O- 1 -11-1 24--4 2-1 - 2-- -0-
1-2-1 5-7-10 5-7-10 1-6-3 -11--11 4-0-7 5-10-4 2-7- 8 3-6-0
Pl t Offsets i� , 1 .E�f o,l�_=1-1 a 4.x,6-4 0-.2-4], ,0- -1 0-2- ,�-2-12,0 2-0 11.0-4-5,0-3-0 . 13:0-5.
1 ,0-6-0], [16:0-5-4,0 ,
LOADING (psf)
TALL , SPACING 1-4-0 CSI DF—FL in (loo) I'd e, Lid PLATES FLIP
(Roof no =. 5.0� Flt Increase 1.1 T �� � rt(LL) -0.72 12-13 >594 240 MT20 197/144
Lumber Increase 1.1 B 0.99 V rt(TL -1.0612-13 40 1 fT18H 1971144
TSL �.� Re StressIver N B ��
E LL 0. .Hor (TL) 0.80 11 n/a n/ a
BCDL 8.0 Code JRC2003�TP12002 (Matrix) Weight: 505 lb
LUMBER BRACING
TSP CHORD 2 X 4 DF 240oF 2.E *Except* p T P HORD Structural wood sheathing directly applied or 1-4-4 oo purl'in , except
T2 2 X 4 SPF 1650F 1.5E, T3 2 X 6 DF No.2, T4 2 X 6 CSF 240OF 2.0E end vert%oal .
BOTCHORD 2 X 6 CSF No.2 'Except* BOT H R D Rigid ee ll ire g directly applied or 10-0-0 oc bracing.
E2 2 X 6 DF 180OF 1. E, B3 2 X 6 DF 2 0 F 2.OE 'FEES 1 Row at midpt -1
WEBS 2 X 4 SPF Stud/Std *Except*
WS 2 X 4 SPF 165OF 1_ E, W10 2 X 4 SPF 1650F 1.5E
x`11 2 X 4 SPF 210OF 1. E, W13 4 SPF 165OF 1.5E
14 2 X 8 DF Na,2, W15 2 X 4 SPF 1650F 1.5E
REACTIONS (Ib/size) 18--2078/0-5-8, 11--630110-5-8
Max Hort 1 8=-381 (load case
Max UP] if 1 8=-1 4 (1 1od case ), 11=-7 1 6(load case )
Max Gray 18=2 (load case 2), 11= 82 (load ease )
FORCES (11b) - Maximum ompr iori aximum Tension
TOPCHORD 1-2==-2974/217P 2-3--2987/278, -4=-3184/286, 4-5=-4605-/2991 5-6=-5474/327, 6-7;---1 4289/713, -8=-14420/702
1
8-9=-27275/20841 -10=-27697/210 , 10-11 =-24796/1975P 1-1 8=-2316/168
SOT H R D 17-18:;--0/397, 1 -17=- / 57, 15-16=-39/25371 14-1 =-38/ 17, 13-14=-414/12720i 12-13;---960/186291
11-12--1618/21229
WEBS 1-17=-118/211 9, 2-17=-512/75, 2-16=-97/382, 3-16=-991/4, -15=-2618590 4-15=- 1 144/53, 4-14=-14.2/3401 ,
5-14=-1 21 /2408, -14=,11262'506, 6-13=;;-640/13613, 8-13=-5621/6671 8-12--1147/9785. 9-12=-1 17/8 r
10- 12T-240/3 541
NOTES
1) Special connection required to distribute web leads equal.ly between all plies.
2) 2 -ply truss to be connected together with 0.13111 xY Nail follows-,
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 o , 2 2 revs at 0-9-0 eo.
Bottom chords connected as follows: s: 2 X 6 - 3 rows at -4-0 oo.
Webs connected as follows; 2 X 4 - 1 row at 0-9-0 oo, 2 X 6 - 8 rows at 0-4-0 oc.
All loads are Considered equally applied to all plies, except if acted as front (F) or back (B) face in the LOAD CASE(S) section,. Ply to
ply connections have been provided to distribute only leads noted as (F) or (B), unless oth-erwlse indicated,
4) Wind. ASCE 7-98; 90mphi h=25ft; T DL=4., p f ; 'B L L=4. p f a Category ll; Exp ; enclosed; MWFRS interior zone, Lumber
IDOL=1 ,88 plate grip D L=1. .
5 TCL ., ASCE 7-98-- Pf=35.0 p t (flat roof -no ); Exp ; Sheltered
8) Unbalanced snow loads have been considered for this design.
Provide adequate drainage to prevent water pondIng.
This truss has been designed for a 10.0 p f bottom chord live lead nonconcurrent with any other lige loads.
0) All pJat s aro MT20 plates unless otherwise indicated.
10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building designer should verify
o n R 8 rj r�ng surface,
Job
F5078
Truss
D7
a Lr%. UUMFUNILN 16 -IF, Idaho Falls, ID 83403, Robin
NOTES
Truss Type
ROOF TRUSS
Qty I Pay
IF/F-ASHEWOOD TOWNHOME #5 10/3 D /ID) R
2 Job Reference Loptional)
6.200 s Feb 11 2005 M iTek I ndustri es,
n. Tue Mar 07 10-.59:09 2006
1 1) Provide mechanical connection (by other) of truss to bearing plate capable of withstanding 154 « Lip]ift at joint 18 and 716 Ib uplift at joint 11.
1 ) This true i -designed in accordance with the003 International Residentia] Corte tion 1 502.11 +1 and � �
Fi�.1 �s �r�d rfrr�d standard AfVTPC 1.
1 Girder carries tie -ire span(s), 12-0-0 from 3rl-10- = to -0-0
14) Hang er(s) a other connection devices) sha]P be provided sufficient to s upperk concentr t d load(s) 6591 Ike down and 661 IIS up at 31 -10 -
on bottorn cho rd . Th
design/selection of such connection device() is the responsibility Gf others.
LOAD CASE(S) Standard
1) Snow: Lumber [ncrease.-1.1 , Plate Ta re . -1.1
Un form Loads (plf )
Vert,+ 1-4=- 7, 4-5--57, 5-11 ,
Concentrated toads (Id)
Vert: 12=-4522(F)
16-1 ==11, 13-16=-1 1 t 12-13=-1 1, 11-1 =- (F=-243)
Page
Job Truss
F5078 D
STOCK P NE lT. -J17, Idaho Fall , JD 83403, Robin
11
LOMA
6-4-12
-1-4
Truss Type � Qty Ply
ROOF TRUSS 6
r
S I
1 Ox 10 MT20H -
1-a �-
4
I F/EASHEWOOD T WNHOMF #5 18/3 D (ID) �
______L42b Referenco (optional)
6,200 S Feb 11 2005 MiTek Industries, Inc.
4-r-4
-1 1-11 --7
6x 12 N -11T 1 8H
R
3-10-12 3-10-12
Tue fear 07 10-5923 2006 Fags 1
4 - 1-4-0
6-1-
-4-
caIe:3116"_ '
8x 14 MT20H
U4 II 40 _ 5x8 _
6-4-12 1 12-6-0 14-0-
6-4-12
A
1--
19-11-13 24-0-4 29-10-6 36-0-0
4-0-7
Folate Offsets :�` - ,�-1- 15:0-8-010-1Ax:0,3-1 ,�- -� 1 - -1 � Ed � �:1- - -1-[13:0-10-0,0- -1 16:0-5-1 ,0- - 1 �:�- = ,�- -
: - �a
L AU I (pSt)
TOLL 35.0
SPACING
�-
l
nE FL
wry (loc)
I/deft
Jed
1 PI -ATE,
IP
(Roof
now=35,0)
Plates Increase
1.15
TC 0.94
" art(LL)
-0 12-13
7
240
MT20
1,97/144
TCDL
8-0
Lumber Increase
1.15
BC 0.98
Ve rt(TQ
-0.9912-13
>434
1'80
MT20H
148/108
BOLL
0,0
Rep Stress. Incr
'SES
WS 0.92
Horz(TL)
0.79 10
n/
n/a
I T18H
197/144
BCL
&O
Code IIS 00 /TPI
(I atrl)
Welght: 199 lb
LUMBER BRACING
TOP CHORD RD 4 SPF 16513E 1.5E *Except* TOP CHORD
T1 2 X 4 DF 240OF 2.OE
BOT CHORD 2 X 4 SPF 165OF 195E BOT CHORD
WEBS 2 X 4 SPF Stud/Std *Except*
7 2 X 4 SPF 165OF 1.5E] W1 0 2 X 4 SPF 165OF 1.5E WEBS
1 1 2 X 4 SPF 165OF 1,E, W1 2 X 4 SPF 165OF 1.E
SLIDER Right 2 X 4 SPE Stud/Std -7-9
REACTIONS (Ib/size) 18--11820/0-5-8, 10=195710- -8
Max Hort 1 =;-8(load case
Max Upliftl8=- 7(Ioad case 7)r 10=-1 4(load case )
Max Gray 18=1 48(1oad case ), 1 0`21 g(lard case 3)
Structural good sheathing directly applied or 1-5-1 oc purlins,
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracling, Except:
--0 cc bracing: 12-13.
1 How at m idpt 2-16; 3-1 F 3 -151 4-15, 14
FORCES (lb) - Maximum imam cry rsign/Ma irrn um T n [on
TOP CHORD 1-2=-2250/122, 2-3=-1968/162, 3-4=-1866./2091 4-5=-2075/132, 5-6;---2560/13916-7--5385/7517-8=-5883/13
8_9=-5798/189t -10=-60'017/1` 7T 10-11®0/82, 1-18 -1877/1 1
BOT CHORD 17-18=-243/316T 1 -1 =-168/1 1 , 1 -1 =-103/1626, 14-1 =-88/1667, 13-14;--014727, 12-13=0/53491 1 -1 z---7814985
WEBS 2-17z---315/66,2-16---346/12703-16=-499' 11 ,3-15=-79/519, 4-15=-524/11 , 4-14=-2/1198, -14=-26!886, -14=-3670,13
6-13=0/404857-13=-575/167k 7-12---231 /1061 -1 =-15/3 , 1-17=-8/1 528
NOTES
1) Ind: ASCE 7-98, 0mph; h=: ft; T DL=4.8p #; EM I L=4. p f; Category JJf Exp ; enclosed; UWFRS interior zona; Lumber
DOL ---1.88 plate grfp [SOL=1.33.
TOLL: ASCE -P Pf=35.0 psf (filet roof snow); Exp F Sheltered
Unbalanced snow loads have been considered for thrs. design.
4) Tris truss has beerti desig ned for greater of min roof We load of 1 .0 p f or 2.00 times flat roof load of 3 5.0 psf ori overran
gs
non -concurrent with other live loads.
Pr id'e adequate drainage to ;prevent eater ,ponding.
This true has been designed for a 10.0 p f bottom chord live Joad non on urrent with any other lire roads.
All plates are I' T 0 plates unless otherwise indicated.
The following joint() require plate i'nspection per the Tooth Count Method when this truss is chosen forualit assurance inspection-,
13. �
Rearing at joints) 10 considers paralleI to g rain va[ue u ing AN S VTPI 1 ang le to grain formula. B uj Idi ng designer Should verify
capacity of bearing urfac .
10) Provde mechanical connection (by others) of true to bearing plate capable of withstanding 87 Jb uplift at joint. 18 and 154 1b uplift at
joint 10.
1 his truss is designed in accordance with the 2003 International Residential Code sections 8502.1 1.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
N
except
Joh
F5078
fuss
0
I UUK U H f E lT -I F, Idaho Falls, ID 83403, Roblin
Ln
-4-1
12-6-0
Truss Type Q
ROOF TRUSS s
14-1-
Ply
1
I F/EASHEWOOD TOWN HOME #5 10 D G (1 D) R - . _
Joh Refe re n Boreal
200 s Feb 11 2005 MiTek Industries, Inc
-4-1 -1-4 1-7-8 5-9-0 4-1-1
1 0x1 0 MT20H -;-
6x 10 MT1 B
.� 4 5
-10-1 3-10-12
Tue filar 07 10-.59.40 2006 Page 1
4--4
1 f 10 15
4x4 11 302 - 5x8 -
Plate Offs etas
-4-1
-4-1
14,0-6-090-1-81,[5:0-6-410-1-8'
1--
1 121: --18,Eda
5-9-0
-0
4-0-4
4-1-1
10: 1 -8- 0-1-8], 1 a --O,0--1
LOADING (psf)
In
(Io c)
I/defl
TALL
35,0
SPACING
2-0-0
>715
CS1
(Roof
now;=35.0)
Platys Irirease
1.15
180
TO 0.
T IDL
8.0
Lurnher In r asp
1,15
BC 0.82
BELL
Rep Stress Incr
YES
WI3 0.92
B DL
8,0
Code IRC2003ITP12002
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165DF 1.5E *Except*
T1 2 X 4 DF 240OF 2.OE
BOTCHORD 2 X 4' PF 165OF 1.5E *Except}
EX4SPF 1OOF 1.8E
WEBS 2 X 4 SIPFStud/Std *Except*
10 2 X 4 SPF 180F 1.E, W11 2 X 4 SPF 18OF 1.5E
W1 2 X 4 SPF 165OF 1.
SLIDER Fight 2 X 4 SPP StudlStd -7-0
REACTIONS (Ib/size) 10=1823/0-5-8o 17=1823/0-5-8
Ma
=1823/0- -
a. Horz 17=- 78 (load case 8 )
MaxU plif tl 0_-980oad case ), 17�- load case
Max Gray 10= 01 (load ca ), 17=1 (load case
8x 14 MT20 HZ-,
3x10
29-10-6 36-0-0
scale = 1-62.6
4
4 `
5-10-2 -1-1
'15:0-5-12,0-2-81, [18:0-i3O-1-1 -
DEFL
In
(Io c)
I/defl
LJd
rt(LL)
-0.80
11-12
>715
240
Vert(TL)
-0.99
11-12
>432
180
H o rz (T L)
0.78
10
n1a
n/a
BRACING
TOP CHORD
BOT IBRD
WEBS
PLATES GRIP
TO 197/144
MT 0H 148/108
T 1 Sly 1'97/144
Weight: 197 Ib
Structural wood sh athIng directly applied or 1-9-15 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 tic bracing.
1 Row at rnidpt 2-15P 3-15, -14, 4-14, -1
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-2272/1241 2-3=---1985/162T 8-4=-1891 X209, 4-5=-20711(138, 5-6=-2551/145 6-7=- 5131091 7-8=;-6172/205,8-9=-6155/273, -10_-6328 '259, 1-17=-1873/114
BOT CHORE) 16-17=-256/3085 15-16=-177/17359 14.1 =-11311642, 13-14=-105/1680, 12-13;--0/4845, .55411'
10-11 =-1 87/5352
'REBS 2-16;---299/67: 2-15--360/127o 3-15=-49617, -14=-86/488, 4-14=-4931128, 4-13=-8/1 1g , 5� 1 =-29/890, -18--3790/88
6-12=0/41,68, 7-12--642/173, 7-11 --1761126$ 8-11 =-°19'825, 1-16=-1 0/1527
NOTES
1) Wend: ASCE 7-98; 0mph,' h= ft; T DL=4.8psf P DL=4. psf; Category 11; Exp ; enclosed; N4 FF interior zones; Lumber
D L=1.3.8 plate grip D L=1,88.
TOLL: ASCE -98; Pft 35.0 psf (flat roof snow); Exp ' Sheltered
Unbalanced snow loads have been consIdered for this design.
4) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load no.nco n u rr nt with any other live loads.
Al! plates are IVIT20 plates unless otherwise indicated.
The following joint(s) require plate inspection per the Tooth Count ethod' when this truss is chosen for qual'it assuranceinspection:
12.
p
8) BearIng at joints) 10 considers parallel to grain value using ANS I�TPI 1 eagle to grain formula. Building designer should verify
capacity of bearing s urface.
Provide meth ani al connection (by others) of truss to bearing plate capable ofith tandi g 98 fb uplift at'
.�
'o int 10 and 88 1h uplift t
point 1
10) This truss is designed in accordance with the 2003 International Residential Code sections R502,1 1,1 and R802.10.2 and
referenced standard I/TPi 1.
LOAD CASE(S) Standard
Job
�F5078
i
i russ Truss Type Qty Ply
D9 -GAP PIGGYBACK
g 1
1 UUK UU F I IE 'T -IF, Idaho Fails, ID 83403, Robin
2-10-8
2-10-8
3
LOADING (p f)
TELL 8.
(Roof Snow --35.0)
TDL 8.0
BELL 0.0
R 1 A n
LUMBER
TOIL CHORD 2 X 4 SPF 165OF 1.5E
BOT HORL) 2 X 4 BPF 1650E 1.5E
WEBS 2 X 4 SIF Stud/Std
REACTIONS (lb/size) 1=271/0-5-8,5=271/C-5-8
Max Ho rz 1=44(load case )
Coax Upliftl =-1 (load case ), -1 (load case
Max Gray 1 = 1 (load case ), = 1 Iod case
k1VIUD 1A)
FORCES (lb) - Maximum Cornpression/Maximum Tension
T P H O R D 1-2=-1 53/29, 2-3=-390127, 3-4-,7---390/323 4-5---153/1
BOT CHORD 2-6==;-5/311,4-6;---5/311
WEBS 3-6=0/1 44
U4 -
BRACING
T P CHORD
BOT CHORD
I F/ EA IS E WO 0 D TOWN HO M E 1-0.13 CSG (I D) >
I. + Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, I n Tu e Mar 07 10:59:41 2006 Page I
- —
2-10-8
Scal
10-
PL TE
I"T0
Weight: 14 1b
GRIP
197/144
Structural wood sheathing directly applied or 5-9-0 cc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 0mph; h- ft; T DL= -. p f; B I L= .Bpsf; Category I], Exp ; enclosed; KAWFRS interior zone} Lumber
D L 1 .3 3 plate grip COOL -1.33,
T LL, ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp p Fully Exp.
Unbalanced .snow loads have been considered for this design.
This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other ave Loads.
Bearing at joints) 1 F considers parallel to g rale value using ANS I/TFI 1 angle to grain formula. Bu Idlin desig n r s houId verify
cap cIty of bearing surface.
Provide mechanical connection (by others) of trine to bearing plate capable c)f withstandi'ng withstanding15 IL 1 u lift at `pint 1 and 1
joInt .
� � E b uplift at
This truss is designed rn accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10,2 ancf referenced
standard I/TP-I 1,
8) SEE MiTek STANDARD PIGGYBACK TRUSS CONFECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
Scale = 1.9
Job ..
I
F5078
TrussTruss Type
D9G I FBF TRUSS
STOCK IAPONENT -117; Idaho Falls, ICS 83403, Robin
--
�. 14-1 19-10-8
[•'�iiQi�
1 Ox 10 MT20 i
x a
2x4 H 2_x4 i 1 4
Qty Ply IFEAS
�1
,fob R
HEWOOD T 'HH ME �#: 10/ [ (ID) Re
-.ference (optional)
X6.280 s Feb 11 2888 MiTek Industries, Inc. Tu e Mar 07 11,99.14 2996 Page 1
--
--1
2 1
--n
;x-6_5
Scale = 1.61..3
r.0 S q e-6 Ze. ;�] 20 19 18 17 16 15 14 13 1:2 11 10 9 8 6X10 ZZ
3x6 3x4 sx5 = = 3x4
7-2-8 -1 14-1- 19-10-8 27-9-1 -0-0
-- -11-0 --0 7-11- --1
.-Plate off[3:0,5-810-5-81,
- ,0T - 1, f4:0-5-5,0-3-41, :E e,0- y1[16:0-2-80-3-01,[38:0-1-1400-0-81,
LOADING (psf)
SPACING -0-0 GSI DEFTIn IccI/defl LPLATES I
Roof
n ow=35.8 )
TCL
8.0
BOLL
8.0
BCE)L
.9
Plate [nor ase 1.1
a
Lumber Increase 1.1
Rep Stress Incr NO
Code I08/P180
TC 0.77
BC 0.41
WB 0.59
(Matrix)
LUMBER
n1a
- n/a
999
TOP CHORD
2 X
4
DF 240OF 2,OE *Except*
H r (TL)
T2
2
X 6 DIF N -o- , T3 2 X 4 SPF 165OF 1�5F
E3T CHORD
2 X4SPF
1658E 1.5E
WEBS
2 X
4
SPF Stud'/Std *Except*
5
2
X 4 SPF 165OF 1. E a W6 2 X 4 SPF 165OF 1.5E
4 SPF 165OF 1.5E[ W1 2 X 4 SIF 1 5OF 1- E
OTHERS 4 SPF Stud/Std
WEDGE
Fight: 2 X 6 DF No.
ert(LL)
n1a
- n/a
999
Vert(TL)
n1a
- n1a
999
H r (TL)
0.01
n/a
n/a
BRACING
TOP CHORD
E3T CHORD
WEBS
I' T 0 197/144
1T 0 H 148/108
Weight: 293 Ib
Structural wood sheathing directly applied or -0-8 oc purlins,
end vertical .
R i 'jd ceillng directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 14-15,13-14,12-13,,11-12,
1 Row of -midpt 2-18, 3-181 3-15o 4-15, -1
REACTIONS Ib/size -250136-0-0 25=449/36-0-0,
19=37136 -0 -0;20; 33/36 -o -0f 21=1 1136- -0, =56136-o-0, 4�-24/36-0-0, 14 28/36-0.0� 13-34/36-0-0
,
12=_30136-0-0, 10=48/8 -0-0, 9=-1/36-0-01 B-165/36-0-0
ax Herz - (load case )
Max Uplift7=- (Ioad case 8), =- (load case 8), =-9 (load case 7), 18=-1 14(1oad case ), 15=- 4(load case ),
11 151 1(Icad case 8), 24=-41(Jo ad cas e ), 9=-11(load case ), 8=-33 (I oad case )
Max G ra=336 (loud case )a 25 =599 (load case ),=84lead case ), 1 8=599(l o ad case ), 15;-- 10 1 (load case )a
11 =886(toad case ), 17=1 1(load case 4), 19_82(load case ), =74(lead case 4), 21= 0(load case 4),
1 4(load case 4), 24=53(102d case 4), 14= load case 4),. 1 = ` (load case 4), 1 - (lead case 4),
10=7 (load case 4), ®4(I cad case 4), =204 (lc a d case .8)
FORCES (ib) - Maximum cmpreysi n/Ma iryum Tension.
TOP CHORD 1-2=-50011 09, 2-3=-340/139, -4=0'149, 4-5=- 143/184, 5-6;---1 21/213, 6-7=-474/31P 1-25--529/64
BOT CHORD 24`25--285/287, 2S -24=-2851287P 22-23=-285/2877 21-22=-1 47/242t 20-21 =-1 471242, 19-20=-1 47/242, 18-19=- 147/ 4
17-18=-7 /1 75. 19-17--x'6/17 , 15-1 =-78/175, 14-1 =..1811 14, 13-14,;---1 8/114112-1 =-18,11 14, 11-12=- 1 11 -1 4p
10-11=0/253, _10=0/253, 8-9 =0/263, 7-8= 0/25 3
WEBS 2-22;---585/93. 2-18=-187/1241 -1 =-451.86, 3 -15z ---269172P 4-15=-660/80, 5-15;---216/113, -11 ==-456/54,
-11=-501 x'149, 1-22=;---941141
NOTES
1) Ind: ASCE 7-98; 90rn ph ; h= 5ft, T D L=4.8 p fi; B D L=4. psf; Category 11; Exp ;roc I o ri; I'�'1 Fly �n to rior zone; Lumber
COOL=1. plate grip DOL=1.33,
Truss designed for wind loads in the Plane of the truss only. For studs exposed to mind (normal to the face), see I liTe1 "Standard
Gable End Detail"
3) TCLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Sheltered
4) Unbalanced snow loads h ave been considered for this design,
5) Provide adequate drainage to prevent water po n d i rig .
This truss has been designed for a 1 O.O p f bottom chord live load nonconcurrent with any other live loads.
7 All plates are MT20 plates unless otherwise indicated.
TOS unless otherwise -Indicated.
Ls'7
i
except
.Job Truss Truss Type ---Fp ply
For B D9G ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, Ifs 83403, Robin
I F/EASHEWOOD TOWN HOME #5 10/3 DO (I D) R
Joky Referen (aetlo,nal)
6.200 s Feb 11 2005 MiTe fndustrles, Inc.
Tue Mar 07 11:00:15 2006 Page 2
TE
The following joint(s) require plate inspection per the Tooth Cunt Method when this truss is chosen for quafity assurance inspection: 1.
10) Gable requires continuous bottom chord bearing.
11) Gable studs spaced at -0-0 o .,
1 ) Provide e han[c I connection (by others) of truss to ri late capable of withstanding Ib uplift a � �
� � � t joint ` �� l� uplift �t feint Ike uplift �t joint 22, 114 Id uplift at
101M
10, q JO UP111f1 at joint 151 151 IIS
Upfin at Joint 1
1, 41 It) uplift at joint 24,
11 IIS uplift at joint 9 and 33 lb uplift at joint 8.
1 ) This
truss is designed in accordance
with the 2003
International Residential
e de sections R502.1 1.1 and R802.10-2 and referenced standard ANSI/TPI 1 F
LOAD CAS E() Standard
F50?
russ Trus Type Oty PI
I
D -GAP PIGGYBACK 124 i 1
ti I UUK. U H NE 1T -IFP Idaho Falls, ID 834033 Robin
IF/EASHEWOOD T SIH 1%4E #510/3 CSG (ID) R
l Job Reference cptionatj
6.200 s Feb 11 2005 M iT k I ndu striles, I nc.
Irate ftset J,:,,0--1 E
4X4 =
K
Tue filar 07 11:00:15 2006 Page 1
Scale = 1 -1 0,1
LCI (pt)
TOLL 35.0
(Roaf Snow=35.0)
TCL 8.0
B LL 0.
ECRL 8.0
LUMBER
TOP H RD
B T H RD
EE
4.,0-0-13,Edge
SPACING -0-0
Plates Increase 1.1.E
Lumber Increase 1.15
Hep Stress In r YE
Code IRC2003)7PI2002
in
5-11-102-11-13
1 5OF 1-5E
---
4
SPF1
2-11_13
Vert(TL)
4
Irate ftset J,:,,0--1 E
4X4 =
K
Tue filar 07 11:00:15 2006 Page 1
Scale = 1 -1 0,1
LCI (pt)
TOLL 35.0
(Roaf Snow=35.0)
TCL 8.0
B LL 0.
ECRL 8.0
LUMBER
TOP H RD
B T H RD
EE
4.,0-0-13,Edge
SPACING -0-0
Plates Increase 1.1.E
Lumber Increase 1.15
Hep Stress In r YE
Code IRC2003)7PI2002
REACTIONS (J b/s [ 1=28210-5-815=282/0-5-8
Max H rz 1=4 (load case
MaxUpliftl =-1 (load case 7), =-1 (l ad case
ax Gray 1= 0(load case ), 5=330(Jo ad case
C5i
TC 0.27
BG 0.2fi
W8 0.09
(Matrix)
FORCES (r ) - Maximum Compresslon/Maximum Tension
TOP CHORD 1-2=-160/30 r - =-4 / a 3-4--40 5/33, 4= =-160/1
BOT CHORD 2-6=-5/':3221 4-B=-5/322
B 3-6=0/1 48
DEFL
in
SPF
1 5OF 1-5E
ert(LL)
4
SPF1
0F1.517
Vert(TL)
4
SPF
Stud/Std
REACTIONS (J b/s [ 1=28210-5-815=282/0-5-8
Max H rz 1=4 (load case
MaxUpliftl =-1 (load case 7), =-1 (l ad case
ax Gray 1= 0(load case ), 5=330(Jo ad case
C5i
TC 0.27
BG 0.2fi
W8 0.09
(Matrix)
FORCES (r ) - Maximum Compresslon/Maximum Tension
TOP CHORD 1-2=-160/30 r - =-4 / a 3-4--40 5/33, 4= =-160/1
BOT CHORD 2-6=-5/':3221 4-B=-5/322
B 3-6=0/1 48
DEFL
in
(loo)
I/defI
ert(LL)
-0 012-6
>999
Vert(TL)
-0.022-6
>999
HorzFl-)
0.0
R ING
TOP CHORD
BOT CHORD
Ud PLATES GRID
240 MT20 1971144
i8d
n/a
loht: 15 Ib
Structural wood sheathing directly applied or -1 1-10 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracIn .
DOTES
1) 'arid: ASCE 7-9 ; 0mph, h= ft; T DL--4.Bp f; 13LCL=4. p f; Category 11; Exp ; enclosed; MWFRS interior one; Lumber
LCL=1 -33 plate grip DOL=1.33.
T LL: ASCE 7-98; Pf=35.O p f (flat roof snow) ; Exp ; Folly Exp,
Unbalanced snow loads have been considered for this design.
4) This tress has been designed for a 10.0 p f bettors chord iive leaf noncon urr nt with any other live loads_
.5) Bearing at joint() 1, con ider parallel to grain value u inn N 17P[ 1 angle to gran formols_ Building designer should verify
capacity of bearing surface..
Provide mechanical connection (by others) of truss to fearing plate capable of ith tandi ng 16 lb uplift at joint 1 and 16 lb uplift at
joint 5.
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1 .1 nd R802.10.2 and referenced
.standard ANSI/TP] 1.
SEE MiT k STANDARD PIGGYBACK TRUSS CONNECTIONDETAIL FOR CONNECTION TO 13ASE TRUSS
LCA CASE(S) Standard
S
F5078
.0 ss
Truss Type
STOCK C01'1PONE T -IF, Idaho Falls, ID 83403. Robin
�I
-1-4-0
1-4-0
13-4-
-4-
ROOF TRUSS
.i1
4x5 —
M
Qty I Ply IFiE HE 0 D T '' NHOME #5 1013 D (ID)
11
Job Referencen biota[
8.200 s Feb 11 2005 M Tek Industries, inn, Tue Mar 07 11,00:16 2006 Page 1
413.4=
1
Scale, 112"=1 4
.11
Plate ff e ,` : :O-1-1 ,0- - - � ,0- -
LOADING
(p f)
in ([cc)
I/defl
TOLL
85.0
SPACING
2-0-o
(Roof Snow=35.0)
Folates Increase
1.1
T DL
8.0
Lumber Increase
1.15
BCLL
0,0
Rep Stress I ncr
YES
n/,
(Matrix)
Code IRC2003/TP12002
LUMBER
TOP CHORD
DOT CHORD
WEBS
SLIDER
-0-0
6
CSI
DEFL
in ([cc)
I/defl
L/d PLATES ISIP
TC 0.41
Vert(LL)
-0.07 2-8
>999
240 MT20 197/144
BC 0.34
rt(TL)
-0.11 2-9
>999
180
WB 0.54
Ho r(TL)
0,09 6
n/
n/,
(Matrix)
Weag ht. 45 1
4 SPF 1F 1.E
SPF 165OF 1.5E
X 4 S P F Stud/Std
Left 2 X 4 SIF Stud/Std 3-6-13, .Right 2 X 4 SPF Stud/Std 3-6-13
REACTIONS Ob/size) 2=:;:732/0-5-85 6=732/0-5-8
Her `-18° (lead case
Max Uplift =-8 2 (load case 7), =- (load caro 8)
Max Gray 2;--91 8(load case ), = 18(load case )
BRACING
TOPCHORD Structural wood sheathing directly applied or -0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10 -0-0 cc br c'tn .
FORCES 0b) - Maximum o mp Cess f ens{ I um Tension
T P H R D 1- =0"82, - r--1 41 Y'8, 8-4--1145JI24, 4- =-1145/4,x, a8=-1841 X25, -7=0 °82
BOT H RD 2-8;-_0/105116_8=;;0/1051
EES 4-88/890
TE
1) 'a iced. ASCE- 8 F 90mph; h= ftf T D1L=4.8p f; B DL=4.8p f; Category 11; Exp. ; enclosed; MWFRS interior zone; Lumber
DOL; --1.33 plate grip, DOL -1.33,
T LL: ASCE -98 Pf=35.0 p f (flat roof row); Exp ; Fully Exp.
Unbalanced snow [cads have been consideried for this design.
TM is Truss has been des ig ncd f o r greater of rnIn roof I[ve lead of 1 .0 psf or 2,00 tirrne f]at roof load of 3 5. 0 p f on overnangS
non -concurrent with other live loads.
This truss has been designed for a I O.O psf bottom chord Ii re load nen o nc u Trent with any other live loads.
8) Bearing at Joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should vent
capacity of bearing surface,
Provide mechanical corginodion (by tither of truss to bearing plate capable of withstanding 92 lb up l ft at joint 2 and 92 Ib u p l-ift at
joint 6.
This true is designed [n accordance with the 2003 International Res id e ritl a.l Code sections R502.1 1.1 and R802.10.2 and referenced
standard AS 1,7 P l 1
LOAD S E(S) Standard
j o t'
F5.078
STOCK
Truss _. Truss Type
E2 ROOF TRUSS
COMPONENTS—IF, Idaho FallIs, CLQ 83403, Rob -in
1--
.11
•1
4x4
4
Job n terence jgpgaa ,�
6.200 s Feb 11 2005 MiTek Industries, Inc.
Tu e Mar 07 11:00:17 21006 Fade -1
g -s -o 11-0-0
--
--
M
12
3x0 11 9
Plate Offsets (XI
1-1-8
: [.:0-4-0,0-1-1
6:0-4-0,0-1-12
LOADIN
0-4-0,0-1-
LOADING (ps#) SPACING
TOLL_ 'I, 0
(Roof Snow=35.0) Increase 1 15
^ADL �.� Lumber lr�re,s 1.15
ALL .� Rep StressIr�cr E
ESL .0 Code1RC2003EI
LUMBER
TOP CHORD
BOT ' HR D
EBS
.11
4-10-8
REACTIONS (Ib/size) 1 =597/. echanj aF, 8= 7/Mechanical
Max Hort 1 =- .(load case 5)
Maxplrftl =- 5(load case ), =- 5(load case
Max Gray 1 -= 0 (load case ) 8-606(load case )
C1
TC 0.1
130 0.24
E 0.60
(Matrix)
HUM
RM
1-1-8
DEFL
4
SPF
1 OF 1.5E
PLATES
X 4
SPF
1650F 1.5E
240
X 4
S P F
Stud/ til
.11
4-10-8
REACTIONS (Ib/size) 1 =597/. echanj aF, 8= 7/Mechanical
Max Hort 1 =- .(load case 5)
Maxplrftl =- 5(load case ), =- 5(load case
Max Gray 1 -= 0 (load case ) 8-606(load case )
C1
TC 0.1
130 0.24
E 0.60
(Matrix)
HUM
RM
1-1-8
DEFL
in (1c)
I/de ]
Ud
PLATES
Vert(LL)
-0.05 10
>999
240
MT20
Vert(TL)
-0.08 9-10
>999
180
Horz(TL)
0,07 8
n 01
n./a.
'weight: 50 lb
BRACING
T .F H R D
Mel am 161'bi
FTP
197/144
Structural wood sheathing d t r ctly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling d1rectly applied or 10-0-0 oc bracing.
FORCES (Ib) - Maximum ompression/Ma ii-nurn Tension
TOP CHORD 1-12;---80191 1-2=-90/79 2-3==;-930/60, -4 �-1198/56, 4- =-1198/88. 5-6;---930/55, 6-7=-90/8, 7-8=-80,/4
BOT CHORD 11-12;---69/7581 10-11-121111921 9-10=-58/1192, 8-9--31/758
WEBS 2-12=-8430'345 -1 1=-102/481 3-10=--288/97,4-10=-16/995, 5-10=-288/115p 6-9=-102/46, -8=-84 / -11 1=---484/621
NOTES
1) Wind. ASCE 7-98; 0mph; h= ft, T DL;--4.8psf; B L=4. p f; Category 11; Exp ; enclosed; lVIWFfJS interior zone; Lurnb r
DOL=1.33 plate grip DOL; --1.32.
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof . naw); Exp ; Sheltered
Unbalanced snow loads have been considered for thIs design.
4) Provide adequate drainage to prevent water por ding,
5) This truss has been designed for a 10.0 p f bottom i chord rive load noncor`l u `rent with any other live loads`
Refer to girder(s) for truss to truss tonne tlon .
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand'Ing 35 Its Uplift at joint 12 and 35 lb uplift at
joint 8.
,8) This truss is designed in accordance with the 2003 Int rnatlanal Residential Code sections R502.1 1 .1 and R802,10.2 and referenced
standard ANSIITPI1.
LOAD CASE(S) Standard
J00 I Truss
F5078 IE3
Y
Truss Type Qty Ply
j ROOF TRUSS 12
STOCK OMP ENT -1F, Idaho Falls, ID 83403, Robin
._0�
Iwo
C
i f
0-0
I F/EAS H EWOOD TOWN HOM F #5 10/3 D ([ D,R
fob Reference (optional)
6.200 s Feb 11 2005 MiTelk [industries,
Inc.
Tue [far 07 11',00.18 2006 Page 1
4A
3
--
10 3x6 5-00112
5X5
Plate Offsets
LOADING (psf)
T LL 35.0
(Roof no - .0
TCCA L 8.0
BOLL 0,0
B DL &0
LUMBER
TOE CHORD
BOT HIS[
EES
-1-
• 7 . 0 - -8lo-1 - 1 1 ! [9:0-2-810-1-1
BFI _0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Incr YES
Code IR00,r-FPI0
r � �
REACTIONS (lb/size) 10= 7f 'I chanloal, 6_597/ I chanieal
Max Hort 10 o(load case )
Max Upliftl _ - load case 7), 6=- 8(lo d case )
Max Gray 1 Of -_70 (toad case ),=700(Joad case )
CSI
TO O,56
BC 0.29
B 0.58
(Matrix)
2-10-8
1-i0
DEFL
4
SPF
1650F 1.E
Lid
4
SPF
165DF 1.5E
8
4
S F F
Stud /Std
r � �
REACTIONS (lb/size) 10= 7f 'I chanloal, 6_597/ I chanieal
Max Hort 10 o(load case )
Max Upliftl _ - load case 7), 6=- 8(lo d case )
Max Gray 1 Of -_70 (toad case ),=700(Joad case )
CSI
TO O,56
BC 0.29
B 0.58
(Matrix)
2-10-8
1-i0
DEFL
In
(lac)
I/def]
Lid
PLATES
ert(LL)
-0,05
8
>999
240
f' T 0
Vert(TL)
-0.09
8
>999180
Herz(TL)
0..04
6
n/a
n/a
Weight: 49 Ib
3x6 --
FIB
197/144
Scale = 1;20,5
BRACING
TOP H BD Structural wood sheathing directly applied or 6-0-0 oo purlins, except
end v rtioal .
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-10---204/3911-2=- 1 /10, 2-3=-1 18 / , - 1187/75, 4-5;--J1 35/10, 5-6_-204/4101
.BOT HORS) 9 -10= -89/1231k8 -9=-94/1292,7-8---7311292F6-7=-68/1231
'REBS 1 0=-1 184/67, 2-9=-494/67t 2-8--3341139, 3-8=-23/957, 4-8=-334/139t 4-7=;-494/591 4-6=-1184/67
NOTES
1 ) Wind: ASCE 7-98; 90mph, h = ft; T DL;--4.Bp f; B ILL= . p f; Category lI; Exp ; enclosed; MWFRS interior zone; Lumber
D,OL=;1.3,3 plate grip D L=1.33.
T- LL: ASCE 7-98; Pf=35,0 p t (flat roof snow); Exp ; Fu[ly Fu[]Exp.
Unbalanced snow loads have been considered for this deign.
4) Provide adequate drai rage to prevent water ponding.
This truss has been designed for a 10.0 pst bottom chord live load nonco current with any other lite loads.,
Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 [b uplift at joint 10 and 38 Ib uplift at
joint 6,
This Vuss is designed in accordance Frith the 2003 International Residential Code sections 8502.11.1 and R802.1 and referenced
standardANSI/TPI 1.
LOA[ CASE(S) Standard
Job TruS S Truss Type Oty
F5078 E4 ROOF TR
STOCK MF E 1T -I i=, Idaho Falls, ID 63403, Robin
Q�
5-0-0
8,00 1
-0-
4A II
a
,g
PIS I I F/EASHE D TOWN HOME 95 1/ (ID) R
Job Referenceoptjena]
F:
6.206 s Feb 11 2006 MiTek Industries, Inc. Tue Mar 67 11:00:19 2"006 Page I
1 --
-0-
10 3X6 9 5X B 7
5x5 5X5 _
-- - -1-8 .z �.y 6-0_0 -10-8
1-8 0-10-8 0-10-8
Platy Offsets (X 17:0-2-8,0-1-11; 9.0--10-1-1
LOADING (psf)
TOLL 35.0
(Roof now=35.0)
TDL 6.8
BOLL 0.0
B DL 8.
LUMBLIR
TOP CHORD
BOT CHORD
WEBS
SPACING --0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r YES
Code lR!Q6 STP] 06
1
TC 0.47
BG 0.32
B 0.74
(Matrix)
4SPF 165OF 1,5E
SPF 186F1.6E
X 4 S P F Stud"/Std *Except*
1 2 X 4 SPF 165OF 1,E, W1 2 X 4 SPF 1650F 1,5E
REACTIONS (lbelsize) 10=597/Mechanical, 6=597/Mechanical
flax H o rz 10=17(leaol cage b)
Uax Upliftl6=- 4(Joad case ), =- (load case
Max Grav 10-760(Ioa f case ), � OO(Io d case )
N
[TEFL
In
� I o)
Ildafl
L/
rl(L L)
-0.05
8
>999
240
Ve rt (T L)
-0,09
8
>999
180
Harz(TL)
0.03
6
n/a
n1a
BRACING
TOP CHORD
X07 VIII rd 19 reQUI X
6
3,X
m t'
PLATES
MT20
Weight: 51 J.b
FLIP
197,x144
cal e w 1:20.5
7
r
Structural wood sheathing directly applied or 6-0-0 oc pearl iris, except
end verticals.
P ig id ceiling directly applied or 10- -6 oo bracing.
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-10=-336/59r 1-2=-199/17P 2-3=-1 1 /74r 3-4-1126/721 721 4- =-19'9/17, 5-6=-336/59
BOT CHORD -10s-68 `1094, 8-9=-76/1146, 7-8=-76/1146, 6-7=-6411094
WEBS -10=-9 1/49, 2-9---392184? -8=-454/411 3-8=_1 21/1237P 4-8=-454/351 4-7=-392/851 4-6=-981146
NOTES
1) Wind: ASCE 7-98; mph; h= ft; T DL= .8ps.f -, DL=4t8p f; Category 11; Exp ; enclosed; MWFRS interior zone; Lumber
DOL -1.33 plate grip DOL=1 t .
TOLL: ASCE 7-98; Pt=35.0 p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
4) Provide adequate draIn ag e to prevent water ponding.
This truss has been designed for a 19.0 p f bottom chord live load n n on urr nt with any rother Eve loads.
Refer to girder(s) for truss to truss connections.
Provide mechanical connection (by ethers) of true to bearing plate capable of withstanding 54 ]b uplift at joint 10 and 54 Ike uplift at
joint 6.
This truss is designed in accord'ance with the 2003 International Residential Code sections R502.1 1 .1 and R802-1 and referenced
standard AJ IrTPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type �Oty PIS
F5078 E5 Fo ol- TIT
STOCK COMPONENTS -IF, ldahD Falls, ID 83403, Robin
Y
a
4Y 10 _
1,5x4 11
--10-1
F/EASHEWOOD TOWNHOME #5 1013 G (ID) P
2 Job Reference oti a nal
6,200 s Feb 11 2005 MiTek Indus ries, Inc. True Mar 07 11:0020 0 2006 Page I
4x 1 2 T.
3
Wee
Scale = 119-7
3A f1
0
3X10
6X8 ,�.
LOADIN-G (list)
TOLL 35,0
(Roofno' -35.0)
TCD L 8.0
BOLL 0.0
BCE)L 8.o
LUMBER
TOPCHORD
BOT CHORD
WEBS
am
SPACING 1-0-0
Plates Incressa 1.1
Lumber Increase 1.1
Rep Stress Inca NO
Code I Foo loo
X. 4 S PF 165OF 1 ZE
OF N ,2
4 SPF 165OF 1,5E *Except*
4 SPF turf/Std, W3 2 X 4 SPF Stud/Std
REACTIONS (Ib/size) 8;--452210-5-8, 5 4522/0-5-8
Max
522/0- -
Max Uplift -4 4(lo dl case 5), , �-4 40oad ease
3-10-13
CSI
DEFL
in (loo)
I/defl
Ud
TO 0.67
Vert(LL)
-0,11 -7
>999
240
BC 0.83
Vert(TL)
-0,18 -7
>76.0
180
B 087
Horz(TL)
0.03 5
n1a
n/a
(Matrix)
BRACING
TOPCHORD
BOT H RD
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-8=-3075/304P 1-2=-6846/65712-3=-6846/657,3-4;:;-467/47: 4-5;---157/25
ESOT c H H P 7-8=-49/493, 6-7=-666/69405 5-6=-666/6940
VV E BS 1-7=-66716984t -7=-65/29, 3-7;--- 103/1 ot 3-6---254/2891 , 3-5=-7116/681
1-0-0
IR
PLATES
1T0
Weight: 118 Ib
GRIP
197/144
Structural wood sheathing directly applied or 5-6-2 cc purlins, except
end verticalls.
Rigid celling directly applied or 10-0-c oe bracing.
NOTES
1)2 -PI Y true to be connected together with 0.1 1 "x "' N ajls as fo Il s:
Top chords connected as follows, 2 X 4 - 1 row at 0-9-0 e e,
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oe.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
All loads are considered equally'' applied to all dies,, except if rioted as front (E) or back (E) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted a (F) or (13), unless otherwise
indicated-
Wind: ASCE 7-98,4 90m,pht h= 5ft; T DL z . p f; 8GDL=4. psf; Category II; Exp F enclosed; MWFRS interior zone; Lumber
CSL=1.33 palate grip IL=1 .3.
4) T LU ASCE 7-98; Pf=35.0 psi (flat roof snow); Exp ; Fully Epp.
Provide adequate drainage to prevent water ponding.
This truss inas been designed for a 10.0 psf bottom chord live load nonconcurrent with any ether Ic e Icads.
Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 404 lb uplift at joint 8 and 434 lb uplift at
joint 5.
This truss is designed in acCordance with the 2003 International Residential Code sections R502.11.1 and R802-10.2 and referenced
standard AIDS VTPI 1.
Girder carries tie-in span(s)' 29-9-0 from -0-0 to 12-0-0
LOAD CASE(S) Standard
1) Snow: Lumber Increase -1.1 , Plate Incre ,se; --1.1
Uniform Loads (pit)
'pert, 1-4=-43, 5-8=-729(F=-721
Jeb
F5078
Truss
HF -A5
True Type
HOWE
STOCK COMP EDITS -11=, Idahe Falls, ID 83403
bi n
--0!
0
6X6
6 7 8 9
1
ly
PI ° VEASHEW000 TOWNHOME# 1013 D (0) R
1°
F
Job Beferen septi oriel
6.200 s Feb 11 2005 M iTe Jr:-dustri es, Inc,
10
-0-11
-0-1
6X6
Tue Mar 07 11-100.22 2006 Page 1
-1-4
UNIQUE
23 22 21 20 i 9 is 17
X 5 _ 4x5
0.3
23-1 0-4 _ 32-1-4
23-10-4
f�1at Offsets(X, )., 6:0-2-1O,Edlg ,-112:0-2-10,Edg ], f 1 :Edg ,0-. -,1_. ], [23-0-2-810-3-01
LOADING (ps-f)
in lac)
Ifdefii
Ud
TOLL
35--0
Na
SPACING
-0-0
nla -
(Roof Snow -;---35.0)
999
plates Increase
1. 1
n!a
TDL
8.0
Lumber Increase
1,15
E LL
0.0
Rep Stress In r
YE
E3CDL
8.0
Code IRC2003ITP12002
LUMBER
TOP CHARD
2 X 4
SPF
1650E 1.5E
BOT CHORD
2 X 4
SPF
1650E 1,5E
OTHERS
4
SPF
165OF 1.5E *Except'
T4 2
X 4
SPFStud/Std, ST3 2 X
4 SPF Stud/Std
ST2 2
X 4
SPF Stud/Std, ST1 2 X
4 SPF Stud/Std
T7 2
X 4
S PF Stud/ Std, ST8 2 X
4 S PF to /Std
CSI
TC 0.0.E
BG 0.04
WB O�23
(relatrix)
OEFL
in lac)
Ifdefii
Ud
Vert(LL)
n/a -
Na
999
Vert(TL)-
nla -
nla
999
Horz(TL)
0.01 iv
n!a
nla
BRACING
TOP CHORD
B -T CHORD
WEBS
IT-
Ic�
ELATES GRIP
MT20 197/144
'eight: 198 1b
4-1-4
2-0-0
Scale - :56.9
Structural wood sheathIng directly applied or 6-0-0 oc purlins.,
Frigid celling directly applied or 10-0-0 cc bracing.
1 Row at innidpt 9-21 , 8-22 , 7-23, 6-24, ,x-25, 10-24. 1 11 -1 ,
12-18, 13-17
REACTIONS (ib/size) 1=107/28-0-0,21;--204/28-0-01 =206128-0-0, =201128-0-O, 24=169/28-0-01 -201/28-_01 26=206/28-0-05
27=202/28-0-01 28;--213/28-0-01 6=205/28--6-0, 19--201128-0-0, 18=169/28-0-01 1157/28-0-0, 16;--206128-0-01
1 -'.1 X4/28-0_0
Max H o rz 1=4Ioad case )
Max Upliftl =;- (lcad case ), 2 1=- 00oad ease 6), 22=-31 (load ease , =- load case b 4s-1 le
=-89(load case 7), 6=- (load case ), =- 0(load case 7), 8=- (Ie d case 7), 0=- load case ),
19--t:=-31 (load as ), 17,-179(10 d case ), 16=-11 (l ad case ), 1 =-1 (lead ease
Max Gray 1= 7(load case ), 21= 97(1 'd ease ), (load case ), = 0 (lead case ), 4= 7(10 d ease 2 T
d case ) , ;-- 0 (Icad case ), 7= 4( lead case ), 28=311(le ad case ), 0= (loa.d case ),
19= 07(1uad ease ), 1 = (load ease ), 17= 7(lead case ), 16;--301 (load ease ), 1 = (lea.d case )
FORCES (ib) - MaAmum Compression/Maximum Tension
TOE CHORD 1-2=-309/136t 2-3=-234/129, 3-4=-159/122, 4-5---160/116,5-6=-1581138, 6-7=-44/110, 0, 7-8�-/1 1 , ���=���11 0�
9-10==:;-43/1101 10-1 1=-43/ 1 1 �0 11-12-.z,--46/110, 1 -1; � -162/1 1, 13-14=-168172, 1 -1 =-=1,61, 86
BOT CHORD 1-28=-501951 7-28-x-50/95, 26-27=-50/95, 25-26=-50/95, 24-25=-50/95P 23-24=-50/95-F 22-23;---50/95, 21-22;---50195,
20-21;---50195, 10- 0=-50 '95' 18-19---z-50/95, 17-1 =--50 '95, 16-17=-82/14 , 15-16--831151
WEBS 9-21 =-2/4 p 8-22=-26(3150T 7-23=-275/473 6-24=-226/34P 5-25=;-261/109, 4-26=-267/1113} 3-27=-266/112P
2-28=-261/106. 10- 0;---267/51, 11-19=-274/50P 12-18=-223/5, 1 -17=-259 '1 , 14-16=.;-253/125
NOTES
1) Wind: ASCE 7-98; 90mph, h = ft; T IAL=4.8 p f; B D L=4. psf; Category 11; Exp ; enclosed; MWFRS Interior zone: Lumber
IS L=1.33 plate grip DOL=1,; +
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 D t i lfr
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof Snow); Exp ; Frilly Exp.
4) Unbalanced snow loads have been considered for this desP n,
5) Provide adequate drainage tG prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load n neon eu rrent with any other live loads,
7 All plates are 1.5x4 MT20 u n Jess otherwise i rid ieated.
8) Gable studs spaced at -0-0 cc.
Bearing at joint(s) 16, 15 considers parallel to grain value using ANSVTP1 1 angle to grain formula,. Building designer should verIfy
capacity of bearing surface.
Continued on page
Job Trust
I
e
u ss I ype
i
F5078 H F - A5
a.
STOCK PONE T TIF, Idaho Fall -s, ID 334031 F oUn
H+'E
Qtr FI
� 1
F/EA HEWOO D TOWNHOW #5 1013 D (I D) R
Job Refererj c�r ,C.
.200 s Feb 11 2005 MiTek Industr e R Inc.
Tue Mar 07 11:00:22 2006
Pale 2
DOTE
10) a ) capable of withstanding 8 lb uplift at joint 1 0 lb uplift at 'Girt 1 1 Ib a iift
Provide rn�h�r�i��l ��r�r��ti�� � others) �f ���� t� bearing Int � �tjoInt� � � a ib uplift at
joi rpt , 1 Ib u pI itt at to Grit 4, 8 1b upl itt t jo int , Ib uptift at Joint , 9G lb uplift t joint 1 b upi ifs at joi nt . 1b u I i.ft t .o inuplift at joint 17, 11 ]b uplift at joint 1 and 105 Ib u lift at'pint 1 r p � � �, 1 1� u�i�ft �t ��ir�f 1 , � � 1b
�' J
11) Non Standard bearing condition. Review required.
1 ) Th Is truss Is designed in accordance with the 2003 International R as ids ntial Code sections R502.1 1 .1 and R802.10.2 0. and referenced standardANSI/TPI 1
LOAD CASE() Standard
I F5 D78 HF-A5CAP
Truss
Truss Type --- ate' i P[
KINGPOST 1 j
STOCK COM F ON EDITS -IFP Idaho Falls, ID 83403, Rc hi n
LOADING psf
TOLL 35.0
( Roof Snow=35.0)
TCD L 8.0
BOLL _0
BDL
LUMBER
TOP CHORD
BOTCHORD
OTHERS
REACTIONS
I F/EASH E OO D TOWNHOME 10/- D (ID) R
-_ j Job Reference � tir�nal
2 Fels 11 2005 MiTek Industries, Inc.
Tue Mar 07 11 -100:23 2006 Pagel
--0 5-11-12 13-11-8
2-0-0
.0
44
F9
x 4 3x4
SPACING 2-0-0 CSI
Plates Increase 1.15 TC 0.0
Lumber Increase 1.15 BC 0.03
Rep Stress Incr YES WB 0.1 1
Code flR 00 i PI 00 (Matrix)
'DEFL
Vert(LL)
Vert(TL)
H a r(TL)
BRACING
TOP H RD
FOOT CHORD
PLATES GRIP
T B 197.11144
ei ft 53Ib
Structural wood sheathing directly applied or -0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
lblsiz) 1=104/11-11-807;-_104/11-11-810=128/11-11-8 , , 1 J1=201 /11-11-8, 12-210/11-11- =201 /11-11-8, 8,21 /11-11-
Max Horz 1 �-1 (load case )
Max LJpliftl ---45 (lo -ad case 5), 7=- 21 (load cas 6), 11 =-8 8 (load case 7)P 1 2=-96 (load ca -se 7), =-8 (load case 8), 8-- (load case 8
`1 ax G ray 1 � 128 (load c ase ), 7=1 8 (Jo ad case 3), 10-_ 1 28(I cad case 1), 11=807(Ioad case ), 12 =3 0 (Io ad case 2), 9 ^B 07 (load cas e ), 8 =30 3 (Joad case 8)
FORCES ([b) - MMaximum Compression/ aimam Tension
TOFF CHORD 1- =-171/85 P - =::- 143/811 3 -4=-152/84, 4-5=- 15 2/71 t 5-6=; - 143155, - -139/53
BOT CHORD 1-1 _-33/1 101 11-1 =-33/1 10, 10-11, =-33/110, 9 -10=-33/110, 8-9=-33/1 10 P 7-8= - 3/110
FBS -1 �- 8,�' , 8-11=-27!9/109, -1 =- 6/1O F 5-9=-279/108, 6-8=-2551108
NOTES
1) ind: ASCE 7-98,F 0mph; h- 5ft; T EL- . ,p f; B DL=4. p f; Category II; Exp; nenclosed; MWFR. interior zone; Dumber
D L=1, :plate rip OL=1. .
Truss designed for wind loads In the plane of the true Daly. For studs exposed to wind ( normal to the face), see M iTe "Standard
ail i l
Eno D t h`
T LL: ASCE 7-98; Pf--35.0 psf (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for a 10.0 p f bottom chord live Coad nonco current with any other live loads.
8) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at --0 oc.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Id uplift at jolint 1, 21
88 Ib uplift at joint 11, 96 Ike uplift at joint 1 , 7 lb uplift t joint 9 and 96 Id uplift at jolint 8.
T� 14r
F
1b up Hft at joint 7,
ss I UOO s r--!)1yH1VU In acc)rddn Willi We e_003 International residential Uode sections 8502.11.1 and R80-2.10.2 and
referenced standard ANSVTPI 1.
LOAD CASEP Standard
4
SPF
1 8OF 1.5E
4
SPF
165OF 1.5E
SPF
Stud/Std
'DEFL
Vert(LL)
Vert(TL)
H a r(TL)
BRACING
TOP H RD
FOOT CHORD
PLATES GRIP
T B 197.11144
ei ft 53Ib
Structural wood sheathing directly applied or -0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
lblsiz) 1=104/11-11-807;-_104/11-11-810=128/11-11-8 , , 1 J1=201 /11-11-8, 12-210/11-11- =201 /11-11-8, 8,21 /11-11-
Max Horz 1 �-1 (load case )
Max LJpliftl ---45 (lo -ad case 5), 7=- 21 (load cas 6), 11 =-8 8 (load case 7)P 1 2=-96 (load ca -se 7), =-8 (load case 8), 8-- (load case 8
`1 ax G ray 1 � 128 (load c ase ), 7=1 8 (Jo ad case 3), 10-_ 1 28(I cad case 1), 11=807(Ioad case ), 12 =3 0 (Io ad case 2), 9 ^B 07 (load cas e ), 8 =30 3 (Joad case 8)
FORCES ([b) - MMaximum Compression/ aimam Tension
TOFF CHORD 1- =-171/85 P - =::- 143/811 3 -4=-152/84, 4-5=- 15 2/71 t 5-6=; - 143155, - -139/53
BOT CHORD 1-1 _-33/1 101 11-1 =-33/1 10, 10-11, =-33/110, 9 -10=-33/110, 8-9=-33/1 10 P 7-8= - 3/110
FBS -1 �- 8,�' , 8-11=-27!9/109, -1 =- 6/1O F 5-9=-279/108, 6-8=-2551108
NOTES
1) ind: ASCE 7-98,F 0mph; h- 5ft; T EL- . ,p f; B DL=4. p f; Category II; Exp; nenclosed; MWFR. interior zone; Dumber
D L=1, :plate rip OL=1. .
Truss designed for wind loads In the plane of the true Daly. For studs exposed to wind ( normal to the face), see M iTe "Standard
ail i l
Eno D t h`
T LL: ASCE 7-98; Pf--35.0 psf (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for a 10.0 p f bottom chord live Coad nonco current with any other live loads.
8) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at --0 oc.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Id uplift at jolint 1, 21
88 Ib uplift at joint 11, 96 Ike uplift at joint 1 , 7 lb uplift t joint 9 and 96 Id uplift at jolint 8.
T� 14r
F
1b up Hft at joint 7,
ss I UOO s r--!)1yH1VU In acc)rddn Willi We e_003 International residential Uode sections 8502.11.1 and R80-2.10.2 and
referenced standard ANSVTPI 1.
LOAD CASEP Standard
F8
Truss Truss Type -- t
HF -01 KINGPOST
STOCK COMPONENTS -IF, Idaho Falls, 6D B3403, Robin
LOADING (psf)
T LL
35.0
(Roof
1 �Fj 1ow=35.0 )
T L,
+
BOLL
0.0
BDL
8,0
LUMBER
TOP CHORD
BOT H RD
OTHERS
REACTIONS
---
a r`f'�1+
L! - 0
Tt
6
8
Aly ff/EASHEWOOD-TOWNHOME #510/3 DG (EQ) R
1 a
Jeb Reference tional 3 r ..,_J
6.200 s Fete 11 2005 MiTek Industries, inc. Tree liar 07 11:00: 2006 bags 1
-11-1 11-11- 13-1 -
B
U4 °g
IM
3x4 3x4
SPACING -0-g
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I n er YES
Code IRC2003ITP12002
CSI
TC 0.07
BC 0.04
WB 0.12
(I atri )
--0
REEL
X4SPF
Lid
1F 1.5E
2
X 4
SBF
1F 1.;E
Ve rt(TL)
X 4
SPF
Stud/Std
CSI
TC 0.07
BC 0.04
WB 0.12
(I atri )
--0
REEL
in (loo) I/def i
Lid
PLATES
Vert(LL)
nota n/a
999
MT20
Ve rt(TL)
n/ n/a
999
Horz(TL)
0.00 7 n/a
n1a
BRACING
TOIL HRCT
BOT MRD
J' eig hl: 55 Ib
FLIP
197/144
Scale :!!= 1:35,3
Structural weed sheathing directly applied or 6-0-0 oo purlins.
Rigid ceiling directly applied or 10-0-0 eo bracing.
(lb/size) I =1 07111-11-8, 7.-z 1 7111-11-81 10=124/11 -11 -81 11=200111-11-8, 1 =211/11-11- a =200/11-11-81 8--211/11-11-8
M ax Herz 1=-180(load case
Max Upliftl =- 4(lead ease ), 7=- (lead ease ), 11 (lead case ), 12;-_-1 08(lead ease ), =- (Io d case )r =Y1 g (lead case
Max Gray 1=1 (load ease ), 7=1 (load ease ), 10=1 4(I.ead case 1), 11= 0 (lead ease ), 1. - 04([ead case ), = 0 (lead ease ), - o4(load case )
FORCES Ob) - Maximum Compression/Maximum Tension
TOP CHORD 1-2---193/951 - --1 47/88, 3-4;:-- 157187, 4-5=-1 57/75, 5-6==;-1 47/56, 6-7=-1 61/63
BOT H RD 1-12;---39/121, 11-12=;-_-39/1 1, 10-11;---39/1211 -1 0=;-39/121, 8-9=-39/1219 7-8=-39/121
WEBS 4-1 O t=-90/0, -11=-278/119 j 2-12;---256/119, 5-9;---2781118, 6-8-256111
MOTES
1) Wind: ASCE 7-98; 0mph; h= ft; T DLA . p f; E DL=4. p f§ Category Ll; Expo Q enclosed MWFRS interior zone; Lumber
DOL; --1.33 plate grip DOL --1.33.
True designed for wird leads in the plane of the truss only. For studs exposed to wind (normal to the face), see !Tel "Standard
Gable End Detail"
T LL: ASCE 7-98; Pf=35.0 psf (flat roof new) Exp , Fully Exp.
Unbalanced snow loads have been considered for this design.
5) Th is tru ss has been des ig n ed for a 10.0 psf botto m chord I Eve iced no nconcu rre nt with any 0th e r l ive loans.
6) All plates are 1.5x4 MT20 unless ether rise .indi'eated.
Gable requires continuous bottom chord bearing.
8) Gable studs spaced at -0-0 e ,
9) Provide mechanical connection (bay ethers) of truss to bearing plate capable of withstandIng 54 lb uplift at joint 1, lb uplift at joint 7,
8 lb uplift at joint 11, 108 lb uplift at joint 12,97 lb uplift at jelnt 9 and 109 lb uplift at icint 8.
10) This truss is designed in, accordance with. the 2003 International residential Code sections R502.1 1.1 and R802.10.2 and
referenced standardNSlo"TPI 1.
LOAD CASE(S) Standard
F Ob
Truss Truss Type t � Ply
E ,
F 078 HF -D1 KJNGPOST
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
IF/EASHEWOOD T W H l./1E 45 10/3 D (I) R
1
lJcb Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, I roc.
Tue Mar 07 11;00,24 2006 Page 1
--- 3-11-1 7-11- -11:
40
4A =
2x4 / 7.5'X 1 1.5x4 11 1.5A 11 2x,4
7-11 -8
7-11-8
Iq
a
Scale = 1:24.6
LOADING �p,sf)
TGLL 35,0
SPACING -0-0
DSI
DEEL
in Ioc I/defl
Lid
PLATES GRIP
(Roof r� - a 0
Plates Increase 1.1
T 0.10
Vert(LL)
n/ - n1a
999
IT 0 107/14
T oL
Lum.b r Increase1.1
B 0.02
ert(TL
n1a - n/a
999
A LL 0�0
Rep Stress Incr YES
I3 0,08
Horz(TL)
0.00 n1
n1a
P C S 6.0 j
Ode IR 003,fTP'1 00
(Matrix)
Weight: 31 lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
ET CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X4 SPIF Stud/Std
BRACING
TOP H RD
BOT CHORD
tructura.l wood sheathing directly applied Or 0-0-0 o purl ins,
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTION (lb/ iz) 1=04/7-11- , �0 /7-1 1- p 7 —103/7-11-8, 6=231/7-11-8
MaxHort 1=-117(pcad case )
Max Up liftl =-30(10 ad case.5), =-1 (load case 6), �-1 20 (load case 7), 0 =-1 0( Io ad case
MaxGray 1=117(load case ), =117(Io d case ), 7=103(le .d case 1), 8=337(lcad case ), =3 (fo d case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP P H r D 1-2---119/75-t - =.-159/571 3-4=-159/400 4-5=-99175
75
BOT CHORD 1-8=-26/79, 7-8=-26/7916-7;---26/79,5-6=-26/7-9
WEBS 3-7--721012-8=-304/139, 4-6=-3041139
TE
1) Wind: ASCE 7-98, 90rnph; h= ft; T DL= . pf B L- , p f, Category 11; Exp ; enclosed; MWFRS interior zone} Lumber
lL =1.33 plate grip DOL=1.33.
Truss designed for wind loads In the plane of the truss only. For studs expo ed to wind no rrn of to the face), see iTel "Standard
Gable End Detail"
T LI., ASCE 7-8; Pf=35.0 pf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design!
5) This truss has been designed for a 10-0 p f bottom chord Imre load nonconourrent with any other live loads,
O) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 cc.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 ib uplift at joint 1 P 1 ib uplift atjoint 5,
120 1b uplift at joint 8 and 120 Ib uplift at joint 6.
This truss is desilgned in accordance with the 2003 international Residential Code sections R502,1 1.1 and R802.1 0 - and referenced
standard ANSI/TPI 1
LOAD D E Standard
Job
TTUSS
True Type aty
r
1
Ply I FEAS HEWOOD TOWNHOM E #5 10/3 D (ID) P
F5.078
11
1
F
ROOFTRUSS 2I
2
>999
240
Vert(TL)
Job Reference _(optional)
UUK UUMlJQNLN I -I k- a Idaho Falls, I D 83403, Haji n
i
a
I
LOADING psf
TOLL 35.0
Roof no =35.0)
TDL 8.0
BOLL 0.0
BDL _
6.200 s Feb 11 2005 I' i+Tek Industries, Inr. Tue Mar 07 11;00:25 2006 Page 1
SPACING N -0-0
Plats Increase 1.1
Lurnber Increase 1.1
Rep Stress I n r YES
Code IRC2003fTP12002
1R1��1�
REEL
in
(Ioc)
I/defl
L'd
Vert(LL)
-1,00
2
>999
240
Vert(TL)
-0,00
_4
>999
180
H o rz(T L)
-0.00
3
n/a
n /a
LUMBER BRACING
TOP CHORD 2 X 4 SPF 16551= 1.5E TOP H RD
BOT CHOKE) 2 X 4 SPF 165OF 1 p11] S T H RD
REACTIONS (lb/size) 2=266/0-3-8, 4=16/ hani 1,-36111 Ie hanIcal
Max Hort = load case 7)
MaxU p [ift =- (I o ad case 7), _-6 (Icad case
Maxrav 2.-402(load case ), = (load case ), 3=55(Ioad case 2)
[FORCES (Ib) - Maximum € mpression/Ma imum Tension
TOP CHORD 11-2=0194s 2-3=-92/14
BOT CHORD -4=0/0
PLATES
KAT20
Weight: 7 Ib
GRIP,
197/144
Scale - 1:7.5
Structural wood sheathing d [rectly applied car 1-11-11 oc purlins.
Rigid ceding directly applied or 10-0-0 roc bracing.
NOTES
1)Wind: ASCE 7-98; 0mph; h= .eft T L=4. p f; E3 DL= . psf; Category il; Exp ; enclosed; MWFRS interior ogle Lumber
DOL=1.33 plate grip [SOL.=1,33.
TOLL: ASCE 7-98, Pf=5. p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design..
4) This truss has been designed for greater of rain roof live [cad of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live mads.
This truss has been designed for a 10.0 p f bottom chord live load non on urrent with any other live loads.
6) R tiler to g rd r(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to t)ring plate capable of withstanding 78 Ilb uplift at joint 2 and 69 lb uplift at
joint 3.
This truss is designed i n accordance with the 2003 International R es id nti a[ Code sections R502,11 1.1 and R802.10.2 and referenced
standard ANSI/TP! 1.
LOAD CASE(S) Standard
J o b Truss
F078 1
STOCK MPONENT -IF, Idaho Falls, ICS 834G3, Robir
Truss Type
ROOF TRUSS
Qty ! Ply
l
I r/_EASHF f D T WNHOI' IF #5 10/8 D (ICS) r
8 1
.fob Reference l o tonal
8.200 s Fels 11 200 5 M iTek Indu stries, Inc. Tue Mar 07 11 -00:25 2008 Page 1
—1-4-0
1—— 1-1i-11
-d
LUMBER BRACING
TSP CHORD 2 X 4 SPF 165OF 1.5E TOPCHORD
BOT CHORD 2 X 4 SPF 1650E 1.5E E T HORD
PDE
Left: 2 X 4 SPF Stud/Std
REACTIONS (lb/size) =271 /0- - , 4n 1 /mechanics:, 3=32/Mechanical
Max Horz 2=76(load case 7)
Max Uplift= -r 0(Ioad case 7), 8=-78(1cd c..
Maxra 2,409 (lead case ), = lead case ), 3 :58(1 ead case
FORCES (lb) - Maximum Compression/Maximum Tension
TOP H RL) 1-2=--0/98P -8=-126/1
BOT CHORD -4=0/
NOTES
trructur l wood s heath i n d Irectly applied or 1-11-11 ec puriin-
igld ceiling directly applied or 10-0-0 roc bracing.
1) Wind: ASCE 7-98; 0mph; h= fta T DL=4.8p f; R DL= .8p f Category ll; Exp ; enclosed; MWFRS interior zone; Lumber
LC L=1.33 plate grip CS L =1 r33.
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
8 Unbalanced snow leads have been considered for this design.
This truss his been designed for greater of min roof live load of 16.0 p f or 2,00 times flat roof load of 35.0 p f on overhangs
non -concurrent with offer live loads.
TFCIr, truss hes been desig reed for a 10.0 p f bottom chord Iive toad noncancurrent with any other live loads.
). Refer to girder(s) for true to true connections.
Provide mechanical connection (by offers) of truss to bearing plate capable of withstanding 70 lb uplift at joint 2 and 7 lb uplift at
ao[nt 3.
This truss is designed ire accordance with the 2008 International Residents l Code sections 1 502.11.1 and R802.10.2 and referenced
standard ANSI'/TPI 1.
LOAD CASE(S) Standard
LOADING
(psf)
T L
88,.E
SPACING
-0-0
CSI
D�EFL
in (logic)
I/deft
Ld
PLATES FLIP
(Roof t� = .00
Plates Increase
1.1
T 0.31
`ert(LL�
-0.00
240
l
MT20 197/144
T oL
Lumber Increase1.1
B 0.08
Vert(TL)
-0,00 -4
180
BLL
`
0.0
n
Rep Stress I ner
YES
WB 0.00
Herz(TL)
-0.00 8
n/a
n /
I
od f R 00 /TPP
(M afr«)
Weight: 8 Ib
LUMBER BRACING
TSP CHORD 2 X 4 SPF 165OF 1.5E TOPCHORD
BOT CHORD 2 X 4 SPF 1650E 1.5E E T HORD
PDE
Left: 2 X 4 SPF Stud/Std
REACTIONS (lb/size) =271 /0- - , 4n 1 /mechanics:, 3=32/Mechanical
Max Horz 2=76(load case 7)
Max Uplift= -r 0(Ioad case 7), 8=-78(1cd c..
Maxra 2,409 (lead case ), = lead case ), 3 :58(1 ead case
FORCES (lb) - Maximum Compression/Maximum Tension
TOP H RL) 1-2=--0/98P -8=-126/1
BOT CHORD -4=0/
NOTES
trructur l wood s heath i n d Irectly applied or 1-11-11 ec puriin-
igld ceiling directly applied or 10-0-0 roc bracing.
1) Wind: ASCE 7-98; 0mph; h= fta T DL=4.8p f; R DL= .8p f Category ll; Exp ; enclosed; MWFRS interior zone; Lumber
LC L=1.33 plate grip CS L =1 r33.
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
8 Unbalanced snow leads have been considered for this design.
This truss his been designed for greater of min roof live load of 16.0 p f or 2,00 times flat roof load of 35.0 p f on overhangs
non -concurrent with offer live loads.
TFCIr, truss hes been desig reed for a 10.0 p f bottom chord Iive toad noncancurrent with any other live loads.
). Refer to girder(s) for true to true connections.
Provide mechanical connection (by offers) of truss to bearing plate capable of withstanding 70 lb uplift at joint 2 and 7 lb uplift at
ao[nt 3.
This truss is designed ire accordance with the 2008 International Residents l Code sections 1 502.11.1 and R802.10.2 and referenced
standard ANSI'/TPI 1.
LOAD CASE(S) Standard
Job I Truss
F5078 IJ
Truss fype
STOCK: COMPONENTS -IF, Idaho Falls, ID 63403, Robin
F
ROOF TRUSS
aty I Ply
IF/EASHEWOOD T bra N H ME 95 10/3 D (ID) R
j ] Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc.
Tree Mar 07 11,00:26 2006 Pagel
1-4-0 3-11-11
I
TC 0.35
13C 0.11
E 0.00
(hair)
DEFL
in
(It o)
LOADING (Pf)
TOLL
35.0
SPACING
-0-0
(Roof
ncw= .)
Plates Increase
1.1
TDL
8.0
Lumber Increase
1.1
BCLL
0.0
Rep Stress Incr
YES
BCDL
_0
CodeII�00P I00
I
TC 0.35
13C 0.11
E 0.00
(hair)
DEFL
in
(It o)
1/defl
L1 d
Vert(LL)
-0.01
-4
>999
240
'rt(TL)
-0.03
-4
>999
180
Horz(TL)
-0,00
n/a
n/a
LUMBER BRACING
TOP CHORD 2 X 4 SPF 16 OE 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT H RD
REACTIONS (lb/size) 3,l /Mocha n ioal, 2;--346/0-3-8, 4=30/Mechanical
Max Harz = (Ioad case 7)
Max Uplift =- (load case ), =- (load case 7)
Max Grav 3=1 (load case ), = 1 (load case 2), 4� 1aad case
FORCES (lb) - Maximum Compre ion/Maxi mum Tgn ion
TOP .HHD 1-2=0/95, 2-3=-133/69
BOT CHORD 2-4=0/0
PLATES GRIP
MT20 197/14
Weight'. 11 lb
Scale-- 1-11..3
Structural wood sheathing directly applied or 3-11 -11 oc purkns.
Rigid ceiling directly applied or 10-0-0 no bracingr
NOTES
1) Wind: ASCE 7-98; 90mph, he ft; T DL.=4.. p f; l3LCL=4.8P f; Category 11; Exp C- enclosed; M FR interior zone; Lumber
DOL= 1.33 plate grip D L=1.33 .
TOLL: ASCE -; Pf-5.0 Pt flat roof snow), Exp ; Fully Exp.
Unbalanced snow loads have been cc n side red for this design,
4) This truss has been designed for greater of min roof live load of 18,0 p f or 2.00 times flat roof bald of 35.0 p f on overhangs
non -concurrent with other live loads.
This truss Inas been designed for a 10.0 p f bottom chord live toad non o no u rr nt with any other We load
Refer to girder(s) for truss to true connections.
7) Provide mcchanical connection (by others) of truss to bearing plate capable of wittistanding 35 Ib uplift at 10[nt 3 and 72 Ib uplift at
joint 2.
8 This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.1 0 2 and referenced
standard ANS TP 1 1.
LOAD CAS E) Standard
Job Truss
F5078 C J .
Trus. Type
STOCK COMPONENTS -IF, Idaho Falls, ID 834031 Robin
LOADING
(psf)
T LL
35.0
(Roof now=35 0)
T DL
8.0
BELL
�0
B DL
&0
LUMBER
TOFF CHORD 2 X 4 SPF
BOT CHORD 2 X 4 SPF
WEDGE
Left: 2 X 4 SPF SludlStd
1
ROOF TRUSS
a.
Qty Ply I F/EASHEWOOD TOWN HE ft5 1013 D (JD) H
Job Reference c tional
6.200 s Feb 11 2005 MiTek I ndu tries, I nc. Tue Mar 07 11,--00:26 2006 K age 1
1-4-0 -11-1 1
SPACING -0-0
Plates Increase 115,
Lumber Increase 1.1
Rep Stress In r YES
Code IR00/TPI0
165OF 1,5E
165OF 1.5E
S1
TC 0.39
BC 0.11
B 0.00
(Matrix)
REACTIONS (-Vsize) 3-118/Mechanical, 2-355)'0-5-8, 4=;0/Mechancc 1
Max Hort 2=111(load case
Maxplift =-4 (10 d case 7),2=-61 (load case 7)
Max G rad' 3 =1 (fond case )r 2=532(load case ), 4= 7(load case 4
FORCES ([b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2t=011 00, 2-3=-1 75/83
BOT CHORD 2-4=0/0
NOTES
DEFL
in
(Io)
l/defl
Ud
Vert(LL)
-0,01
-4
>999
240
Vert(TL)
-0.02
-4
>999
180
Ho rz (TL)
-0.00
3
n/a
n/a
BRACING
TOP CHORD
ESOT CHORD
PLATES
MT20
Weight: 1 Ib
GRIP
197/144
calc = 1.14.7
Structural wood sheathing directly appiled or -11-11 oc purlins.
,Rigid ceiling directly applied or 10-0-0 oc bracing.
1)Wind: ASCE 7-98; 0mph; h= ft; T IAL= . p f; B C L=4. p f; Category 11-, Exp ; enclosed; MWFRS interior zone-, Lumber
DOL=1.33 plate grip DOL --1.33,
TOLL: ASCE 7-98; Pf-35.O psf (flat roof snow); Exp ; Fully Exp.
LJnbalanced snow loads have been considered for this design,
4) This truss has been designed for greater of miry roof live load of 16.0 psf or 2.00 tires flat roof load of 35.0 psf on overhangs
non -concurrent with other lies loads.
S) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Iiveh loads_
Refer to girder(s) for truss to truss connections.
7) Provide rnechan[cal correction (by others) of true to bearing plate capable of withstanding 48 lb uplift at joint 3 and 61 Cb uplift at
joint 2.
This tiruss is designed in accordance with the 2003 international R sid ntial Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSIJPl1.
LOAD CASE(S) Standard
Job Tru ss Truss Type oty
F5078 J3 BOOT TR
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, robin
LOADING (psf )
T ILL 35.0
(Roof now=35.0)
T DL 8,0
BOLL 0.0
BCL 8,0
LUMBER
TOP CHORD
E3T CHORD
REACTIONS
Ply I IFIEASHE►NQQQ TOWNHOME #51013 OG (lb} R
1i
a
--J gb lief e r encs e cpti nal
6.200 s Feb 11 2005 M iTek I nd u tri e r I t o.
1--4- 5-11-11
Tue Mar 07 11-100:27 2006 Page 1
yr r
SPACING -0-0
Plates Increase 1,1,E
Lumber Increase 1.1
Flap Stress In r YES
Code IFS 0; [TP1200
cafe o 1-1 5.4
CSI
4
SPF
165OF
1.5E
TC 0.80
4
SPF
165OF
1.5E
cafe o 1-1 5.4
CSI
DEFL in
(Ioc) i/d! fl
Ud
PLATES GRIP
TC 0.80
Vert(LL) -0.06
-4 >999
240
MT20 197/144.
B
e rt(TL) -0.14
-4 >500
180
R 0.00
Hor2(T- L) -0.00
3 n/a
n/a
(Matrix)
Weight, 16 Ike
BRACING
T F' H IT
Structural wood
sheathin
directly appii ed or -1 1-1 1 oc pUr[an
BOT CHORD
Rig[d calling directly applied or 10-0-0 oc bracing.
f I / r ) -222/Me hanical, 2=438/0-3-8, 4:-_46/Mechanical
Max Hor =11' load case
Max Uplift =- (Icad case 7)t =- 0(load case 7)
Max Gray 3 =343(10 )a 2=651(load case , 4=104(Joad case 4)
FORCES (IL) - Maximum ompr9 ion/Maximum Tension
TOP H RD 1-2=01'95, 2-3--184/124
BOT H IL I) -4--0/0
TE
1) Ind: ASCE 7-98; ph; h = , ft} T [ L-4. p f; B D L.�4. pf ; Category 11; Exp C. enclosed; MWFRS interior one; Lumber
D L=1 .33 plate grip DOL-_ 1 _ .
T LL : ASCE 7-98; Pf=35.O psf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
This true has been designed for greater of miry roof live load of 18.0 p f or 2.00 tires flat roof load of 35.0 p f on overhangs
nen-concurrent with ether live [ ad t
5) Th is truss has been designed for a 10.0 p f bottom c ho rd live lead nonconcurrent with arty other I ive loads.
Refer to girder(s) for true to truss connections.
Provide mechanical connect -Ion (by others) of truss to bearing plata capable of withstanding 67 Ib uplift at joint 3 and 70 Ib uplift at
joint ..
This truss is designed i n accordance with the 2003 Internation ,l Residentlal Code sections H502,11 1.1 and 8802,10.2 and referenced
standard NI/TPJ 1.
LOAD CASEP Standard
JDb Truss Truss Type Qty Ply I F/EASHEWOOD TOWN H M- 5 1 0AG D G (J�) R
F5078 1 MONO TRUSS1
Job Reference o don l
STOCK COMPONENTS -IF, Idaho Falls, ID 83403., Robin 6,200 s Feb 11 2005 MiTelk Industri s, Inc, fue Mar C} 11.00:27 00 Page 1
1 -4-0 4-1-8 -0- 1
1-4-0
1:
1.5x,4 11
FIN
LOADING {pst}
TCLL 35.0
(Roof Snow=35.0)
TCI7L 8.0 �
BCLL 0.0
BCQL 8.0
LUMBER
BER
TOP CHORD
BOT HFA D
WEBS.
1
4X -q
SPACING -0-0
Pates Increase 1,15
Lumber Increase 1.1
Rep Stress I n r YES
Code lR00 [TP]00
REACTIONS (ib/size) 2;;--54410-5-8, 5=374/0-5-8
M ax Ho rz 2= 145 (loadcase 7)
Max Uplift =- (load case 7), �- 0(Coad case 7)
Max ra.v .= 06(.Ioad case ), = 4 ([oad case )
FB. (1b) _ Maximum Compression/Maximum Tension
TOP CHORD 1 =0/96, 2-3=-714/30, -4--1 /711 4-5:---210/43
BOT CHORD 2-5=-102/525
WEBS .--z-592/113
SI
TC 0.39
BG 0-46
'B 0.25
(Matrix)
)
DEFL in (1o) I/defl
Vert(LL) -0.19 - 8
Vert(TL) -0.42 2-5 >220
Horz(TL) Oa01 5 n/a
BRACING
TOFF CHORD
BOT CHORD
6
ud PLATES
240 MT2i]
180
n!a
Weight: 30 Ib
RIP
197/144
Scale - 1:21.2,
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or -0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 0mph h= ft; T DL; -_4. psf; B DL�4. psf; Category 11; Exp ; enclosed; M FRS interior zone;
Lumber
D, L-1.33 plate grip COOL=1.33.
TOLL; ASCE 7-98; Pf=35.0 p f (flat roof snow) Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of rein roof live load of 18.0 psf or 2.00 tires flat roof load of 35.0 psf on overhangs
nolo-concurrent with other live loads,
6) This truss han h�an designed for a 10-0 psf bottom chord liv 'load nonce recurrent with Emy other live IQad.5.
Provide mechanical carne t[ori (by others) of trues to bearing plate capable of with, tandin 4 Its up]ift at joint 2 and 60 Id uplift at
joint 5.
This truss is designed i n accordance with the 2003 International Residential dude sections R502.1 1.1 nd R802.10,2 and refemin ced
standard ANSI/TPI 1.
LOAD F() Standard
PF
1650E 1.51E
4
SIF
165OF 1.5E
SPF
Stud/Std
REACTIONS (ib/size) 2;;--54410-5-8, 5=374/0-5-8
M ax Ho rz 2= 145 (loadcase 7)
Max Uplift =- (load case 7), �- 0(Coad case 7)
Max ra.v .= 06(.Ioad case ), = 4 ([oad case )
FB. (1b) _ Maximum Compression/Maximum Tension
TOP CHORD 1 =0/96, 2-3=-714/30, -4--1 /711 4-5:---210/43
BOT CHORD 2-5=-102/525
WEBS .--z-592/113
SI
TC 0.39
BG 0-46
'B 0.25
(Matrix)
)
DEFL in (1o) I/defl
Vert(LL) -0.19 - 8
Vert(TL) -0.42 2-5 >220
Horz(TL) Oa01 5 n/a
BRACING
TOFF CHORD
BOT CHORD
6
ud PLATES
240 MT2i]
180
n!a
Weight: 30 Ib
RIP
197/144
Scale - 1:21.2,
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or -0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 0mph h= ft; T DL; -_4. psf; B DL�4. psf; Category 11; Exp ; enclosed; M FRS interior zone;
Lumber
D, L-1.33 plate grip COOL=1.33.
TOLL; ASCE 7-98; Pf=35.0 p f (flat roof snow) Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of rein roof live load of 18.0 psf or 2.00 tires flat roof load of 35.0 psf on overhangs
nolo-concurrent with other live loads,
6) This truss han h�an designed for a 10-0 psf bottom chord liv 'load nonce recurrent with Emy other live IQad.5.
Provide mechanical carne t[ori (by others) of trues to bearing plate capable of with, tandin 4 Its up]ift at joint 2 and 60 Id uplift at
joint 5.
This truss is designed i n accordance with the 2003 International Residential dude sections R502.1 1.1 nd R802.10,2 and refemin ced
standard ANSI/TPI 1.
LOAD F() Standard
F5a7$
STACK
Truss Truss Type
MONO TRUSS
COMPONENTS -IF, Idaho Falls, ID 83403, Robin
C9
T
1
1--
t
Fly I I F/EASHEWOOD TOWN HOME 45 1013 DG (ID) R
Job Reference (optional)
6200 s Feb 11 2005 MiTek Industries, Inc.
1.5x4 11
-*AJ
'0 1 e
.__ -0-
LOADING (psf)
TOLL 85.0
Roof Snow --35.0)
TLD. 8}0
B LL 0.0
BOD L 8,0
1.bx4 LI
Tue Mar 07 11:00:28 2006 Page 1
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress l n r YES
Code I 003 TF'12002
LUMBER
TOP CHORD 2 X 4 SIF 165OF 1.5E
BOT CHORD 2 X 4 BPP 1650E 1.,8E
WEBS 2 X 4 BPF Stud/Std
WEDGE
Left; 2 X 4 SPF Stud/Std
REACTIONS �Ib/size) 2=449/0-5-8, 4=266/0- -8
Max Harz=152(load case 7)
Max pl`02=-5 (lead case ), 4=-61 (load case
Max rav = 8(I ad case )F 4-885 Io d case
FORCES (lb) - Maxlrnurn Compression/Maximum Tension
TOP CHORD 1-2;--0/1001 2-3---240/158F 3-4=-341188
BOT CHORD -4=0/0
1
TC OF7
BC O.46
E3 0.00
(Matrix)
DEEL
in (Ioc)
I/deft
L/d
Vert(LL)
-0.05 -4
>999
240
ert(TQ
-0,1 -4
>547
18
Horz(TL)
0.00
n/a
n/a
BRACING
TOPFORD
BOT H r D
PLATES
I IT 0
lghl: 22 Ifs
GRIP
197/144
--a!e = 1:22,4
Structural wood sheathing directly applied or b-0-0 oc purlins, except
end verticals.
Re id ceili ng d Irectly app Iled or 10-0 -0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 0 rn ph' h = 5ft; T I L-4.Spsf; LCL=4 . p f, Category 11: Exp ; enclosed; MWFRS interior zone; Lumber
DOL =1.38 plate grip D L-1 8.
T LL: ASCE 7- 8; Pf= 5,0 psf (flat roof now); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of miry roof ilive load of 16.0 psf or 2.00 times flat roof load of 35.0 p t on c erhan
gs
non-conctirr nt with other live loads,
5) Th is truss has bee n des ig n ed fo r a 10 . 0 psf botto m c hord l ire- load nonco c u rrent with a ny +tithe r l ive loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 2 and 61 Jb uplift at
joint 4,
This truss is designed in accordance with the 2003 International Residential Code sections R502,111 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard