HomeMy WebLinkAboutTRUSS SPECS - 05-00155 - 544 Golden Willow Dr - AdditionJo ' Tri Tr�a Type ,, �'I .
e�R'EX./SPEC1415A31E.I(ID)H
ROOFTRUSS
STOCK COMPONENTS -IF', Idaho Falls, ID 83403, Eric
I
I
-2-0-0 1 7-0-4
-0-0
7-04
13-6-0
6--1
p7
I
I I I .lnb Reference o
6.200 s Feb 11 2005 MiTek Industries, Inc.
5x6 =
2
19-11-12
!9p
I
Tue May 17 08:33:24 20D5 Fags 1
7-0-0
2-0-0
- 12 7-0- -0-0
Scale = 1 r.2
7-0-4
7-0-4
1.5x4 11
Plate Offsets X, f2:0-2-0,0- - ]1.L6:0 -2 -050 -0 -?J__.1
LOADING (ps�
TALL �� SPACING -0-
(Roof �_. flat Increase1.15
TCL .�� LureIncrease
her 1.15
LL Rep StressI nor SEs
I3CBCDL .0 ode [r0.�'TP1202
LUMBER
TOP CHORD
BOT H RD
WEBS
2 X 4 SPF 1 650 F 1.5E
2X4SPF 1 F 1.5E
X 4 SPF stud/Std
U 8r —
19-11-12
4 =
1.5x4 11
-0-
6-5-12 6-5-12 7-0-
CSI
TC 0.89
BC 0.52
13 0.49
(Matrix)
REACTIONS TI (lb/size) 2=1552/0- - } =1 2 O- -8
M ax U Pi W2=4 (1 oad case ), 6=499(l oad case )
Max G rav 2=1 (load case 2), 6=1 0(l ad case )
DEFL
in
Ooc)
1ldefl
Ud
Vert(LL)
-0.12
'IU
X999
240
Vert(TL)
-0.23
6-8
?999
180
Horz(TL)
0.09
6
nla
rola
BRACING
TOP CHORD
BOT HI.
WEBS
PLATES
MT20
Weight.: 12lb
R
GRIP
1971144
Structural wood sheathing directly applied or 2-2-0 o
purlins.
Frigid ceiling directly applied or 10-0-0 o bracing.
I Flow at midpt -1 , -10
FORCES (1b) - Mompr lon/Maximum Tension
TOIL CHORD 1 -2=01120, 2-=-26801575} -4=-1 41'4 4r=-1 646/490, -=-2680/575, -7-01120
BOT CHORD 2-11=-34112206$10-11=-341/2206pg-10=-3411220638-9=-341,12206,6-8=-341/2206
WEBS 3-11 =0/258, -1 =-1142/25714-1 =-1 91/8115 -10=1142/2 Y -3=01258
DOTES
1) Wind: ASCE 7-02; 0mph; b=2 ft-, T C L=4. psf; l3DL= , psf Category 11, Exp ; enclosed; C -C E tt ri r ;
Lumber [SOL=1.33 plate grip [SOL=1.33.
2) TOLL: ASCE 7-98; =35.0 p f (flat roof snow); Exp ; Fully Exp.
3 Unbalanced snow loafs have been considered for this design.
4 This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 tires flat roof Id of 35.0 psf
n overhangs
non -concurrent with other live Id.
5) Tb is truss h as been desig reed for a 10.0 pf bottom chord live load non concu rrnt with any other live Ids.
6) This tr=uss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at
joint 2 and4 lb uplift at joint 6.
8) This true is designed in accordancewith the 2003 International Residential Code sections R502.11.1 and
8802.10.2 and referenced standard I[TPI 1.
LOAD GAS E� Standard
--0-0
1--
13-6-0
V,&VW , Fcu 11 �vY� iru i �� i�au�l�e5, ►nc.
4X4
E
27-0-0
13-6-0
1"U1 Mai 11 08'33'1 1001 Pill 4
--
-0-
al = 1:54.8
IOC, 4w, Zo zi Zb 25 24 23 22 21 20 19 18 &Ww
7--0
r 7-0-0
Lill (pSf)
TOLL 35.0
(Roof ,rw=.)
TDL 8.0
ELL 0.0
BCDL 8.0
LUMBER
TOP CHORD
BOT HILA
OTHERS
PI -o-
Lumber Increase 1.15
Rep Stress In r NO
Code I . 0 /TP1200
X 4 SPF 1650F 1.5E
4 SPF 165OF 1.5E
X 4 SPF Stud/Std
CSI
TC 0.fi0
BC 0.26
WB 0.20
(Matrix)
3X4
DEFL
in
(loc)
Ifdefl
!Jd
Verfi{LL}
-0.05
17
nlr
120
Vert(7L]
-D.aT
17
nlr
90
Horz(TL)
0.01
16
nla
nfa
BRACING
TOPCHORD
BOT HFC
FOLATES
MT20
Weight: 120 i
IIF
1971144
M
Structural good sheathing directly applied or 6-0-0 oc
urlins,
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS l b/size) 2=393/27.0 -0125=185/27 -0 -Or 26=204127.0 -Op 27=204127 0-03 28=206/27-0- =195/27.0-
30=239127-0-0, 31=21127-0A =204127- y23=204127 -0 -Op 20=195127-0-Oxx
1 9=239/27-0-0118=21./27-0-0, 16=393127-0-0
MaxUplift =- (l and case , =- fad case ), =-81 (load case ), =-77 load case 5),
29=- (loa case , 0=-1 (load case , 31=-11 loa case , - (l d case ,
23 =- 81 (Io ad case ), 2 2 =- 7(1 o ad case ) 0=- (loa d case ), 1 =-10 8 (1 oad case ,
1 �w 1 14(l o ad c ase , 1 =- lad case 5)
Max Gray � l oad case ), 2 5=1 Toad cas e 1), 26=3 0 lad c a ), 27-29 (load case 2),
28=301 (load case ), - lad case , 30=351(load ease ), 31= (load case ,
09(l oa d case )r 2 3--2-9(1 o ad case r 22=3101 Ioad case , 20 =2 84(load cage 3),
19=351(load case , 1 = (load case ), 1 = (load case 3)
FORE 0b) - i` a lMUMCompressionfMaximum Tension
TOP CHORD -2=0/1 19J -3=-1 06107 3-4=-561511 4-5-=-80/3915-6=-77/86i6-7=-78/1381 7-8=-77/191,8-9=-82J236,
9-10=-82/2367 lo -ii= -77/191, E1 -12=-78/1J 12-13=-77/K 1 "1 -80139} 1 1 =' 1 ■, 1 5-1 =-1 0610
BOT CHORD 1 =0/1 , 0- 1 =011 507 -30=0/1 , 8-29 =0/1 0� 7-28=0/15 01 -27=01150 P 6=011
24-25=01150, 23-24--0/150P
2 0/1 0■ 22-23=0/1 1 , 21-22=011 ■ 0- 50,19-20=0/1 50118-19=0/1 1 3 J
.�}. 7yir `j�j I 1
WEBS9-25=-153/0,8-26=-27718217-27=.264/101, 6-28=-267/967
5-29=459/92,4-30=292/111i
-2 � 5 / i 0�� 12/111 3-31=122011 1=1
i/�"j�_ /�J �Jy,' jam{ }_�J �/� r u
10-24=-277182111-23=-264/101,12-22=-267/96,13-20=-259192;
- # -X277182,' 1 1-23=-264/1 01 , 1 - 267/96, 1 - +-i d ; 141 =-2921111,1 -1 =-151
OTE
1) Wind: ASCE 7.02;m ph- h= -- T IAL . . pf, BCDL pl . fm Category 11; Exp ;enclosed; - E t rior ;
Lumber [SOL --1.33 plate grip CS L=1.33.
2) True designed for wind loads in the plane of the truss only. For studs exposed to wind n rmal to the face),
see MiTek "Standard 'Gable End D tail
T LLE ASCE 7- X35.0 p f (flat roof now); Exp - Fully Exp.
4) Unbalanced snow loads have been considered for this design.
Continued on page 2
Job
Truss
AIG
Truss Type
GOOF TRU
STOCK COMPONENTS -IF, Idaho Falls,_ ID 834 , Eric
NOTES
Qty Ply I E ./ P'E 1415-1 1EJ(1D)H
d
Jab Reference (optional
6.200 s Feb 112005 l liTe Industries, Inc.. Tue May 17 08:33:25 2005 Page
5) This truss has been designed for greater of miry roof Ilya load of 18.0 p f or 1.00 tires flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads
6) This truss has beena l n d for a 10.0 p f bottom chord live load r� n on urr t with a other � �r � �' loads.
7) All
plates are 1.5x4 MT20 unless otherwise indr ata i
8) This truss requires plate inspection per the Tooth Count Method when this
t rR u ss is chn fir q u a I ity ass u rrf ce inspection.
9) ahia requires continuous bottom chord bearing.
10) Gable studs spaced at 2-0-0 oc.
11) Provide mechanical connection n(byothers of true t barn late a ably joint..� � � � � itl�t�,r�dir� Ib �rp�rft of � Ib uplift at pint � 1b
J
uplift at joint 7, 7 lb uplift at joint , lb uplift at joint 29, 108 lb uplift of joint 0,. 114 l uplift at `Dint � I uplift
. a _ � a joi nt 4f �I Ib uplift at
joint , lb uplift at joint , ] b uplift at joint , 1 Ila uplift of joint 19,114 lb uplift at joint
� J and 253 Cb uplift at ' i
1 ) This trues is designed in accordance with the 2003 Int mational Residential Code sections R502.11.1 and
.10.2 arid referenced standard
ANSVTP1 1
LC]AC] CASE(5) Standard
Job Truss Truss Type . - � Qty Ply
j Q3935 A2 I ROOF TRUSS
STUCK COMPONENTS -IF, Idaho Falls, Ifs 83403, Enc
1
1
co
1
CD
-0-
-_4.
RE]C.1S P EC 1415-13lEJ ( I D)H
1
Job Reference (optional)
6,200 s Feb 11 2005 M!T k Industries, Inc. Tue May 17 08:33:2,7 2005
5x6i
n
6--1
`0-4
7-0-
1
1.5x4 11
P I ate Offsets (X, �.rC : 0-0-10, EqRej,,.__L6.- 0- -10, Ed ]
LII (psfl
TOLL 35.0
(Roof n o =35.10
T DL 8.0
B LL 0.0
DL 8.0
LUMBER
TOPS CHORD
;
BOT HFA[
WEBS
SPACING --
Plates Increase 1.1
i
Lumber Increase 1.1
Fp Stress I nor YES
Code IRC2003/TP12002
4 SIF 165OF 1.5E
X4SPF 1 5OF 1.5E
4 SPE Stud/Std
6- 1
CSI
T' 0.94
BC 0.77
WB 0.49
(Matrix)
REACTIONS (lb/size) 6=135010-5-8,2=1556/0-3-8
Ma
=1350!0--, =1556}y -
Ma Horz 2=73(lo-ad case 5)
M ax i..l p ift =-349 (Ioad case , 2=-50 I oad case 5)
M ax G rav 6 = 158 7 Load case , 2=1 (l ad case 2)
D]
6-L.l-1
DEFL
in
(loc}
1ldefl
Ud
Vert(LL)
-0.18
6-7
X939
240
Vert(TL)
-4.30
6»7
X999
180
Harz(TL)
0.10
6
nla
nla
BRACING
TOP CHORD
BOT CHORD
WEBS
7 -0 -
Page I
Scale = 1:58.0
4X7
PLATES
MT20
Weight: 99 lb
GRIP
1971144
Structural wood sheathing directly applied or 1-7-8 oo
Puffins.
Rigid ceiling directly appli d or 10-0-0 oc bracing.
I Row at m id pt 3 -925 -
FORCES l - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/1 202 2678}5892 ---1 6531502, 4-5=-1 65415031 5-6=-2742/623
BOT HD -1 -4 12 C , -1 . ! 1 " 04, =-4611226777-8=-461/2267,6-7=461/2267
WEBS -1 0=01258, 3-9=-1 142/2602 4-9=206/822,, j�-1 1991300, 5-7=0/261
MOTES
1Wind: ASCE 7-02-, ph; h= ft; T L=4. p f; B C L=4. Psf; Category ll; Exp ; enclosed; C -C Extr i r ;
Lumber DOL=1.33 plate grip [SOL=1.33,
2) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced no leads have been considered for this design
4) This truss h.s been designed for greater of main roof live load of 18.0 pf or 1.0 t"Imes flat roof load of 35.0 pf
on overhangs non -concurrent with other live Loads.
5) This truss has been designed for a 10.0 p f bottom chord live load non concurrent with any other Live loads.
6) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality
assurance inspection.
7) Provide mechanical tonne tion by other) of true to bearin,g bearingplate capable of withstanding 349 Ib uplift at
joint 6 and 505 Ib uplift at joint 2.
8) Thi5truss is designed in accordance with the 2003 Int rnati-on al Residential Code sections R502.11.1 and
R802.10.2 and referenced tan d rd ANSIITPI 1
LOAD CASE(S) Standard
Truss
Truss Type
ROOF TRU
STOCK COMPONENTS -IF, Idaho Falls, I D 83403, Eric
--0
3-2-0
6.00 F12
I
iVA
1
F E J ITEC 1 } -1 1EJ(I D)F
Job Reference: (optional
6.200 s Feb 112005 MiTek Industries, In . Tue May +17 08:33:27 2005 Page 1
U4 =
z
--
LOADING (psi
T LL 35.0
(Roof Snow=35.0)
TDL, 8.0
BOLL 0.0
LUMBER
TOPCHORD
T CHORD
'EBS
.4 — 1.5x4 11 2x4
3-2-0
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2003fTP12002
4 SPF 165OF 1.5E
4 SPF 165OF 1-5E
4 SPF Stud/Std
CSI
TC 0.27
BC 0.08
W13 0.07
(Matrix).
REACTIONS (lb/size) 1=308/0-3-8,3=303/0-3-8
M
=308/0--, =303/0--
M Upli l= -I (load case )a _-1 load case 5)
Max Gray 1=361(load case , 3=361(load case 3)
FORCES (Ib) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=-381/128, 2-3--3811128
BOT CHORD 1-4---591292, =-59/292
`EES
2-4--0/132
i3EFL
in (lac)
Ildefi
11d
Vert(LL)
-OAff 4
X999
240
Vert(TL)
-O.fl'I 4
X999
4$0
HOR(TL)
0,00 3
nda
nfa
BRACING
TOP CHORD
BOTCHORD
PLATES
MT20
Scale = 1: 13.6
Weight: 17 Ib
GRIP
197/144
Structural wood sheathing directly applied or 6 - WO
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
TE
1) Wird: ASCE 7-02; ph h= ft; T. DL=4.. p f; ES L=4.8p f Category 11* Exp ; enclosed; C -C E t r1or(2);
Lumber DOL=1.33 plate grip DOL=1.33.
2) T LL� ASCE 7-98; Pf--35.0 p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for thi5 design.
4) Thr is truss has been designed for a 10. 0 p f bottom oho rd l ive load nonconcurrent with any other lire loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Provide chani ail connection (by others) of truss to bearing plate capable of withstanding '1251b uplift at
joint 1 and 125 Ib uplift at joint 3.
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1*1 and
R802.10.2 and referenced standard ANSIITPI 1
LOAD CASE(S) Standard
P
Job .Truss
Q3935 BIG
Truss Tp
RO F TRUS
STOCK COMPONENTS -IF, Idaho Fails, ID 83403, Erie
NJ
I
--0-0
--
-- 0
3--
Ply
REX .15 P E C 14/5-1 31 EJ (I D) H
r : Job terntinI
6.200 s Feb 112005 l iT k Industries, Inc. Tue May17 08:33:27 2005 Page 1
44
3
-0
--0
-0-0
Scale i 1: 18.3
0
LOADING (psfl
TOLL 35.0
(Roof Snow --35.0)
TDL 8.0
LL 0.0
BCDL 8.0
L41
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress I n er NO
Code IF . 2003IT 120
LUMBER
TEMP CHORD 2 X 4 SPF 165OF 1.5E
130T CHORD 2 X 4 SPF 1650F 1.5E
OTHERS X 4 SPF Stud/Std
CSI
TC 0.60
BC 0.09
13 0.04
(Matrix)
❑EFL
in (loc).
I/defl
Ldd PLATES
Vert(LL)
-0.12 5
nlr
120 M"i20
Vert(TL)
-0..14 5
n!r
90
Hort(TL)
4.00 4
nla
nfa
BRACING
T P CHORD
BOT HOOD
REACTIONS lb/size) =394/6-4-014=39416-4-05 6=213164.0
MaxUplifts=- to d case ), 4=- 7 lad case )
MaxGray =load case , Iad case ), =1 (Ioa case 1
FORCES (Ib) - Maximum Compression/Maximum Tension
TOPCHORD 1-2.5.&.0111972-3=-143174,3-4=-143f74,4-5=01119
BOT CHORD 2-6=-20/83, 4-6=-20/83
WEBS 3-6=-1 0/45
ITE,
Weight: 22 lb
IP
1971144
Structural wood sheathing directly applied or -0-0 0C
purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1Wind: ASCE 7-02; 90mph; h W T CSL=4. p f; g DL=4. p f; Category Il z Exp ; enclosed; C -C Exterior(2);
Lumber CSO L=1.33 plate grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind normal tothe face),
see MiTek "Standard Gable End Detail".
3) TOLL: ASCE 7-98; =35.0 psf (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design,
5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times. flat roof load of 35.0 psf
n overhangs non -concurrent with other live loads.
6) Th is truss has been desig n ed for a 10.0 psf bottom chord l i re load no neon current with any other live load's.
7) This truss requires plate inspection per the Tooth Count Method od when this truss is chosen for quality
assurance in p ti n..
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 c.
10 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2751b uplift at
joint 2 and 275 ]b uplift at j i nt 4.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard Air «TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Q[y Ply RE.K.lSPEC1415-73IEJtlDjH
Q3935 , C'IG ROOF TRUSS I
e
i
T COM PON EATS -I F, Idaho Falls, I D 83403, Eft
L
4-906
-0-
4-- 1
4x6 =
3
A An
��1 �
_. I Job Reference (optional)
6.200 s Feb 112005 MiTek Industries, Inc. Tue May 17 08:33: 2005 page I
13-3-2 18-0-8 20-9_
-1 -- -0-0
Scale = 1:36.4
am
Folate Offsets(X,Y): j . - -1 -1-
LOADING
(psf)
(JoG)
IIdefl
TCLL
35.0
SPACING
2-0-0
(Roof r�r=.
FSI Increase.
1.15
TSL
7-92
Lumber Increase�i
.�1
ALL
.�
�tri C nor
�'
NO
BCDL
.0
de IRC2003fTP12002
LUMBER
TOP CHORD
BOT H RD
WEB,
OTHERS
SPF 1650F 1.5E
X 4 SPF 1650F 1.5E
X 4 SPF Stud/:ltd
X 4 SPF Stu d/Std
U8 =
4-2-14
CS]
TC 0.60
13C 0.30
13 0.41
(Matrix)
18-0-8
4-9-6
DEFL
in
(JoG)
IIdefl
LJd
Vert(LL)
-0.03
1-12
X999
2A
Vert(TL)
-O.DG
7-92
>999
180
Horz(Tl.)
0.01
10
nla
nla
BRACING
TOP H1
BOT CHORD
PLATES
MT20
Weight: 75 1b
RIP
1971144
Structural wood sheathing directly applied or -0-0 oc
purlins,
Rigid ceiling directly applied or 6.0.0 oc bracing.
REACTIONS Iby i ) 1 !359/0- -' , =406/1 -0- 1 1 =846/ 1 - - , =281 /1 -0- , 1 d1=33,1 - - , =38/ 1 - -
7=40112-0-0
Ma
=4 11 -0-
a Hort 1=-7(Ioad case )
MaxpI iftl =-1 07 r(load case , =- 7(loa case ), 10=-253 1 .a case =- joad case 5),
7=-21 (lad case )
Max Gray 1= 5 to d case , = l aid case ), 10_100 load case ), 8=561 (load raise 3),
11= (l ad case 4), 9=81 fload case 4), 7=10 (I d case 4
FORCES 1b) - Maximum CompressionlMaximum Tension
TOP H F .I 1-2=-6581143 7 2-3 =0/3 57Y3-4=- 10 71274 4- 5 ENEW01511'1 =0111
+ T CHORD 1-1 - / 1, 11- =014717 1 -1 1 p 01471, 10=-89/` '0, - =-89190: - = l 0, = 891 0
WEBS -1 2=011 5 1 , 2-10-8 0 0/21 , -1 1 /10 8 , 4-1 -1 54/1191 4-8=-530/96
DOTES
1) Find: ASCE 7-02; 90mph# h= ft T C L=4, p f; B DL=4. p f; Category 11; Exp a enclosed} C -C Exter[or(2);
Lumber COOL=1.33 plate gr1p LC L=1 . 3,
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the fam),
see M iT
QFC. � standard Gable End Detail"
3) T LL: ASCE 7-98; P . p f (flat roof snow); Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design.
5) Tide truss has been designed for greater of miry roof live load of 18.0 pf or 1.00 times flat roof load of 35T0p° f
n overhangs non -concurrent with other live loads,
6) This truss has been desig n d for a 10.� f botom chord I ive load nonconcu rr n
t with any other live load.
7) All plates are 1.5x4 MT20 unless oth r i indicated.
8) This truss requires plate insperCtion per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
@bqqMjb8t8grpA0@(ted at -0-0 oc.
Job Truss� ire Type
r
1 � RO F TRUSS
I
STOCKP EATS -IF, Idaho >=a[I } IDS83403, Eric
MOTES
Qty Ply
1
I
RE .] PE 1415.•1 1EJ(1D)H
Job Reference
6.200 s Feb112005 MiTek Industries, Inc. Tue May17 08:33:28 2005 Page 2
10) P'rovide mechanical connection (by others) of truss to bearing uplift � joint pp,lf Fthtr�in1Ibup1iat jint 1� 7 Ib uIiat •oint Ib
10, Ib uplift at joint and 1 1b uplift at joint . �
) This truss is designed in accordance with the 0 '
I t tion a l Residential Code sections R502.11.1 and R802.10.2 and referenced
ANSI TPI 1.
LOAD CASE{S} Standard
Truss
1
Truss Type I Qty I Ply
IF TRUSS 1
i
E .1SPE 141 -1 JEJ(ID)H
Jab Reference (optiona
STOCK COMPONENTS -117, Idaho Falls, ID 83403, Erie 6.200 s Feb 11 2005 MiTek Industries, Inc. True May 1 08:33:29 2005 Page 1
I
-9-1
5-10.,l
c = 1:27.
1. 5 x4 I
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- =0155, 2-8=0/58P 2-3=-1 390/1942 3-4=-290/67, 4-5=0107 4-6=-5381313
130T CHORD 2-7=461/1240,6-7=461/1240
WEBS 3-7=01185) 6=-12111445
NOTES
1) Wind: ASCE 7-02; 0mph; h- ; T L= . p f; E DL . psf Category 11; Exp ; enclosed; C -C E err r(2);
Lumber DOL=1.33 plate grips DOL=1. .
2) TOLL: ASCE -; X36.0 psf (flat roof snow); Exp ; Fully Exp.,
3) Unbalanced snow loads have been considered for thidesign.
4This truss has .been designed for greater of m i n roof live load of 19.8 psf or 1.00 times flat roof load of 35.0 psf
n overhangs non -concurrent with other live loads.
6 This truss has been designed for a 10.6 psf bottom chord live load nonc n u rrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quanty
assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding tandin 4421b uplift at
joint and 225 Ib uplift at joint ..
9) This truss is designed 1n accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIfTPI 1.
1 In the LOAD CASE(S) section, loads applied to the face of the truss are acted as front F or hack (13).
Continued on p aWiandard
e 2
LOAD CASE(S)
_
5-10-1
5-1
-1 -1
= _�
11- -
11-3-0
-1
_-Plate Offsets
(X,Y): [ [4.-0-3-42Ed5jej
LOADING (psi SPACING
TALL
CSI
DEFL.
inf
� oc)
lldLid � FTEs IFS
![�
(Roof Snow --35.0) ►= relates Increase 1.�1
T+ 0.69
Vert(LL)-0.04
240 MT20 197/144
T DL
Lumber Increase 1.15
8.0
ESC 0.50
Vert(TL) -0.08
-7
>999 180
ALL
p stress I n cr NO
wa 0.80
W orz '�L
0.02
n a r�'�
}
B DL
.0 code I 03 TF3L 0
(Maui)
Weight: 42 lb
LUMBER
BRACING
TOFF CHORD
2 X 4 SPF 21O 'F 1.8E
TOP FAD
Structural wood sheathing directly applied or 6-0-0 oc
B.OT CHORD
2 X 4 SPF 1650E 1.5E
purlins,
except end verticals.
'EBS
2 X 4 SPF Stud/Std *Except*
BOTCHORD
Rigid coiling directly applied or 10-0-0 oc bracing.
4 SPF1 F1. E
REACTIONS
(Ib/slze) 6=1010/Mechanical, =68310-7-1
MaxHorz 2=347(load case 5)
Max Uplifts= -44 load case 5), i (loa
case 5)
Max Grav 6= 11 (load case , = rad
case )
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1- =0155, 2-8=0/58P 2-3=-1 390/1942 3-4=-290/67, 4-5=0107 4-6=-5381313
130T CHORD 2-7=461/1240,6-7=461/1240
WEBS 3-7=01185) 6=-12111445
NOTES
1) Wind: ASCE 7-02; 0mph; h- ; T L= . p f; E DL . psf Category 11; Exp ; enclosed; C -C E err r(2);
Lumber DOL=1.33 plate grips DOL=1. .
2) TOLL: ASCE -; X36.0 psf (flat roof snow); Exp ; Fully Exp.,
3) Unbalanced snow loads have been considered for thidesign.
4This truss has .been designed for greater of m i n roof live load of 19.8 psf or 1.00 times flat roof load of 35.0 psf
n overhangs non -concurrent with other live loads.
6 This truss has been designed for a 10.6 psf bottom chord live load nonc n u rrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quanty
assurance inspection.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding tandin 4421b uplift at
joint and 225 Ib uplift at joint ..
9) This truss is designed 1n accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIfTPI 1.
1 In the LOAD CASE(S) section, loads applied to the face of the truss are acted as front F or hack (13).
Continued on p aWiandard
e 2
LOAD CASE(S)
Job
Truss
Truss Type
.1 IROOFTRUSS
STOCKSONENT -1F, Idaho Fails, 1D 83403, Eric
LOAD CASE(S) Standard
1) Snow: Lumber Increase= .1 5, Plate I ncrease= .1
Uniform Loads (ply
Vert: 1 -843
Trapezoidal Loads pl
Vert: =- (F= 1, B=21) -to -4=240(F=-99, B=99), =-1(F
ply
1
REX./SP EC 1415431EJ(ID)H
� ---- __ I- I Job Reference op
6.200 s Feb 112005 MiTek industries, inc.
=3, B=3) -to -6=-45(F=-18, B=-18)
■
Tue May 17 08;33:29 2005 Page
Job
Truss
lio
Truss Type
Di I rF TRUSS
s
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
U;
1
-0-0 4- -4
6.00 r�12
8-0-0
5x5 =
An
11. 1 1 1.A
5-10-4
Qty Ply REX/SREX/S P E C 1415-1 EJ(ID)H
2 Job Referent optional
6.200 s Feb 112005 MiTek Industries, Inc. flue May 17 08-433:29 2005 Page I
3x4 =
5
19-10-4
2-0-0
-10-
-0-0
4x8 =
�f
_`-0
6-1-1
Scale = 1:54.2
3x4 II
3x8 = 4x4 - 4x6 � 2x4 11
1 -10-4
19-10-4
-0-0
e0- -10-4 6-p-0 -1-1
Plate Offsets (XY): :0i -10 7 0-1
LOADING pfd
T LL 35.0
(Roof Sno =35.0)
T DL 8.0
BOLL 0.0
13'L 8.0
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r NO
Code IRC2003ITP12002
CSI
TC 0.91
BG 0.67
e`
B 0.80
(Matrix)
QEFL
in
Ooc)
IIdefl
Lld
Vert(LL)
-0.1$
11-12
X999
240
Vert(TL)
-0.3(111-'12
?999
180
Horz(TL)
0.07
8
n1a
nla
LUMBER BRACING
TOP CHORD P.B SPF 1650F,1.5E TOP CHORD
BOT CHORD 2 X 6 DE ISI.
WEBS 2 X 4 SPF stud/std BOT CHORD
WEBS
E. TI 0 H Ibis ize =321310-5-8, 2=3032/0-5- 8
Ma
-
a Horz = load case )
MaxUp] ift =-1 029(load case ), _-1 4(I id case )
Max Grav 8=3681 loa case , = lad case 1
PLATES
MT hi
Weight: 264 Ib
GRIP
1971144
Structural wood sheathing directly applied or 5-10-8 oc
purlins, except end verticals.
Frigid ceiling directly applied or 10-0-0 bracing.
I Flow at midpt -
FORCES I h) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=011293 - 6199)17 , r- = 8` 11743, - =- 6011582, 5-6- 80/1 - =- 1 1 /
7-8=-269/57
B T CHORD 2-12=1 69114971, 11-12=-1 84 6280, 1-11--1306/461 0Y -10=-1 30614610, =-1306/4610
WEBS 3-12=-372/246,4-12=-665/2182, 5 -12= -1452/310,5 -11=-1,04/38716-110-1--636/1982,6-9=-419/1275
6-8=-5302/1511
NOTES
1) 2 -ply truss to be connected together with 0.1 1 O' 'T flails as follows:
Top chords connected as follows 4 - 1 row at 0-9-0 o .
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 o .
Webs connected as follows: 2 X 4 _ I row at 0-9-0 o .
2) All loads arei
n d red equally applied to all plies, except if noted as front F) or back (8) face in the LOA[
CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as F or (B)#
unless otherwise indicated.
3) Wind: ASCE7-02;ggmph; h= f ; T DL= . psf B BL= . p f; Category II; Exp , enclosed; C -C E t rior(2);
Lumber BOL=1.33 plate grip [SOL=1.33.
4) TOLL: ASCE -; If=35.0 p.f (flet roofsnow),- Exp Pully Exp.
5) Unbalanced snow loads have been considered for than design.
6) This tress has been designed for greater of min roof l i re load of 20.0 p f or 1.00 times flet roof load of 35.0 p f
n overhangs non -concurrent With other live loaf .
7) Provide adequate drainage to prevent water ponding.
dbWh"y%1b-0ep-n designed for a 10.0 psf bottom chord lire load non on urr nt with any other live loads.
Job Truss
. Q3935 ; D7
PTruss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eri'C
DOTES
CZty I Ply I REJC.ISPEC14I5-131EJ(1D)H
1 � 2 Job Reference (on#ionaf
6.200 s Feb 112005 Mife-k Industries, Inc. Tue 'May 17 08:33:29 2005 Page
9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1029 Its uplift at `Dint 8 and +1034 lb uplift at joint
1 1This truss is designed in accordance with the 2003 international Residential Code sections R502A 1.1 and 8802.1.2 and referenced rnto r
ANSIrFPI 1.
1 ) Girder carries hip end with -0.0 right side setback, 8-0-0 left side setback and B-0-0 end setback.
1 anger or other connection device(s) shall be provided suffir nt to support concentrated load
(s) 884 lb down and 332 lb up
bottom chord. The designiselection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1 Snow: Lumber Increase=1.1 5, Plate Increase=1.1
Uniform Loads (pIQ
Verb 1-4=-86, 4-7= 3 (F=4 ) 1 2-12=-1 ,8-12=-20 O(1- =-1 84)
iii r
Concentrated Loads(1b) F
Vert: 12=-884(F)
at -0- n
o Job _.+ Truss
Q3935
Truss Type Qty ply
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
A I
- 1 o -o
9-10-4
6-o-4
6.00 �2
5x6
1
5x5
� T
5x6
3.ao F1 2
REXJSPEC7415-131`EJ(ID)H
E
I I I Jots Reference (optional)
6.200 s Feb 11 2605 MiTek Industries, Inc. *Tue May 17 08:33:30 2005 Page 1
1-10-8 23-11-14 -1-
-0-0 -1-6 -1-6
6x8
5x6 —
3 x 4
1. 5x4
34-10-8
5-9-:5
4-10-
5.9-:5
5x1
-0-0
Scale = 1:74.6
C
1 310-0 9-18-4 15-10-8, 19-1-8 2-6-8-1 4-10-8
3.1 Q- -8-4 -0 3-3-0 7-6-9 8-2-7
PIate Offsets 4: -4-1Ed'�9.O 71Ed :- - - r
LOADING (ps�
TALL . IMI 2-0-0 CSI DEFL in (loc)Ild Ud ELATES GMP
(Roof .0 Plates Increase 1.1 T ' 0. � rt LL -0`54 11-12 0 240 IT *197/144
TSL Lumber Increase 1.�i B0.7� rt(TL) -0.8711-12 180
LL 8. Rep Stress In r YES B 0.91 Hor TL 0.51 n1a rr/
� . Code IF 2003TTFI2002(Matrix) 'eight: 1 lb
BCDLUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or -10 oc
BOTCHORD 4 SPF 1650F 1.5E *Except* purlins.
133 2 X 4 SPF 210OF 1-812 BOT H RD Rigid ceiling directly applied or 6-0-0 oc bracing,
in
WEBS 2 X 4 SPF tud]td *Except*
W2 2 X 4SPF 165OF1. E
WEDGE
Right: 2 X 4 SPF tud]td
REACTIONS O/size) 15=1979/0-5-8, 9=1752/0-5-8
Max Hots 15=-71 (load case )
Max Uplift`1=- (load case ), =- (load case 5)
Maxrare 1 =242 (I d case , =2 4 l d cava 3)
FORCES (1b) - Maximum Compress [on/Maxim um Tension
T P H FA[ 1-2=-62/4913 2-3=-266315719 3-4=-2630,1612i 4-5=-32321660,5-6=-3823/6991 6-7=-5499/990%
7-8=-5648/9741 8-9=-638411133, 9-1 0 0/11
BOT GHORD 1,15---297/80, 14-15=-490[203113-14=-28612303,12-13=-17112384, 11-1 =- 1X1146681 -11I 1-87315
WEB -1 -219315051 -14=-4 012 11 14=- 78121 x3-1 =- 'I/ 3 4-1 �-2 1/1 � 4-12=-9611503,
5-12z--183111151
-1 - 831111 16-12=-1288136816-11=-58/6707
-1 i1 Y 8131611=58/670■ 8-11=-5761239
NOTES
1)Wind., ASCE 7- ; mph h= ; T DML=4. f DL=4. p f; Category 11; Exp ; enclosed; C -C Extrior(2);
Lumber DOL=1.33 plate grip D L=1.33*
2) TOLL: ASCE - I =35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of I 8�O psf or +1.00 times flat roof load of 35.0 F f
n overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10. p f bottom ch o rd five load nonc ncurr nt with any other live loads.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen~ for quality
assurance inspection.
Continued on page
Joky Truss
IQ3935 DiQ
Truss T,
FF T
STOCKMPON ENT, -IF} Idaho Falls: ID 83403, Eric
ape
qty
Ply
REX.lSPEG14f5-1311
BUSS
'!
1
Job Reference (opt!
6.200 s Feb 112005 MiTek industries, Inc. Tue May 1 7 08:33:30 2005 Page
NOTES
8) Bearing at joint(s) considers parallel to grain value using ANS11TP11 angle to grain formula., Building designer should very ity of
bearing surface.
9) Provide mechanical onne ti n (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 15 and 5551b uplift atj int 9.
10 This truss is designed in accordance with the 2003International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard
NST 11.
LOAD CASE(S) Standard
Job I Truss � Truss Type
Q3935 D11 ROOFTRUSS
0
STOCK COMPONENTS -IF, Idaho Falls, l D X3403, Eric
1 -10- , -10- 1 13-10-8
LO
i
Qty I Ply I REX.ISPEC1415-131EJ([D)H
1 1 1
Job Reference (optional
6.200 s Feb 11 2005 MiTek Industn'es, Inc. Tire May 17 08:33: 2005
�age 1
19-1-8 -10
-+10-0 5-0-4 5-o- 5-3-0 1-9-0
4x12 = 1 •5x4 II
25-3-1
8x8 =
s.00 �2 � 5 6
--
34-10-8 r36-1
4-5- 4-5-6 5-1-5 -0-0
Serle = 1:70.9
-10-0
1
6x6
f=4
4x8
+..r01RT "
-10-0 -0- -0- -- 1-- --1
Plate O s is X,Y): [4-0-6-0 0-0-1 Aja Edge], [9:0-2-7 E ], [16:0-3-0,0-2-1?]��
LOADING (psi
T LL 35.0 SPACING -0-0 CS] DEFL in (loc) i1 fl !fid
(RoofSnow--35.0)
Plates Increase 1.15 TC 0.74 Ve. rt(LL) -0.60 11-12 >612 240
Lure
T DL bur _Increase 1.15 BC 0.72 1 rt(TL) -0.92 11-12 >401 180
Rep Stress I n r YESW13 0.95 H or (TL) 0.59 n1a n1
C L SCLL 0.0
Code 003 TH1 0 2 (Matrix)
--- e
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E *Excepts`
2X 4 SPF 21OF1.E.
WEBS 2 X 4 SPF Stud/Std *Except*
SPF 10F 1.EI W6 2 X 4 SPF 1650F 1.5E
WEDGE
Right: 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 16=197910-5-8,9=1752/0-5-8
Ma
=197910- - , =1752/0- -
a Horz 1_-1 (load case )
M ax. UPI iftl =- 02 l ad ease , =- 4 load case )
Max ra 1 =2 I oad case , =24 (load case )
i =l 'Ji
�0
BOT CHORD
4-10-8
7- -1
5x12
PLATES
I T20
Weight: 140 Ib
GRIP
1971144
Structural wood sheathing directly applied or 2-1-13 o
purlins.
Rigid ceiling directly applied or -0 oc bracing,
FORCES (1b) - Maximum Compress ion/Maxim urn Tension
TOP CHORD 1-2=-6191522, 2-3=-260215141 -30061614, 4-5=-47131793, 5-6=-47161793, -7=4731 f78O,
7-8=- 610 519 855 8 -19=-66 71.1'109 9, ;10 =0/1 1
SOT HOOD 1-16=-335/917 15-16=-537/212114-15=-24312268Y 1 -1 -x.2012664.1 1 1 421 ,
11 12 =-, 7/52 7 7, 11 =-84515 895
WEB 2-16=-2290/4867 2-15=-43212718, 3-15=-982/217, 3-14=01828, 4-14=406149
r 4-13=-22712481
5-13=-710/1 , 6-13=1 2 11577, 6-12=-1 441720, 7-12=-1 02712971 7-11 -171420, 11 =-381/18
TE
1)Wind: ASCE 7-02;,90mphL h =2 ft; T DL=4_.p f; B DL=4. psf a Category it Exp enclosed; C - C. E r or(2);
Lumber DOL=1.33 plate grip [SOL=i. .
2) TOLL: ASCE7-98;Pf=35.0 psf (flat roof now); Exp Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of min roof live load of 18.0 psf or 1 . times flat roof load of 35.0 psf
n overhangs non -concurrent walth other live loads.
5) Provide adequate drainage to Prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom. chord live load no ncon current with any other live loads.
7 This true requires plate inspection per the Tooth Count Method when this true is chosen for quality
FM 10W 4ion.
19
-1
Job Truss Truss Type Qty Ely RE .f PE 1 / -1/EJ(i D)H
0
D11 ROOFTRUSS 1 1
Job Reference optional
.)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
6.200 s Feb 112005 MiTek Industries, Inc, Tue May 17 08.:33:32 2005 Page
NOTES
8) Bearing at joint(s) 9 considers parall l to grain value using ANSITTPI I angle to grain formula. Building designer should verify capacity of
caring surface.
g'Provide mechanical connection (by other ' f true to bearing plate capable of withstanding 502 IIS uplift at joint 16 and 549 IIS uplift at joint g.
g This truss is. designed in accordance with the 2003 1 nternational Residential Code sections 8502+1 1.1 and R802A 0.2 an referenced standard
SAN IST P1 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
ply
Q3935
D12
ROOFTRUSS
1
MT20
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403, Eric
CS
-10-0
7-10-4
.4X .4^
3-10-0 4-0- 4-0-4
6.00 F12
15-6-0
I Ex./P E1 415-1 /EJ(ID)H
in
I ,Job Reference (optional) -
6.200 s Feb +11 2005 MiTek Industries, Inc. Tue May 1708;33:33 2005 Fags 1
1-1- 22-10-8
-7- -7-8
5x5
4x.1
-9-0
6x8
7
34-10-8
6-10-%
2-0-0
Sca
-10-
--
I = 1:70.9
15 I .x4 11 5X12 ZZ
5x10 MT20H= 3. 0 0 Ff
3-10-0 t 11-10-8
22-10-8
28-
10-
ur.�.�
F% ■ r Aft ,%
3-10-0 8-0-8, 7-3-0 -9-0 8-1 6-3-15
Plate Offsets(X,Y): '0-4-1 0, Edge], [ :0- -7,Ed el, [1 =0-7- , - -1 o1, ri : r - . -241
LADING (psi
TOLL 35.0
(Roof Snow --35.0)
T DL 8.0
LL 0.0
13 ` L 8.0
SPACING .-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress In r YE
Code I.0/TP100
CSI
TC 0.98
13C 0.91
WB 0.99
(Matrix)
LUMBER
TOP CHORD 2 x 4 SPF 165OF 1.5E *Except*
T3 2 X 4 SPF 21OF 1.8E
BOT CHORD 2 X 4 SPF 1650F 1.5E *Except*
B3 2 X 4 SPF 21OOF 1.8E
WEBS 2 x 4 SPF Stud/Std *Except*
W6 2 X 4 SPF 1650F 1.E, W8 2 x 4 SPF 1650F 1.5E
WEDGE
Fila: 2 x 4 SPF Stud/Std
REACTIONS Oh/size) 15=197910-5-819=1752/0-5-8
Max
=197910-5.81 =1752'0- -
Max lir 15=-71 (lad case )
Max P015= l d case 0=- load case )
Max G rav 1 ^ (l ad case , = 47 l d case 3)
DEFL
Vert(LL)
Vert(TL)
Horz{TL}
in
(Ioc)
Vd fI
Ud
PLATES
-0-80
1
0
240
MT20
-1.1
13-14
>312
180
I' T20H
0.82
9
n1a
rr1
AI.
TOP CHORD
BOT H.
WEBS
Weight: '1 lb
GRIP
197/144
1481108
Structural wood sheathing directly app11 d.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at micipt 3-151 1
FORCES 1) Maximum Compre i n/Maximum Tension
TOFF CHORD 1-2=-91/526112-3=015437 -R 160157`x, 4-5=-2719/5517 - �-7 1 7j 6-7=-737511058Y
7-8. -569 i �8-9=-6962/104179-10=0/116
BOT H RD 1-1 =-343/1 i 2y 14-15=-211/20933 13-14=489/48X 1 -1 =- /510 , 11-1 2=-79016170i
9-11 =-783/61
EBS 2-15=-593/203P -1 3401/559, 3-14=-1 /10443 4-14---120/1049, 5-14--29381377,5-13=-285/3101,
6-13=-567/109, . 7-1 =- 7912979 , 7-12=-64/449, 8-12=-1 02'28 , 1 0121
NOTES
1) rad: ASCE 7-02; 0mph; he ft 7CDL= . p f; E CRL= . p f; Category 11; Exp ; enclosed; C -C Exterlor(2);
Lumber COOL=1.33 plate grip [SOL=1 ..
2) TOLL: ASCE 7-98; Pf--35.0 p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been desig n d fo r g renter of min roof I ive load of 1.0 p f or 1 .00 times flat roof I o d of 35.0 psf
on overhangs non -concurrent with other lire loads.
5) Provide: adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 pr f bo t m chord live load nonconcurr nt with any other live loads.
dAjrRj@jf8RWP plates unless otherwise indicated.
co
04
1
to
Trus
D12
Truss Type
ROOFTRUSS
STOCKOMPON E T -IF Idaho Falls, ID 83403, Eric
Qty Ply REK.ISPEC1415-131EJ(Ia)H
I 1 1
1 Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Tine May 17 08'3: ffWaage
OTOS
8) This truss requires plate inspection per the Tooth Gount Method when this truss is chosen for quality assurance inspection.
9) Bearing at joint(s) 9 considers parallel to grain value using ANSITTPI I angle to grain formula. Building designer should verify capacity
bearing Ur ac .
10) Provide mechanical conn tion (by others) of truss to bearing plata capable of withstanding 495 lb uplift at joint 15 and 543 lb uplift at joint .
p
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard
ANSI/TPI 1
LOAD CASE(S) Standard
Truss
1
Truss Type
ROOFTRUSS
STOCK COMPONENTS -1E, Idaho Falls, ID 83403, Erie
Ln
6.00 F12
Qty Ply REJC,ISPEC1415-131EJ(j
I 1 1
I I I Job Refer nc� Vonz
6,200 S Feb 112005 MiTek Industries, Inc. Tue May 17 08:33:35 2005 Page I
9-10-8 17-4-8 4-10. -7-4 34-10- 36-18
,81
4-8-1 7-6-0 7-6-0 4-8-1 5-3-4 -0-0
Scale- ;68.8
410
3x8 4x1 0
4
12 11 10 9 5X12
U8
U10 IT H=
1.5x4 11
17-4-8 1 24-10-8
3x8
-18-
co
04
1
Ln
LUMBER BRACING
TOFF CHORD 2 X 4 SPF 165OF 1.5E *Except* TOP CHORD
T2 2 X 4 P1r 21 OOF 1. E
BOT CHORD 2 x 4 SPF 1650F 1.5E BOT CHORD
WEBS 2 x 4 SPF Stu dt td WEBS
REACTIONS TA l bisize) 1-175210-4-0, 7=1962/0-5-8
Max
=1962/0- -
ax Hort 1=- ' (load case )
Max Upl ftl=- 1(load case ), 7=-1oa case 5)
Max Grav 1= 400(load case ), = ` 1 (l ad case )
Structural wood sheathing directly applied or 2-2-0 oc
purlin
- -
purlin .
Rigid ceiling directly applied or 9-2-14 oc bracing.
I Row at m'ld pt 4-12%4-9
FORCES
-1 %4 -
FORCES (lb) - Ma irnum CompressionlMaximurn Tension
TOP CHORD 1-2=4U918343 2-3=-390417411 -4--337917121 4� - 4 1 �- - 17, 6-7=-4412/789,
d
7-8=011 21
BOT H D 1-1 2=-59113826, 11-12=-560/4073, 1 -111 =-56014073, -1 0=-560/40737 7-9=-54013754
WEBS 2 -12= -M6/20272 -12=-1101853P 4-12=-14271177,4-11=01238,4-9=-14341199$ 5-9=-911858Y
6-5)=-446/165
DOTES
1)Wind: ASCE 7-02; 0mph; h= 5ft; T DL=4. p. f; I3DL=4. pf,, Categoty 11; Exp Q enclosed; - Exterior(2)-
Lumber
xteri r( -Lumber- DOL�1.33 plate grip D L=X1,33.
2) T+ LL: ASCE 7-98; Pf=- 5. p f (flat roof snow); Exp Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This true h as been desig reed for g reat r of m in roof I i e load of 18.0 p. f or 1 .00 times flat roof load of 35.0 p f
n overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This true has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are MT 0- plates unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
9) Provide mechanical connection (by others) of true to bearing plate capable of withstanding 431 Ib uplift at
joint 1 and 589 lb uplift at joint 7.
Continued on page
-10-
7-6-0
7--6-0
10,8-0
Plate Offsets t XFY): [1:0-0-11 Edge],L3:0-5-12,0-1-12],-1jy:0-2-5,Edgel
LOADING (psfdSPACING
TALL 35.0
-0-0
CS1
DEFL
in
(loc)
I/d fl
Lid j
PLATES GRIP
(Roof Snow --35.0).I
Plate Increase
T
v Vert(LL)�I
MT20 197/144
TSL
Lumber Increase
1.15
B
�
rt(TL)
-0.7
'1-�1
7
�1 0
ITIS 148/1108
LL 8.0 a
F p stress I n r
YES
B
0.70
H or (TL
0.22
7
n1a
1a
BCDL .
Coda 1 00 P1(Matrix)e[
ht: 133 lig
LUMBER BRACING
TOFF CHORD 2 X 4 SPF 165OF 1.5E *Except* TOP CHORD
T2 2 X 4 P1r 21 OOF 1. E
BOT CHORD 2 x 4 SPF 1650F 1.5E BOT CHORD
WEBS 2 x 4 SPF Stu dt td WEBS
REACTIONS TA l bisize) 1-175210-4-0, 7=1962/0-5-8
Max
=1962/0- -
ax Hort 1=- ' (load case )
Max Upl ftl=- 1(load case ), 7=-1oa case 5)
Max Grav 1= 400(load case ), = ` 1 (l ad case )
Structural wood sheathing directly applied or 2-2-0 oc
purlin
- -
purlin .
Rigid ceiling directly applied or 9-2-14 oc bracing.
I Row at m'ld pt 4-12%4-9
FORCES
-1 %4 -
FORCES (lb) - Ma irnum CompressionlMaximurn Tension
TOP CHORD 1-2=4U918343 2-3=-390417411 -4--337917121 4� - 4 1 �- - 17, 6-7=-4412/789,
d
7-8=011 21
BOT H D 1-1 2=-59113826, 11-12=-560/4073, 1 -111 =-56014073, -1 0=-560/40737 7-9=-54013754
WEBS 2 -12= -M6/20272 -12=-1101853P 4-12=-14271177,4-11=01238,4-9=-14341199$ 5-9=-911858Y
6-5)=-446/165
DOTES
1)Wind: ASCE 7-02; 0mph; h= 5ft; T DL=4. p. f; I3DL=4. pf,, Categoty 11; Exp Q enclosed; - Exterior(2)-
Lumber
xteri r( -Lumber- DOL�1.33 plate grip D L=X1,33.
2) T+ LL: ASCE 7-98; Pf=- 5. p f (flat roof snow); Exp Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This true h as been desig reed for g reat r of m in roof I i e load of 18.0 p. f or 1 .00 times flat roof load of 35.0 p f
n overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This true has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are MT 0- plates unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
9) Provide mechanical connection (by others) of true to bearing plate capable of withstanding 431 Ib uplift at
joint 1 and 589 lb uplift at joint 7.
Continued on page
STOCK P ELT -IF, Idaho Falls, ID 83403, Eric
6.200 s Feb 112005 MiTek Industries, Inc. Tu May 17 08:33:35 2005 Page
NOTES
1 This truss is designed in accordance with the 2003 Int mation .l Res i dential Code sections R502.11.1 and R802.1.2 and ref r n d ard
t�
ANSI/TPI i.
LOAD CASE(S) Standard
Job i Trust ! Truss Type -3
Q3935
014
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, lid 83403, Eric
I
6-10-6
4x1 0 =
13-7-0
PEC1 415-131EJ(ID)H
,Job Joh Reference
o trona -1
6.200 s Feb 11 2005 M[Tek Industries, Inc. Tue May 17 08:33:35 2005 Page 1
n_,z_in
r,_in_sz
--14
4 3x6 = 1.5x4 U8 5x8
4
n-R_A
3--1
34-10-8 __136-10.
4-5-4 2-0-0
Scale = 1 :
Iso
6x6 =
2x4 11
4x1 0=
6x6 =
2x4 11
6x8
-10-6 13-7-D 20-3-10 26-10-8 34-10-
-10-6 -8-1 D 6-8-10 6-6-14 -0-0
Flats Offsets (X,Y): 16:0-4-0,0-1-1�]. [8:0-4-1070-2-8]
.
LOADING (psf)
TOLL 35.0
(Roof Snow -45.0)
TIL 8.0
BELL 0.0
BGDL. 8.0
HI --0
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress I n r NO
Code IRC2003ITP12002
csr
xc 0.57
8C 0.95
W8 0.98
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1 5OF 1.5E
BOTCHORD CSF No. *Except*
B2 2 X 6 DF 180OFI.E
WEBS X 4 SPF 165OF 1,5E `Except*
W3 2 X 4 SPF Stud/Std, W3 2 X 4 SPF Stud/Std
4 SPF Stud/Std, W4 2 X 4 SPF Stud/ td
W5 2 X 4 SPF Stud/Stud
REACTIONS (I b1size) 15=426810-4-0, =4136/0-5-
Max Hort 1 =' 7(load case 5)
Max U p1 if l =-t13 1 oad case , 8=-1 (l ad case 5)
Max Grav 1 17(load case , =413 (1 ad case 1)
aFFL
Qty
Pay
REX.1 15
Ud
Vert(LL)
2
>990
294
Vert(TL)
-x.6911-13
PEC1 415-131EJ(ID)H
,Job Joh Reference
o trona -1
6.200 s Feb 11 2005 M[Tek Industries, Inc. Tue May 17 08:33:35 2005 Page 1
n_,z_in
r,_in_sz
--14
4 3x6 = 1.5x4 U8 5x8
4
n-R_A
3--1
34-10-8 __136-10.
4-5-4 2-0-0
Scale = 1 :
Iso
6x6 =
2x4 11
4x1 0=
6x6 =
2x4 11
6x8
-10-6 13-7-D 20-3-10 26-10-8 34-10-
-10-6 -8-1 D 6-8-10 6-6-14 -0-0
Flats Offsets (X,Y): 16:0-4-0,0-1-1�]. [8:0-4-1070-2-8]
.
LOADING (psf)
TOLL 35.0
(Roof Snow -45.0)
TIL 8.0
BELL 0.0
BGDL. 8.0
HI --0
Plates Increase 1.15
Lumber Increase 1.1
Rep Stress I n r NO
Code IRC2003ITP12002
csr
xc 0.57
8C 0.95
W8 0.98
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1 5OF 1.5E
BOTCHORD CSF No. *Except*
B2 2 X 6 DF 180OFI.E
WEBS X 4 SPF 165OF 1,5E `Except*
W3 2 X 4 SPF Stud/Std, W3 2 X 4 SPF Stud/Std
4 SPF Stud/Std, W4 2 X 4 SPF Stud/ td
W5 2 X 4 SPF Stud/Stud
REACTIONS (I b1size) 15=426810-4-0, =4136/0-5-
Max Hort 1 =' 7(load case 5)
Max U p1 if l =-t13 1 oad case , 8=-1 (l ad case 5)
Max Grav 1 17(load case , =413 (1 ad case 1)
aFFL
in
(loc)
Ildefl
Ud
Vert(LL)
-0.421'E-13
>990
294
Vert(TL)
-x.6911-13
>602
1$0
Morz(TL)
0.15
8
nfa
nla
BRACING
TOP CHORD
BOT CHORD
`EBS
PLATE.
MT20
'eight: 351 Ib
GRIP
1 9711 44
Structural wood sheathing directly applied or0 0
purlins, except arrd verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
I Row at mi idpt -1
FORCES (lb) - Maximum Compression/Maximum Tension
T P H D 1 -15= -237/36,1 -2= -176145,2 -3= -1004313000,3-4---10043130 0014-5=-100431300075-6=-7113/2277,
6-7=-8009/25281 2528, 7-8=-r Y'lir, 8-9=0/129
BOT H [ 14-15=-1744/67665 13-14— -1744/6766,12-13=-2895110308P 11-1 =-2895110308, 10-11=-2895110308,
-1 0=-211217089
J
WEBS 2-15=-7587/22527 -14=-49011443, -13--115013773, 4-1-3=-4451629 5-13=-4401175) -11=-51111462;
-1 0=3681 /10 0 8, -1 =-1006132301 7-10 =49 8/347
NOTES
1 ) -poly truss to be connected together with 0.131 P'" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 -1 roar at 0-9-0 .
2) All loads are co-risidered equally applied to all plies, except if noted a front (F) orback (B) face in the LOA[
CASE(S) section. Ply to 11connections have t d itr"but onlylad noted as (F) r,
unless otherwise indicated.
3) Wind: ASCE 7-02; 0mph; h= ft; T C L=4. p f; B L=4. P tt Category It; Exp ; enclosed; C -C E eri r( ;
Lumber DOL=1.33 plata grip DOL=1.33.
'
Pf--35.0 psf (flat roof now); Exp ; Fully Exp.; L= 45-0-0
Q3935
Job
a Trus
D14
,'Truss Type
,& 1= TRU
STOCK P NENTS—ir, Idaho falls, ICS 83403, Eric
QtY
1
2
REX.IS PEC1 415-13JEJ(I D) H
Job Reference (optiona
6.200 s Feb 11 2005 MiT k Industries, Inc. Tue May 17 08:33:35 2005 Page
NOTES
5) Unbalanced snow loads have been considered for this design.
6) This truss has been de. i n ed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
7) Provide adequate drainage to prevent grater ponding.
8) This truss has been designed for a 10. 0 psf boftom chord I i e load non oncurr nt with any other live loads.
9) Th is truss requires plate I ns pection per the Tooth Count Method when this truss is chosen for qual ity assuranceinspection.
10) Provide mechanical connecti-on (by others) of truss to bearing plate capable of withstanding 1356 lb uplift at joint 15 and 1386 IIS uplift at joint
.
11) This truss is designed in accordance with the 2003 Int m tional Residential, Godo sections R502.11.1 and R802.10.2 and referenced standard
N 1ITPI 1.
1 ) Girder carries hip end with 8-0-0 right side setback., 0-0-0 left side sotbao'k, and 8-0-0 end setback.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support -concentrated load(s) 884 lb down and 3321b up at 26-10-8 on
bottom chord. The design/selection of such connection de ce($) is the responsibility of others.
LOAD CASE(S)S) Standard
1) Sn ow: Lu m ber I n r ase=1.1 5, Plate I n rease=1.1
Uniform Loads plfl _ _
Vert:11 43(F=43), - _ - , 10-1 5--20 (I^ i- ), -10=1
Concentrated Loads Ib
Jots
Truss
Truss. Type
D2 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
U -i
I
--0-0
-0-0
.I -A
5-3-4
i n.n.n
4-8-1
4X6
D
Qty f Ply I REXJSPEC1415-131EJ(I13)H
E
____1- . 1 Job Reference(optjional)
6.200 Feb 11 2005 MiTek Industries, Inc. Tuc May 17 08:33:36 2005 Fagg 1
1
5-2-13
.-0-0
5_64
Scale = 1.54.2
3x4 = 4x4 = 4x4 11
6.00 FiT 4 5 s 7
JAW —
1-0-
11
3x8
17-10
4 = U4
-0-0
00
Ln
LUMBER
TOIL CHOIR 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1,5E
WEBS 2 X 4 SPF Stud/Std *Except*
4 SPF 18F 1.5E
REACTIONS Ob/size) 8=129810-5-8,2-1513/0-5-8
MaxHerz 2=299(foad case 5)
Max !plif#8=-8 0(load case , - lad case 5)
Max G rav 8=1 6881oad case 8, 2=1 651 (load case 2)
BRACING
TOP CHORD
BOTCHORD
WEB
Structural wood sheathing directly applied or 4-5-9 o
pur11n, except end verticals.
Rigid ceiling dircctl r applied or -1 -3 oc bracing.
1 Row at mid pt -8
FORCES(lb) - Ma imurn Compression/Maximum Tension
TOPCHORD 1— =8/'1 1 a " =-229915179 =-1897/4301 5 =-1667/ i =^1761 / -7=- — =—
B T ORD 2-.11=-600/1945,10-11=-437/1 ,9-10=-3051146718-9=-,305/1467
WEBS 8-11 =-661/1911 4-11 =-I / '1 P 5-11 =-449/337Y 5-1 0=-495/184, 8-1 0=-97/6261 -8--19081418
MOTES
Wind: ASCE 7-02; [mph; h=25ft; T DL -- .6 p f; B DL=4. pf; Category 11; Exp ; enclosed; -c E terl r
(2);
Lumber D0L=1. 3 plate grip DOL=1.83.
2) TOLL: ASCE 7-; ='85,0 pf (flat roof snow) ; Exp ; Fully 3) Unbalanced E .
p
grow loads have been considered id r d for this design.
4) This truss has been designed for greater of min roof live load of 28.8 p f or 1.88 times flat roof load of 85.E psf
n overhangs non -concurrent with other Ii f ail .
5) Provide adequate drainage to prevent water* ponding.
6) This true has been designed for a 10.0 p f bottom chord live load non c n c rrent with any other live � loads.
7) This truss requires plane inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 lb uplift at
41
joint 8 and 459 lb uplift at joint 2.
9) This truss is designed in accordance with the 2063 Intemational Residential Code sections R502.11.1 and
R802.10.2 and referenced standard NSI/TP1 1.
LOAD CASEP Standard
10-0n
10
-1-1 R
Plate Offsets MY):[2:0-10-0,0-0-1.4],
LOADING
(pso
�"cLL
SPACING - -8
CSI
DEFL
in(Ioc)I/d
f`l
LJd
PLATE F IP
(RoofSnow--35.0)
Plates Increase 1.15
TC 0.64Vert(LL)
-0.19
2-11
MT20 1971144
T C L 8,.6
Lumber Increase 1.15
BC 0.51
rt(TL)
-8.43
-11
>724
180
BOLL 0.0
Rep Stress I n r YES
W13 8.69
H or (TL)
8.88
8
n/a.
n1a.
BCDL 8.0 ---Code
1 088[TP]200
(Matrix)
Weight: 108 lb
LUMBER
TOIL CHOIR 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1,5E
WEBS 2 X 4 SPF Stud/Std *Except*
4 SPF 18F 1.5E
REACTIONS Ob/size) 8=129810-5-8,2-1513/0-5-8
MaxHerz 2=299(foad case 5)
Max !plif#8=-8 0(load case , - lad case 5)
Max G rav 8=1 6881oad case 8, 2=1 651 (load case 2)
BRACING
TOP CHORD
BOTCHORD
WEB
Structural wood sheathing directly applied or 4-5-9 o
pur11n, except end verticals.
Rigid ceiling dircctl r applied or -1 -3 oc bracing.
1 Row at mid pt -8
FORCES(lb) - Ma imurn Compression/Maximum Tension
TOPCHORD 1— =8/'1 1 a " =-229915179 =-1897/4301 5 =-1667/ i =^1761 / -7=- — =—
B T ORD 2-.11=-600/1945,10-11=-437/1 ,9-10=-3051146718-9=-,305/1467
WEBS 8-11 =-661/1911 4-11 =-I / '1 P 5-11 =-449/337Y 5-1 0=-495/184, 8-1 0=-97/6261 -8--19081418
MOTES
Wind: ASCE 7-02; [mph; h=25ft; T DL -- .6 p f; B DL=4. pf; Category 11; Exp ; enclosed; -c E terl r
(2);
Lumber D0L=1. 3 plate grip DOL=1.83.
2) TOLL: ASCE 7-; ='85,0 pf (flat roof snow) ; Exp ; Fully 3) Unbalanced E .
p
grow loads have been considered id r d for this design.
4) This truss has been designed for greater of min roof live load of 28.8 p f or 1.88 times flat roof load of 85.E psf
n overhangs non -concurrent with other Ii f ail .
5) Provide adequate drainage to prevent water* ponding.
6) This true has been designed for a 10.0 p f bottom chord live load non c n c rrent with any other live � loads.
7) This truss requires plane inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 lb uplift at
41
joint 8 and 459 lb uplift at joint 2.
9) This truss is designed in accordance with the 2063 Intemational Residential Code sections R502.11.1 and
R802.10.2 and referenced standard NSI/TP1 1.
LOAD CASEP Standard
i Job
Truss
Truss Type
Qty
Ply
REX.
Q3935
d3
ROOFTRUSS
I.
i
-0.19
9-10
X995
180
Harz(TL)
0.07
7
M UL; U F NE 1 -IFa Idaho Fails, 10 83403, Eric
11
L
"--o
0-0
-3
12-0-0
IS P r=C 14f5-13/EJ (I D) H
JobReference pti na1
0.200 s 1= e b 11200 5 MiTek Indu W e s,tire. Tue May 17 08:33:36 2005
18-10-4
6-10-4
5x6 =
6- a- a
7-1-1
4 5 6
'gage i
Scale = 1 .56.2
1. 5x4 I I 3x8-.0-00
3x4 - �
-.-4 12.0-0 18-10-4 -0-0
6--4
--1
Plate Offsets (X,). [2: �0-10-0,01._,0- 110
n._._
LOADING (ps�
7CLL 35.0
(Roof Snow --35.0)
TCDL $.Q
BcLL 0.0
6CDL. 8.4
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r YES
Coda I 00 P1 00
X 4 SPF 165OF I.E
4 SPF 16 OF 1.5E
X 4 SIF Stud/Std *Except*
SPF 16 OF I.SE
CSI
TG 0.99
BC 0.42
WB 0.84
(Matrix)
REACTIONS (lb/size) 7=1219810-5-8,2=1513/0-5-8
Max Horz 2=345(load case 5)
Max Up[i##7=-333(Coarf case 5),2 53(load ease 5)
Max Gray 7�158$(IQad case 3), 2=1786(load case 2)
0 I "
DEFL
in
(lo,c)
Ildefl
Ud
Vert(LL)
-0.U910-11
3999
240
Vert(TL)
-0.19
9-10
X995
180
Harz(TL)
0.07
7
n1a
n!a
BOTCHORD
WEBS
7-1-12
3
PLATES
MT20
Weight: 113 Its
00
1
1
GIMP
1971144
Structural wood sheathing directly applied, except end
verticals.
Rigid ceiling directly applied or 9-3-9 bracing.
1 Row at midpt 5-1015-7
FORCES (1b) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=011217 -32433/461, 3-4=-17011404,.4-5=-143314167 5-6=-71/1216-7=-415110
B T H ISD -11=- 111 4,10-11=- 11'19941 -1 ---q-3 "1311379, - =-313/1 791 - =3 1 / 1 7
WEBS 3-11=01214, 3-1 0 -9241204 4-10= °12693 -1 w1 33/604f 5-9=0/269, - =-1 713/393
TE
1) Wind: ASCE 7-02; 90mph; h= ft, TC L=4.Op f; [ L= .8p f; Category 11; Exp ; enclosed; C -C Exterior(2);
Lumber DOL --1 .33 plate drip DOL=1.33.
2) T LL: ASCE 7-98; Pf=3 . p f (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater Of min roof live load of 20.0 p f Or 1.00 times flat roof load of 35.0 p f
n overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding
0 This truss has been designed for a 10.0 psf bottom chord I lve load non On urgent with any other live loads.
7) This truss requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance inspection.
8) Provide mechanical connection (by anthers) of truss to bearing plate capable of withstanding 3331b uplift at
joint and 453 lb uplift at joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIITPI 1.
LOA[] CASE(S) Standard
03935
Truss
D
ho
Truss Type
s
0
ROOF TRUSS
_§t__'0CK COMPONENTS -IF, Idaho Falls, ILS X3403, Eric
_2_040
7-3-4
1 4 -n -in
Qty I Ply I RE]C.l5PEC1415-13lEJ{EQ}H
I 1 1
1 1 1 Job Reference (optional)
6.200 s Feb 112005 IIAiTek Industries, Inc. Tue May 17 08:33:38 2005
5x10
_ 6x12 MT18H
4
U4 =
4x8 =
-,4 14-0-0 21-0.0 6-0-0
7-3-4
Plate Offsets (X,Y): - T : -0-7P Edgej, [4:0-5-0,0-1-71,_[5:0-7-470-1-8
7-0-o
5-0-0
2x4 11
Page 1
Scale = 1:60.6
co
LSI(pso
TALL �
� PACI �J
-CS1
-DEFL
in(loc)I�'dfl
L/�l
PLATESfly
(Roof n=35.0)
Plates increase
1.15
TC 0.93
Vert(LL)
-0.15
2-11
>999
240
MT20 197/144
T �L
Lumber Increase
1.15
B0.61ert(rL
-0.26
2-11
1
�i �T� 1971144
.�
T LL 0.0Rap
Stress In r
YES
WFC 0.80
H rz(TL)
0.08
n/a
n1a
BOLL
Coda tF 00 /rP[200
(Matrix)'eight:
11 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF StudlStd ESOT IS D
'WEBS
REACTIONS (Ib/size) 2=1 1 / - - 1 =129810-5,8
Max Hort . = load case 5)
Max Uplift2=471(lgad ease , 7=-33 (load ease 5)
Max Grav =. 1 (load case , 7=1 471(load case 3)
Structural wood sheathing directly applied or 2-2-0 o
purlins, except end verficals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 3_10F � -7
FORCES (lig) - Maximum ompre i n/Ma imum Tension
TOPCHORD ORD , J1 1 � 2 - i- 1 821495, 3 ■_-2099#407, - -94412909 - -10341263, - " 1435/350
BOTCHORD ■ORD ill -1 w 1 p i - -1 126" 34■ l YJ 1 711 j =-317/1 698- 7-#-�1 2/26
WEBS -11=0/258, 3-1 0=-1 0581266, 4-10=-651624, 4-8=-1 05 3/1907 5-8=-497/1 01 y 6-8=-23411334
NOTES
1) Wind: ASCE 7-0 rn p h; h = tt; T L=4, p f; B DLz--4.8p f; Category 11; Exp ; " 1 ed; C -C E terror ;
Lumber IDOL --1.33 plate grip D L�1.3 .
2) TOLL; ASCE 7-98; Pf=35.0 p f(flat roof snow); Exp ; Fully Exp,,
3) Unbalanced snow loads have been considered for this dein.
4 This true has been designed for greater of min roof live load of 18.0 p f or 1.00 times flat roof load of 35.0 p f
on verhan a non -concurrent ith other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 p f bottom chord live load n n oncurrent with any other live loads.
7) All plates aro MT20 plates unless the r indicated 0
8) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality
assurance [n pectio n.
9) Provide mechanical connection (by others.) of truss to bearing plate capable of withstanding 471 Ib uplift at
joint 2 and 339 lb uplift at joint 7.
10) This truss is designed in accordance with the 2003 International Residential Code sections _11.1 and
R802.10.2 and referenced standard ANSVTPI 1
LOAD CASE(S) Standard
IF M4
Truss
Truss Type
ary I pry
I E .ISPE 1415-t /EJ(I H
a
33
D
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
i
IM
B--4
16-0-0
7-8-12
1 1 1
Joh Reference optional
6.200 s Feb 112005 M!Tek Industries, Inc. 'Tue May 17 08:33:412005
3-0-0
6x
0 -
6x6 =
Ks
8X1
n
2G -n - n
7-0-0
1. 5x4 I I
= 3
U10 =
B-3-4 16-0-0 19-0-0 1 26-0-0
F* f
Plate Offsets (X,Y).- [1: -1-1 Edge],L4:0-5-12,0-1-121,Ed
LOADING (psf)
TOLL, 35.
Roof Snow=35.0)
TCL 8.0
BOLL 0.0
BCDL 8.0
LUMBER
E
TOP CHORD
ESOT CHORD
WEBS
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.+1
Rep Stress I n er YES
Code IRC2003ITP12002
2 X 4 SRIF 1650F 1.5E *Excepts'
T1 2 X 4 DF 240OF 2.OE
SPF 1F 1.5E
1' SPF Stud/Std *Except'
W 2 SPF 1 F 1.5E
1
TC 0.91
BC .0
VVB 0.67
(Matrix)
REACTIONS (Ib/size) 1=130710--5-8,6=130710-5-8
Ma
`130710-- - , =130710- -
a Hors 1 =1 (lad case 5)
Max Upliftl=-'1 load case , 6= 3 (load case 5)
Max Gray 1=1 load ease , 6=133Ioad case 3)
1
;0-0
7 --
DEFL
in
(loc)
ildefl
Ud
Vert(LL)
-0.26
'I-10
x999
240
Vert(TL)
-0.43
'I-10
X792
180
Horz(TL)
0.08
fs
nla
nla
BFI;
TOFF CHORD
BOTCHORD
'EB
120=
3x4 11
PLATES
MT20
M1120
Page 1
Scale =1: 1.7
V
Weight: 121 IIS
00
IP
197/144
197/144
Structural wood sheathing directly applied or 2-2-0 c
purlins, except end verticals.
Iii gid ceiling directly applied or .8-10-12 oc bracing.
1 Row at m i d pt 2-913-795-6
FORCES (lb) - Maximum Compression/Maximum Tension
TOP H R D 1- =-3 0 87/x, -3 =-1 x'04/39 0, -940/3 6014-5=-10 1 /3 r 5- 6=-126713 31
BOT H I 1 1-1 =- 1 / t -1 =-591 /2550, - =-257/1292# 7- =-257/1292, - =-301"10
''FBS 2-10=0/318P 142113787 3- l 30 41 a 3- -953114114-7=- 3 13483 7=-21211117
NOTES
1) Wind: ASCE -02; 90rrrph; h= ft: T DL= .8p f- ,L= .3p f; Category 11; Exp ; enclosed; C -C E terior ;
Lumber [SOL=1,33 plate grip DOL=1.33.
2) TELL: ASCE 7-; Pf=35.0 psf (flat roof snow); Exp a Fully Exp,.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10. 0 p f bottom cho rd Ii a load noncon urr nt with any other live loads.
6) All plates are l' T 0 plates unless otherwise indicated.
7) This tru.ss requires plate inspection per the Toothy Count Method when this truss is chosen for quality
assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 f b uplift at
joint I and 35b lb upllitt at Joint fir
9) This truss is designed in ae ordan a with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and referenced standard AN I[TPI 1.
LOAD GASES) Standard
Job
Truss I Truss Type
D6 ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
E _ SPEC1415-1 /EJ ID)H
I I Job Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Tue May 17 08:33:4 2005
5-8-5 5.0- -0- 1-9-
4x8 G 5
4-1-4
isZa%iA�
4x1 2 3. 0 0 FfT U8
8-2-7 117-6-01 26-0-0
B-2-7 7-6-9 1-9-0 8-6-0
Plate Offsets (X,Y): [1:0-0-1 4,Edg].._....
LOADING (psfj
TCL.L 35.0
{Raaf Snow --35-0)
TCi]L 8.0
BCLL 0.4
6CDL 8.0
LUMBER
TOPND
ESOT CHORD
WEBS
SPACING -0-0
Plates Increase 1.1
Lumber Increase +1.1
Rep Stress 1n r YE
Code IRC2003/TP12002
X 4 SPF 165OF 1.5E
X 4 SPF 165OF 1,511 *Except*
1 2 X 4 SPF 21F 1.811
X 4 P F Strad/std *Except*
'4 2 X 4 SPF 165OF 1.5E, W9 2 X 6 CSF N .2
CS!
DEFL
in
(loc)
Ildefl
LJd
TC 0.89
Vert(LL)
-0.43
10-11
>7'[ 7
240
BC a=ss
Vert(TL).
-a.ss
10-11
>455
180
WB 0.92
Horz(TL)
0.45
12
nJa
n1a
(Matrix)
REACTIO N S (Ib1si I =1111Mechan.i caI, 12= 1 11 - -8
Max Hort 1=.1Load case )
Max U p l i l=- 4(l ad case ), 1=-364(1 oad case 5)
Max Gray I =1 6(load case 3 12=1 311(load case 1
BRACING
T P FBF[
BOTCHORD
WEBS
iyj
PLATES
MT20
Page I
Scale = 1-0,59.0
Weight: 116 lb
1P
197/144
Structural wood sheathing directly applied r 1-9-15
purlins, except end verticals;
Rigid ceiling directly applied or 6-9-12 oc bracing.
I Row at midpt 4-916-8
FORCES (lb) - Maximum Compression/Maximum Tension.
TOP CHORD 1-2=-573011254.r 2-3=-486011070t 3 273 616, 4-5--17671550, 5-6=- 16931524, -7 =-21 7/62,
8-12=-131113642 i311/96
BOT H ORD 1 I 29 71509 71 10 11=-94113 840, 1 0=-52 r7123651 8-9=-309/1087
WEBS 2-11=74512887 11=-119/840, 3-10=-1481/413,4-10=-43,711963,4-9=-21961528x 5-9=-36711402r
6-9=-35[709, - = 603/479
NOTES
1) nd: ASCE 7-02; 90mph; h= ft; T D'L=4, p f; DL= . p. f Category 11; Exp enclosed; C -C E t rior(2)
Lumber COOL=1.33 plate grip DOL=1.33.
2) T L'L: ASCE- F 1 =35.0 P t (flat roof snow); Exp Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for a 10.0 psf bottom chord lire loads nonconcurrent with any other live loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Refer to girder(s) for truss to truss connections.
7 Bearing at joint(s) 1considers parallel to grain value using ANS11TP1 1 angle to grain formula. Building
designer should verify capacity of bearing in surface.
8) Provide mechanical connection by others) of truss to hearing plate capably of withstanding 324 Ib uplift at
joint I and 364 lb uplift at joint 12.
Continued on page
Job
Truss
Truss Type
Q39351 D I F TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
Qty I PI
W,
REX. lSPEC14J5-131EJ(iD)H
I I.Job Reference optional
6.200 s Feb 112005 MMT k Industries, Inc. Tue May 17 08,033:42 2005 Page
NOTES
9) This truss is, designed in accordance with the 20031 nt ma.ti nal Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard
NSVTTP1 1.
LOAD CASE(S) Standard
Job
r
G
Truss Truss Type
D7 IROOFTRUSS
STOCK MPON EI T -IF, Idaho Falb, ID 83403, Eric
9.8.5
10--10
in. e% A r� e
A--'
F E .1SPE '1415A /EJ(I D) H
I � Job l efieren cue (optional)
6.200 Feb 112005 MiTek Industries, Inc. Tue May 17 08:33:43 2005
15-9-0
117-
m
31-0-8
5-0-0
7--0
0-
1-9-0
6-9-4
6-9-4
11-
2-0-0
4 x 8 -:,# �00
41
Seal = 1:72.6
4x 1 � 3x4 . f� � � o 1 5X5 =
8--7
--7
Plate Offsets : 11 :--14, Ed
LOADING (ps�
TCLL 35.0
(Roof Snaw=35.0)
TCDL 8.0
BCLL OA
BCDL $.0
v
: -1-11 ,E [11:0-4-0 -2-.8]
SPACING -0-
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress 1 n r YE.
Code IRC2003ITP12002
1
TC 0.99
BC 0.75
B [x.94
(Matrix)
LUMBER
TOEI ORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E *Except*
Bel 2 X 4 SEF 21 OOF 1.8E
WEBS X 4 SPF Stu d/Std *Except*
4 2 X 4 SPF 1650E 1. EI W9 2 X 4 ;SPF 1650F 1.5E
4--4
--
6x8 IVIT1H=
31-0-8 1 35-0-0
i " i
DEFT.
in
(loc)
I/defl
Ud
Vert(LL)
-0.91415
X758
240
Vert(TL)
-4.821415
>453
180
Horz(TL)
0.44
11
nla
nla
BRACING
TOP CHORD
BOT H ORD
FEES
REACT 1 N S a l b/s i ze) 1= 143 61M ec h a n i ca l I I I= 294310.5-8.y _-657103-
Max Hor '1=-70(load case )
MaxUpllftl=- (load case ),11=-661(load case ), =-l0 load case 2)
Maxrav I =1 0 (l ad case ), 11= 4 load case 1)
-11-
PLATE
MT20
'IT'1 8H
Weight: 139 1b
GMP
197/144
X197114'4
Structural wood sheathing directly applied.
.iii ceiling directly applied or -7-0 oc bracing
1 Row at midpt 4-1
FORCES (lb) - Maximum CompressionlMaximum Tensi.on
TOP CHORD 1-2=-580111190, = 49951101 , -4 0164 , 4-5="2027#566, 5-6 --21 11540, -7-19501468,
7- --21 471441, 8 -9=-41 512 328 9-1 0= Oil 20
BOT H ORD 1-1 5=-93815145) 14-15=-603/4008,13-14---188125719 1 -1 ..l 8111-812,11-12=-22471543,
9-11=-2035/472
WEBS 15 - 7127 , 3-15=409[77113-14=-14431411, 4-14=-2611204914-13=-22591322y 5-13=-29811556,
1 -1 8286-12=-9051267Y,8-12=-686134933 8-11==24081613
NOTES
1 Wind: ASCE 7-02; 0mph- h= ; T DL=4. p f; E DL=4. p ; Category II Exp. a enclosed; C -C E t rior(2)
Lumber [SOL=1.33 plate grip DOL=1. .
2) TOLL ASCE -} F. pf (flat roof snow)- Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of min roof live load of 18.0 p f or 1.00 times flat roof load of 35.0 p f
n overhangs non -concurrent with other live loads.
This truss Inas been designed for a 10,0 psf botto=m chord: live load r- onconcurrent with any other live loads.
6) All plates are MT20 plates unless other wi a indicated.
7 This truss requires plate inspection per the Tooth Count ethed when this truss is chosen for quality
assurance inspection.
8) Refer to girder(s) ) for truss to tr=uss connections.
o roti need on page
Job
STOCK
Truss —Tiruss Type Qty
D7 ROOF TRUSS
6WPONENTS.IF, Idaho Falls, ID 83403, Eric
Ply FLEX./ PE 1 / -1 /EJ('lD)H
I
,fob Reference (optional
6.200 Feb 112005 MiT Industries, Inc. Tue May 17 08-33*43 2005 Page
MOTES
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 Its uplift t joint 1 661 lb uplift at `pint 11 and
1030 Ib a Wift at joint 9.
1 ) This truss is designed in accordance with the 2003 Int m ti n 1 Residential Code sections R502.1 1.1 and R802.110.2 and referenced standard
ANSI/TP1 1
11) Uplift for first LC exceeds limits
LOAD CASES} Standard
D
&0
Joh
Truss
Truss Type
C,Zty
Ply
REX.ISPEC14f5-13IEJ(ID)H
+Q3935
D8
I?QQF TRUSS
4
1
Job Reference(optional)
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403, Eric
CD
6.200 Feb 112005 MiTek Industries, Inc. Tue May 17 08:33:44 2005 Fags 1
E2-0-0 5-8-5 10-8-10 15-9-0 24-3-4 31-0-8 1 35-0-0 -a-37-0-01
2-0-0 5-8-5 5-0-6 -D-6 1-9-0 6-13-4 -9-4 3-11-8 Scale = 1:73.3
6.00F12 4x8 G
7
. I z 0 %P. r � UA 0 5x5
--7
3.00 2 6x8 MT1 8 H
15-9-0
17-6.
6.200
7--
24-3-4
-4
35-0-0
8-
-
--7 7-- 1--0 --4 6-94 -1-8
214
Plate Offsets (X,Y)-.
L2,.0-3-15,0-1-121,11
1:0-1-11,Edge]
[13-.0-4-0,0-2-8]
LOADING (psi
EFL
in
I
1 dfl
Ltd
FOLATES GRIP
T LL 35.0
Plates Increase
1.1
T 1.00
Vert(LL)
.0- 2
16-17
714
2
� T '1971144
(Ron .
Lumber Increase
1.1
B 0.87
Vel L-
-0.87
-17
42
�1 0
T1 H 197/144
TTCD L 0
Rep Stress 1 n r
YE
B 0.91
H r z L
0.47
1
n1a
n /a
LL
Code IRC2003ITP12002
(Matrix)Weight:
1431h
BCDL 8.0
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1F 1.5E TOP CHORD
BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD
'REBS 2 X 4 SPFStud/Std *Except* WEBS
'4 2 X 4 SPF 1650F 1.5E2 W9 2 X 4 SPF 1650F 1.5E
WEDGE
Left: 2 X 4 SPF Stud/Std
REACTIONS (Iblsize) 2=1 637{--1 1 3=297110-5-81 11=-688/073
MaxHort 2=-1 (load case )
Max Uplift2=- 3 (1 ad case ,13 - 47(1oad case ,11=R1061(load case 2)
Max Gray 2=2114(luad case ), 13=2'971 (load case 1
Structural wood sheathing i redly applied.
Rigid ceiling directly applied or 4-6-3 rinn.
1 Row at midpt 6-1
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1- =0/11 a 2-3=-557611 0 1, 34--48151908, 4- =-X669/925, 5-6=-29031624, 6-7=-1 991 /550,
7-8=-2155/5247 8_9=-1 9 24{460, -10 =-21211434, 10-11=-40112393, 11-12=011 20
BOT HD 2-17=- 161491 , 16-1 7=- 713 1 , 15-1 =-17 012 52 2, '14-1 =-174/1787, 113-14---23 0815302
11-13=-20931461
WEBS 3-17=-6041236, 5-17=-51/670, -1 6=13951385, 6-16---247/2022, 6-15=-2230/306, 7-15=-28311513,
1 =-172/886, 8-14--911/2611 10-14- 667/35142 1 1 =-24231602
NOTES
1 Wind: ASCE 7-02; 0mph; h=2 1't; T DL=4. p fa B. DL=4. p f Category11- Exp Q enclosed; .-C E t rior 2 ;
Lumber hoer DOL=1.3 plate grip DOL=1.33.
2) TOLL: ASCE 7-98: Pf=-35.0 p f (fiat roof snow); Exp ; Frilly Exp_
3) U
p-
Unbalanc d snow loads have been considered for this design.
4) This truss has been designed for greater of resin roof live load of 18.0 pf or 1.00 times flat roof load of 35.0 pf
on overhangs non -concurrent with other live '1oa .
5) Th is truss has been design ed for a 10. 0 p f bottom chord I ive load nonconcurrent with any other live I oads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method: when this truss is chosen for quality
assurance in p ti n.
Continued on page 2
!Job I Truss I Truss Type ---I Qty Ply
D8 ; FF TRUSS 14
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
1
I �� I Job Reference (optional)
6.200 s Feb 112005 MiTek Industries, Inc. Tue May 17 08:33:44 2005
Page
NOTES
8) Bearing at joint(s) 2 con idr parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer h ul-d verify capacity of
bearing surface.
9) Provide Mechanical connection (by others) of tru.ss to bearing plate capable of withstanding 539 Ib uplift at joint 2, 647 Ib uplift at joint 13 and
1 061 1 b u plift at joi nt 11.
1 This truss is designed in accordance with the 2003 Intem tion l Residential Code sections R502.1 1.1 and R802-10.2 and referenced standard
NSI TH 1.
1 1 ) Uplift for first Lexceeds limits
LOAD CASE(5) Standard
Job
03935
Truss
i
Truss Type Qiy I Ply
ROor TRUSS 'I I
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric.
.-_0-0
-0-0
-8-
10-8-10
-0-
6.00 FIT
5-0-6 '1--
� I I Job Reference {optional} ,-
6.200 sFib 112005 MiTek Industries, inc. Tue May 17 08:33:45 2005 Page'I
24-3-4
EPT410
7
1 -i0 -
-0-0
-11-
Scale w 1:71.3
1+X Ile JAM.)
8-2-7
--7
15-9-0
7-6-9
17-6
Plate Offsets (X,Y): [2:0-3-15,0-1-121, [ [11.0-4-010-2-8]
LOADING (psf)
TOLL 35.0
(Roof Snores=35.0)
TIL 8.0
BOLL 0.
BCDL 8.0
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 1 I= 1, *Except*
T3 2 X 4 SPF 21OF 1.8E
BOT CHORD 2 X 4 SPF 16LSOF 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
4 2 X4 SPF 165017 1.5127 W9 2 X 4 SPF 165OF 1.5E
WEDGE
Left: 2 X 4 SPF Stud/Std
-9-0
24-3-4
--4
1
6X8 MT18H=
1--8 --0
QEFL
in
(Eac)
11defC
Ltd
Vert(LL)
-0.51
1415
X720
240
Vert(T'L)
-0.86
14-15
X430.
180
Horz(TL)
0.46
11
nfa
nla
BRACING
TOP CHORD
BOT CHORD
WEBS
REACTIONS (lig/size) 10=-945/0-3-8,2=163510-5-8p 11'3039/0- -
MaxHorz =71(load case )
M ax Up 11fftl ;-1 126(load case , =-532(1 oad case ), 11 =756(load case 5)
Maxr 10=215(I ad case ) = y11 (lo .d case , ll; -- 0, (I a case )
-11-8
PLATES
MT20
MT'1 8H
Weight: 140 lb
co
r
r
cm
GRIP
1 9711 44
1971144
Structural wood sheathing directly applied or 2-2-3 o
purlins.
Rigid 1d eiling directly applied or 4-5-12 bracing.
1 Row at m idpt -1
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/1 1 , 2-3=-5567/11161 3-4=-4805/955$ 4-5=-46601971 P 5-6=-28931673, 6-7--1987/579,
7 -8z --2150/55318-9=--21171449,9-10=-502J2428
BOT H R D 2-15=-931/49073 14-15=-676/3904Y 13-14=-289125130 12-13=-23811782, 1 1 2=-2337153%
10-11 - 1211464
WEBS 3-15=-604/2337 -15=49167 0 � 5-14=-1396/38416-14=30212017x 6-13=-2224/356p 7-13=--30911503,
8-13=-1 67/897, B-12=-9111286, 9-12=-73713499, 9-11 =24601674
ITE
i I plta ars 1�1T� plate urtl�� �t[���� 1r��i����1�
�' �'hi fru ru:ir plt ir�pti�n par the Toth urs# 1�I�h� hn this fru i hrr ��r u�,1it'
Job
Q3935
STOCK
Truss Truss Type ^
Q9 RD[3'F TRUSS
COMPONENTS -IF, Idaho Falls, I f 83403, Eric
Qty ° Ply
1 I 1
R EX./S P EC 1 415-1EJ(ID)H
Job Reference (optional
6.200 s Feb 112005 M']Tek Industries, Inc. Tue May 17 08:33:45 2005 Page
NOTES
8) Bearing at joint considers par ll i to graln value using ANSIITPI 1 angle to grain formula. Building designer should vel capacity f
bearing u rf .
9) Provide mechanical connection -(by others) of true to bearing plate capable of withstanding 1126 lb uplift atjoint 10, 532 lb uplift atjoint2 and
756 Ib uplift t joint 11 -
1 This truss is designed in accordance with the 20031nt m tional Res! dnti l Code sections R5.02.11.1
NS TPI 1
1 1pal Ift for fi r t LC exceeds I im its
LOAD CASE(S) Standard
and R802.10.2 and referenced standard
Job - jTruss Truss -Type Qty 1 ply
E IROOFTRUSS
.fob Deference (optional)
6.200 s Fete 112005 MiTek Industries, Inc. Tue May 17 08:33-:46 2005 Page 1
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
I
CD y
--0-0
-0-D
7-6-0
i
7-6-0
EX.1SPE 415-13/EJ(ID)H
1
6x8 MT18H
3
15-0-0
7--0
17-0-0
�i
-0-0
Scale = 134.4
7--0
7_-0
Plate offsets[2:0-10-0,0-0�-10]t,[4-00-10-0,0-�-101
LOADING
(psi
[
SPACING
2-0-0
TOLL
35.0
46
Plates Increase
1.1
(Roof Snow=35-0)
-0.21
Lumber In r a a
1.15
TCI L
8.0
0.02
Rep Stress I n r
YES
ELL
0.0
Code IRC2003ITP[2002
BCDL
8.0
SSI
TG 0.73
BC 0.43
WB 0.17
(Matrix)
1.5x4 11
15-0-0
LOAD
0-
7-6-0
I3EFL
in
(Ioc)
Ildefl
lJd
Vert(LL)
-0.13
46
X999
244
Vert(TL)
-0.21
46
a851
180
Hprz('fL)
0.02
4
n1a
nfa
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 11-5E TOPCHORD
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stu d/Std BOT Ho D
REACTIONS (lb1size) 2=93910- - ,4--93910-5-8
Max Up] ift =- (Coad case ), 4-- (load case 5)
Max G ray 2=11 (Io d case , 4=111 94(load case )
FORCES 1 - Ma imumorrrprrt EonlMaxi urn Tension
Top H D 1-2=0/12152-3=-1031/235,3-4=-10311235,4-5=01121
BOT C H 0 RD 2-6=-219179 5, 4-=-2'9179
WEBS 3-6=0/300
PLATES
MT20
1T1H.
Weight: 46 lb
GRIP
1971144
197/144
1
C1
Structural wood sheathing directly applied or 4-3-4 o
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)Wind: ASCE 7-02; 0 p h; h= fit; T D L= . pf} B DL=4.8 p f Category I1 Exp enclosed; C -C E t ri r ;
Lumber 00L=1.2plate grip DOL=1. .
2) TOLL: ASCE 7-; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this [ ign.
4) This truss has been designed for greater of min roof live load of 18.0 p f or 1. 0 times flat roof load of 35.0 psf
on overhangs non -concurrent with other live load .
5) This truss has been designed for a 10.0 psf bottom chord live load noaconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection Per the Tooth Count Method. when this truss is chosen for quality
assurance inspection.
8) Provide mechanical connecti n (by others) of truss to bearing plate capable of withstanding 356 Ib uplift at
joint 2 and 356 lb uplift at joint 4.
This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and referenced standard ANSI/TPI 1
LS]AD CASE(S) Standard
Job
Truss
E1
Truss Type oty piy
ROOF TRUSS I I
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Frit
I
--0-0
-0-
7--0
7- -0
1
REX. fSPEC1415-131EJ([D)H
Joh Reference e
6.200 s Feb 112005 I iTel Irrdu tries, Inc.
44 =
N
15-!0-
7-6-0
lonal
Tue May 17 081,33:47 2005 Page 1
17-0.0
-0-0
Seale = 1:33.2
15-0-0
15-0-0
Cn
cz
LOADING p�
T LL
SPACING -- l
[TEFL in (loc)1+efl L�'d
I�LT�E I
(Roof �.
Increase 1.'15 T 0.60
Vert(LL) -0.05 11 n/r 1
1' T 1971144
TSL
.
L usher Increase 1.15 B
Vert(TL)-0. 11 nor 90
13CLL
0.0
Rep Stress Iner NO WB 0.08
H rz(TL) 0.00 10 n/an1a
BCDL
8.0 Code IF 00 ITP1 (Matrix)
Weight: 56 Ib
LUMBER
BRA IN
TOP CHORD
2 X 4 SPF
1650F 1.5E
TOP CHORD Structural wood sheathing
directly applied or 6-0-0 o
BOT CHORD
2 X 4 SPF
1650F 1.5E
purlins.
OTHERS
2 X 4 SPF
Stud/Std
BST H FLA Rigid ceiling directly applied or 10-0-0 oc bracing.
.
REACTIONS
(IbIsize)
2=393115-0-0, 10=393115 -0 -Op i5=190/15-0-0116=195115-0-0217=239/15-0-0, 18=21/15-0-07
14=195/15-0-02 1 =239/1 -0-0,1. =21/15-0-0
Max D pl ift =-280(load case ), 1 -- 0(loa ! 'ease , 1 Load ease # 1 =- 1 Ioad case 5),
18=1 14 (load case ), 1 - lead ease 5),13 MER . -I 1 (lead ease , 12=1 1 (I ad ease )
Max G rav
2=595(load case , 10= (lead ease ), 15=1 90(load ease 1), 1 = lad ease 2),
17` lead ease ), 18o86(load case ), 1(lead case ,,1 = fad ease ,.
1 =load case 5)
FORCES (1b) - Maximum Compression/lila lmum Tension
TOPCHORD '1 =011 199 l Olt -56151, -= 8i/, - 82/145, - 821145 7- 78/9 -956,/51 ■■
F
-10 =-1 05118, 10-11, &- /11
BOT CHORD 2-18=0/1 0� 17-1 8=011 � 1 6-17=0/1 0 715-16=0/1 0 , 14-15=011 ,13-14--01103, 1 -1 = / 1 03,
10-1 2=0/1 0
WEBS 6-15=-155/0r 5-16=-273191.1 4-17=-290/119j 3-18=-122151, -14=-273191, 8-13=-290/11-9, 9-12=-122151
NOTES
1) Wind: ASCE 7-02; 0mph; h= ; T DL=4. p. f; D- D.L= . p f; category 11; Exp ; enclosed; C -C E t rier( ;
Lumber D L=1 .33 plate grip D L=1, .
2) Truss designed for wind leads in the plane of the truss only. For studs exposed to wind normal to the face),
see M!Te "Standard Gable End Detail"
3) TOLL. ASCE 7-98; Pf--35.0 p f (flat roof snow) Exp ; Fully Exp.
4 Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live lead of 18.0 psf or 1.00 tires flat roof lead of 35.0 psf'
on overhangs non -concurrent with other live loads.
6) This truss has been des ig ned for a 10.0 p f bottom chord live load nenencurrentwith any other lire loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) This tru.ss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
9) Gable requires continueus bottom chord bearing.
Continued on page
Job I Truss Truss Type Qty Ply REXdSPE 1 / -1 /EJ 1 H
3
E1
STOCK M PONEf T -IF,
ROOF TRUSS
Idaho Falls, ID 83403, Erie
1
1
Job Reference (optional
6.200 s Feb 112005 MiTek Industries, Inc. Tine May 17 08;33:47 2005 Fuge
TE
10) Gable studs spaced at 2-0-0.
11 Provide me hani al connection (by others) of truss to bang plate capable of withstanding 280 !b uplift at joint 2, 280 lb uplift at joint 10, 68 lb
lift at joint 16,116 1b uplift at joint 17, 114 lb uplift at joint 18, 68 Ib uplift at joint 14,116 1b uplift at joint 13 and 114 ib uplift at joint 12.
1 ) This truss is designed in accordance with the 2003 International residential Cada sections x.502.11.1 and R802.10.2 and referenced standard
ANSIITPI 1.
LEAD CASES} Standard
Job I Truss � ,Truss Type Qty Ply RE)C.ISPEC14f5-131EJ(1D)H
03935 E2 ROOFTRUSS � r�
Q + r ► UV1V]rU tN I -IF, jaano FaII , ID 83403, Eric
d
il
o
4-2-4 1 7-6-0
aJ
-
a's AT% .. r=.1.
3-3-1
Job Reference optional
6.200 s Feb 112005 MiTek Industries, Inc. Tue May 17 08:33:47 2005
4x5 I
3
1
15-0-0
4--4
Scale = 1:29.0
5x8
Plate offsets (.
LADING (ps#}
rcLL 35.0
(Roof Snow=35.0
TCDL 8.0
BCLL 0.0
BGDL 8.Q
LUMBER
TOPCHORD
H' T H RD
'REBS
4--4
4-2-4
0:0-4-1070-2-8
3x8 I
5:0-4-1 0?0-2n§l
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress 1ncr NO
Code IlTTPI00
4 SPF 1650F 1.511
X 6. DF 1 0OF I - 6E
4 SPF StudlStd *Except*
W3 2 X 4 LSPF 1650F 1.5E
7--0
CSl
TC 0.51
BC 0.76
WB 0.80
(Matrix)
REACTIONS (lb/size) 1=521610-5-815=566610-5-8
M
=521610-5-815=566610- -
M a Up1 iftl =-14 (load case 5), =-1 ,1oad case 5)
Maxra 15 4 (load case ), = (load case )
8X8
--1
3x8 I 1
DEFL
in
(loc)
Vdefl
Uc#
Vert(LL)
-0.12
6-7
>999
zao
Vert(TL)
-0.20
5-7
X888
180
Horz(TL)
0.06
5
nIa
nla
BRACING
TOPCHORD
BOT CHORD
15- M,
FETE
MT20
Weight: 1 1b
M
it
GRIP
1 97/1 44
Structural wood sheathin directly applied or 4-5-11 o
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES(lb.) - Maximum Compression/MaximumCompression/Maximum Tension
TOFF CHORD 1-2=-8703/2424, 2-3=-609411776,3-4=-609511776,4-5=-913412546
BOT CHORD 1-8=-2098/7654, 7-8=-209817654, 7-9=-220818042Y 6-9=2208/804Z 5
WEBS =-584/22357 -7=-272817661 -7=-144 150 62, 4-7=-31 8418 951 4- 6;--70 512 6 2
DOTES
1) 2 -ply truss to be connected together with .1 1" "' Nails as follows.
Topp chords connected as follows: 2 X 4 -1 row at 0-9-0 of
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 o .
2) All loads are considered equally applied to all plies., except if noted as front F or back 13) face in the LOAD
CASE(S) section. Ply to ply connections have been provided to distribute tribute on I roads noted as (F) or 1,
runless otherwise indicated.
3) Wind: ASCE -02; 90mph; h= ; T DL=4. p f; 13 L=4. p f; Category 11; Exp enclosed; C -C E 1t rior( ;
Lumber D L=1.33 plate grip D0L=1.33.
4) TOLL: ASCE -x -35.0 pf (flat roof snow), Exp :Fully Exp,
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for a 10.0 pf bottom chord live load non on urrent with any ether live loads.
7) This truss requires plate inspection per the Toothy Count 'Method when this truss is chosen for quality
assurance in pe ton.
8) Provide mechanical connection (by others) of true to bearing plate capable of withstanding 1476, lb uplift at
joint 1 and 1603 lb uplift at joint 5.
Continued on page
ca
Truss
E
Truss Type
ROOF TRUSS
I USA L;NIr Nt:N [ -JF, IcIalio F II . ILS 83403, Eric
I
RE)4JS PEC'E 415-'I 31EJ (1 D)H
I Ar.. I Job Reference (or
6.2€10 s Feb 112005 MiTek Industries, Inc.
tionaE)
T ae May 17 08:33:47 2005. Page
NOTES
9) This truss is designed in accordance with the 2003 I me ati n al Residential Code sections R502.11.1 and R802.10.2 and referenced rnd tandr
ANSVTPI 1
1) Gi rider carries tie -i n span (s): - -0 from 0-0-0 to 10.0-0; 31-6.0 from 10.0.0 to 1 0.0
LOAD CASE(S) Standard
1row: Lumber In crease=1.1 a Plate I ncr a =1. 1
Uniform Loads plf)
'pert: 1-3=-86, 3-5=-869 1-9=-616(F=-600), 5-9=-757'(F=-741
Job
Truss
HF -DI
TOCCOMPONENTS-IF, Idaho Falls, ID 83403, Eric
Plate Off sets (X,Y)-. [
LOADING (psfj
TCLL 35.0
(Roof Snow --35.0)
TCDL 8.0
B LL
ECDL
LUMBER
TOPCHORD
BOT CHORD
WEBS
OTHERS
1
ill
6.200 s Feb 112005 M!Tek industries, Inc. Tue May 17 08:33:48 2005 Fags 1
9-6-0 13-6-0 17-11-8
�r
20 19 18 17 16 15 14 13 12
U4 U4
17-11-8
17-11-8
FAIN --
Plates Increase 1.15
Lumber Increase 1.1
Fp Stress I n r YES
Code IRC2003ITP]2002
SPF 1F 1.E
X 4 SPF 165OF 1,,E
4 SPF turd/Std
X 4 SPF Stud/Std
1
TC 0.10
BC 0102
WS 0.37
(Matrix)
11
DEFL
Truss Type
City
Ply
RE)CJSPEC1415-13fE,f(IA)H
999
QUEENPOST
1
'I
Hvrz(TL)
0.00 12 nJa
n!a
Job Reference (optional)
TOCCOMPONENTS-IF, Idaho Falls, ID 83403, Eric
Plate Off sets (X,Y)-. [
LOADING (psfj
TCLL 35.0
(Roof Snow --35.0)
TCDL 8.0
B LL
ECDL
LUMBER
TOPCHORD
BOT CHORD
WEBS
OTHERS
1
ill
6.200 s Feb 112005 M!Tek industries, Inc. Tue May 17 08:33:48 2005 Fags 1
9-6-0 13-6-0 17-11-8
�r
20 19 18 17 16 15 14 13 12
U4 U4
17-11-8
17-11-8
FAIN --
Plates Increase 1.15
Lumber Increase 1.1
Fp Stress I n r YES
Code IRC2003ITP]2002
SPF 1F 1.E
X 4 SPF 165OF 1,,E
4 SPF turd/Std
X 4 SPF Stud/Std
1
TC 0.10
BC 0102
WS 0.37
(Matrix)
11
DEFL
in (foc) Ildefl
!!d
Vert(LL)
n!a n!a
999
Vert(TL)
n1a - n!a
999
Hvrz(TL)
0.00 12 nJa
n!a
BRAIN
TOFF CHORD
BOT CHORD
WEBS
Scale = 1:65.5
PLATES
MT20
Weight: 115 Ib
FLIP
1971144
Structural good sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
Rigid ceiling directly app lied or 10-0-0 oc bracing.
1 Row at midpt -1
REACTIONS (Ih/size) 1=43/17,11- , 1 =120/17-11- , 1 =1 I -11- , 1 =205/17-1 1- , 1 =20311 -11- ,
19=209/17-11-8y 20_182117`11- ,1 -20411 -11- ,1 =209117-11- ,13_21 /17-11-8
Max Hort 1=.load case )
Max Upliftl =- Io d case ), 1 =-11 load case ), 1 =-1 : load case , 1 =-1 . 1 ad case ),
=-1 (load case ), 15=-1 21(load case ), 103(loa I case ), 1 ^4 (1 d case )
Max G rav 1= .4 (1,o ad case , 12 =17 (l oad case ), 1 6=217(1 oad case ), 17= 1 0 (1oa l case ),
1 =load case , 1 =(lad case ), 0=Iad case )-, 1 =(load case ),
1 0load case ), 1 =:1 (lad case 3)
F RCES (IIS) -Maximum ompre ion/Ma imurn Tension
TOP CHORD 1-2=-330174, �3=-219/1 007 -4--103195, 4-5=-1 01197, 5-6--110/1 92a 6-7=-1 17/192, 7-8=-1 08/819,
- -910, 9 -1 0=-7/0, 1 -11-, /0, 11-1 _-1 /1
BOT CHORD 1-20=0/7119-20=017a 18-19=017,17-18.=017,16-17=0[7,15-16=017Y 1 -1 =0/7) 1 -14=0{7, 1 -1 -O '
WEBS 6_16=-1 9810, 5-17=-2781137 4-18=-263/172, -1 2J1 66, 2-20=-230/1X 7-15=-277/140,
8-14=-270/122, -1 284/68■ 10-12=-144/24
NOTES
1) Wind: ASCE 7-02; }mph h= ft; T DL . pf; B DL=4. p f Category ll; Exp ; enclosed- C -C E t ri r( );
Lumber [SOL=1.33 plate grip [SOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wird (normal to the face),
see MiT " tandard Gable End Detail"
3) TCLL: ASCE 7- f= .0 p f (flat roof n ).; Exp Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottoms chord live load n nconcu rent with any other live loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
Continued on page
job
Truss
Truss Type
ME 131 QUEENPOST
STOCK COMPONENTS -IF, Idaho Falls, Irk X3403, Eric
Qty
1
Ply
1
REX.ISPEC'I 415-131EJ([ D) H
Job Reference o phonal)
6.200 s Feb112005 MiTek Industries, Inc. Tue May 17 08;33:48 2005 Page
NOTES
8) This truss requires plate inspection per the Tooth Gount Method when this truss is chosen for quality assurance inspection.
9) Gable requires continuous bottom chord bearing.
10) Gable studs spaced at -0-0 oc.
1 1) Providemechanical onn tion (by others) of truss to, bearing plate capable of withstanding 25 lb uplift at joint 1 118 lb uplift at `pint 17, 153
Ib uplift at joint 18, 145 Ib uplift at joint 19, 129 Ib uplift at joint ,121 1b uplift at joint 15, 103, 1b uplift at joint 14 and 48. lb uplift atoint 13.
1 This truss is designed in accordance with the 2003 International Residential Code sections R502.111 and 8802.10.2 and referenced
standard
ANS17131, 1.
LOAD CASE(S) Standard
Job :Truss
HF -E1.
Truss Type Qty Ply
FINK I
STOCKM PONE NT -iF, Idaho Fall , ID 834031, Eric
LADING (psf)
TCLL. 35.E
(Roof Snow --35.0)
TOOL 8.0
BOLL 0.0
BCDL 8.0
LUMBER
TOPCHORD
ESOT CHORD
WEBS
THEE
1
LO
■1
4X.4
[I@
1 E ./ PE 1 1 -1 1EJ(1D)H
1
Job Reference
6.200 s Feb 112005 MiTek indu tfie , Inc. Tue May 17 08:33:49 2005
17-11-12
-9-o
--
31 30 29 28 27 26 25 24 23 2221 20 19
SPACING 2 --
Plates increase 1.15
Lumber Increase 1.1
Rep Stress I n.r YES
Code IF 0 /TP12 02:
X4 SPF 165OF 1.5E
2 X 4 SPF 1650E 1.5E
2 X 4 SPF Stud/Std
2 X 4 SPFStud/Std
1
TC 0.29
BG 0.11
WB 0.37
(Matrix)
3X4EffiErw
�
26-9-0
26-9-0
DFL
in (loc)
lfdefl
LId
Vert(LL)
nla -
n1a
993
Vert(TL)
nla
n1a
999
Ho rz(TL)
4,01 17
n1a
n1a
BRACING
TOPCHORD
BOTCHORD
WEBS
1
2x4 11
PLATES
T20
Fuge I
Scab = 1 . 7J
Weight: 127 lb
GRIP
197/144
Structural wood sheathing directly applied or 6-0-0 o
purlins, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt6-27
REACTIONS I l iz 1=64/26-9-0,17=55/26-9-07 7=153/2 - -O, 28=202126-9-0, 2 =204'2 - -09 0= 8126- - y
1=1 82J26-9-0, 26=201126-9-0, 2 205/26--0� 24=202J26-9-01 =22612 =212/26-9-0,
20=200/26-9-0, 1 1X4/26- , 18=1 52/26- -0
Max H r -z 1= 2(load case )
Max U p Iif#2 =- (1 oad case , 29 =-1load case ), 30 =-'12 load case , 31=-11 lad case 5),
2 =- load case ), 25=-1 4 l ad case , 2 -1 7 I ad case , 22=4(Ioa case ,
20=- I o ad case ), 1 9=-2 (1 o ad case , 18 =-I 81 load case 5)
Max Grav 1=1 load case , 17=1 1load case , 2 = (load case ), 2 =307 I ad case 2),
2=2(lad case 2), 0=04(Iad case , 31=2(load case 2), 2=7(lad case ,
2 `2 7(10 d case , 24--2 1 case ) =3141oad case , 22= 4 l ad case ,
20=2 (loa case ).,1 = lad case ),1 =2 lc ad case )
FORCES (Ib) - Maximum ornpr sion/ a imum Tension
TOPCHORD 1-2=-226/441 2-3=-1 2 8169, 3-4=-1 33/64Y 4-5=-11321142 ! 5-6=-1 3 91242 '7=-1 351242 7-8=-1 2 7
-9=-1 / 079-10=-130/70P 1 1 i l =-1 � ,v 11-12&M-13510,12-13=-135/0,13-14---13510,14-15=-13510,
15-16=-135103 1 1 -17`-53/0
BOT H FA 1-31 = 011 353 30-317-01135, 29-30=011 `, 28-29=0/1 , 27-28=0/1 , 26-27=0/1 5, 25-26=011 35,
24-25=0/1 357 23-24=0/1 35Y 22-23=0/1 35, 21-22=0/1 35, 20-21=011 35,19-20=011 35,18-1 9=0/1 35j
17-18=0/1 35
'E 6-27=-277/Op =-275/1147 4-29=-264/155P 3-30=-272/147% 2-31-- �1 /123, 7-26=-2751115,
8-25=-265/153,9-24---2C>4/1567
c
- -i / i , —i- — C>4/ 1 7 1 = =' i , 12-22=-272J24,13-20=-261/78;
i j=-2Ja1 --261; 1 4— 1 =-27 1 �
ETES
1 Wind: ASCE 7-02; rip ; h=2 'ft; T L=4. p f; DL= . Ep f; Category 11 Exp ; enclosed; C -C Exterior 2 ;
Lumber 13L=1.33 plate grip [SOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to grind (normal to the face),
see I iT k "Standard Gable End [detail''
Continued on page 2
Job
Truss Truss Type Qty Ply REx.ISPEC14J5-131EJ(1D)H
HF -D14
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
I
1
Job _I f rence (optional)
6.200 s Feb 112005 MIT& Industries, I ncy Tue May 17 08:33:49 2005 Pag .
MOTES
3) TCL.: ASCE - f=35.0 psf (art roof snow); Exp ; Pully E:.
4 Unbalanced snow loads have been considered for this design.
5) Provide ada,q gate drain age to prevent water ponding.
6) Th is truss has been desig n ed fo r a 10. 0 p f bo o m cho rd I ive load no ncon currant with any other live I oad .
7) All plates are 1.5A MT20 unless otherwise indi at d.
8) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection.
9) Gable requires continuous bottom chord Dearing..
1) Gable studs spaced at 2-0-0 o .
11) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 95, lb uplift at joint 28, 136 Ib uplift at joint 29, 126
Ih uplift at joint 30, 113 Ib uplift at joint 31, 95 lb uplift at joint 26,1 4 lb uplift at joint 25, 137 Ib uplift at joint 24, 4 lbs uplift at joint 22, 62 Ib uplift
at joint 20, 29 1b uplift at joint 19 and 181 1b uplift at joint 18.
1 This truss is designed in accordance with the 2003 Int mat onal Residential Code sections R502.11.1 and R802.10.2 arid referenced standard
NSI/ P11.
LOAD CASE(S) Standard
Job ;True Tr , T p
Q
Ply
REX/SPE
Q3935 iji ROOFTRUSS
4
Job Refer
1 k-oN UUM rVN rN 1 -1 r, ioano falls, IU 564U;31 Lrr
-2,0„0
C 1415-13/EJ (I D) H
sacs ( oti nal
6.200 s Feb 112005 MiTek Industries, Inc. Tu ''May 17 08:33:49 2005 Page 1
-0-0 1-11-11 N -
1
Scale = 1:9.1
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=011 1 , 2-3=-1 3211
BOT CHORD 2x-0/0
NOTES
1 Wind: ASCE 7-02; 0mph; h= ft; T DL=4. sf; BCDL . f; Category 11; Exp C; enclosed; -C E tenor( );
Lumber [AC L=1.33 plate grip [SOL=1. .
2) TOLL: ASCE 7-98; P'f=35.0 psf (flat roof snow); Exp c; Fully E .
3) Unbalanced snow loads have been considered for this design.
This truss has been designed for greaten of min roof live load of 18,0 psf or 1.00 tires flat roof load sof 35.0 p f
on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 p f bottom chord lige load nonconcurrent with any other live loads.
6) This true requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance in5p tion.
7) Refer to gi rd r(s) for truss to truss connections.
8) Provide mechanical connection: (by others) of true to bearing plata capable of withstanding 253 lb uplift at
Joint 2 and 87 Ili uplift at joint 3.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and referenced standard N I[TPI 1.
LOAD CASE(S) Standard
LOADING (p
�
TALL
SPACING -0-
1
DEFL
in(loc)
11 fl
PLATES RIP
.
(Roof Snow--35.0)Lumber
Plat Increase 1.1
T 0.55 �
�
rt LL -0.00
240
MT20 197/144
TSL
Increase 1.15
B 0.0 �
rt(TL)
.0 -
180
BELL
0.0
Rep Stress I n cr YES
WB 0.00
H. r TL) -0.00
3
n1a
n1a
BCDL
8.0
ode IRC2003ITP12002
(Matrix)
Weight: 7 IIS
LUMBER
BRACING
TOPCHORD
2 X 4 SPF
165OF 1-5E
TOPS CHORD
tru trural wood
sheathin
d irectly appIfed or 1-11-11 oc
BOT CHORD
2 X 4 SPF
165OF 1.5E
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS
(l / iz
=380{0- - , �+1 / chani a[,
=-21/Mechanical
Max H orz
2=1 360oad case 5)
Max plift =- (l ad case ), =- (losad case )
Max Gray
=577 l ad case , = 5(load
case ) � (lora
case )
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=011 1 , 2-3=-1 3211
BOT CHORD 2x-0/0
NOTES
1 Wind: ASCE 7-02; 0mph; h= ft; T DL=4. sf; BCDL . f; Category 11; Exp C; enclosed; -C E tenor( );
Lumber [AC L=1.33 plate grip [SOL=1. .
2) TOLL: ASCE 7-98; P'f=35.0 psf (flat roof snow); Exp c; Fully E .
3) Unbalanced snow loads have been considered for this design.
This truss has been designed for greaten of min roof live load of 18,0 psf or 1.00 tires flat roof load sof 35.0 p f
on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 p f bottom chord lige load nonconcurrent with any other live loads.
6) This true requires plate inspection per the Tooth Count Method when this true is chosen for quality
assurance in5p tion.
7) Refer to gi rd r(s) for truss to truss connections.
8) Provide mechanical connection: (by others) of true to bearing plata capable of withstanding 253 lb uplift at
Joint 2 and 87 Ili uplift at joint 3.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and
R802.10.2 and referenced standard N I[TPI 1.
LOAD CASE(S) Standard
Job
Truss
J
Truss Type Qty Ply
ROOFTRUSS 4
STOCK MPONE�T -[>=, Idaho Falls, ID 83403, Eric
D
RE7CISPEC14I5-13IEJ{ID)H
1
I Job Reference (optional)_
6.200 s Feb 112005 MiTelk Industries, Inca Tue May 17 08:33:50 2005
-0-0 -11.11 ,�
LOADING (psq
TOLL 35.0
(Roof Snow�35.0)
T DL 8.0
ELL 0,
DL 8.0
LUMBER
Tip CHORD
T CHORD
1
SPACING 2-0-0
Elates Increase.1.15.
Lumber inar ase 1.1
Rep Stress Incr `SES
Code IRC2003ITP12002
1
TC 0.64
sc 0.11
WB .0
(Matrix)
-- 3-11-11
DFL
in
(loc)
1ldefl
4
SPF
165OF
1-.5E
1
TC 0.64
sc 0.11
WB .0
(Matrix)
-- 3-11-11
DFL
in
(loc)
1ldefl
LJd
Vert(LL)
-0.01
2-4
X999
240
Vert(TL)
-0.02
2-4
?999
180
Harz(TL)
-O.OU
3
n!a
nIa
BRACING
TOP HF
-4 *tr
REACTIONS (lb/size) 3=87/Mechanical, 2=443/0-5-8, 4=301mechanical
Max Hort =1 (load ease )
Max U p lift = 1 d case ), =- 4 1 d cage 5)
Max G r v 3=1 (load ease , = (lo d ease ), = (load ease )
FORCES 1b) - Maximum Compression/Maximum Tension
TOFF CHORD 1-2=0/12112-3=-159142
BOT CHORD -4=010
ELATES.
MT20
`age I
Scale = 1: 13.0
'eight: 12 lb
GRIP
197/144
Structural wood sheathing directly -applied or 3-11-11 o
purlins.
Rigid ceiling directly applied or 10-0-0 bracing.
NOTES
1) Wind-, ASCE 7-02- 0m ph; h= ft} TCI L=4. p f x B L= . p f; Category 11; Exp - enclosed; C -C Exterior ;
Lumber DOL=1.33 plate grip DOL=1.33.
2) T LL: ASCE 7-98; Pf-35.0 p f (flat roof snow) Exp Fully Exp.
3) Unbalanced snow loads have been considered for this dein.
) This truss has been designed for greater of min roof live load of 1 . p sf or 1-00 times fat roof load of 35.0 psf
on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 p f bottom chord live load n nooneurrent with any other lire loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss iS Ghosen for quality
assurance inspection.
7) Refer r to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of true to bearing plate capable of withstanding 68 ]b uplift at
joint 3 and 247 Ib uplift at joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss True Type
Qty rely FLEX-1SPE "1,4J �131EJ(1D)H
,I J3 ROOFTrU 4
o
b F f ren(optional)
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric 0.200 s Feb 11 2005 M Tek Industries In . Tine May 17 08:33.50 2005 Page I
1
1
t
1
-2-0-0
2-0-0 5-11-11
LOADING
(R
SPACING
0
CSI
T LLL
35.0
Plates Increase
1.15
TC 0.64
(Roof'Snow=:35.0)
MT20
Vert(TL)
-0.13
24
X522
Lumber Increase
1.15
BC 0.25
TCL
8.0
p Stressln�er
n!a
'B 0
ALL
�.
BCDL
.0
Code 1FOITp"I0O(Matrix)
dEFL
in
{loc}
Ildefl
LJd
PLATES
Vert(LL)
-0.06
24
X999
240
MT20
Vert(TL)
-0.13
24
X522
180
Horz(l`L)
-D.QQ
3
n!a
n!a
Weight: 17 Ib
ale _ 1:16.9
IIP
197/144
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or -11-11 oc
BOT CHORD 2 X 4 SPF 1 050E 1 ZE purlins.
BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing.
REACTIONS (Ih1 i ) �1/ h ni aIx 2=52110-5-8,4=46/Mechanical
MaxHerz =251 (load ease 5)
Max Hp1if 3=-1 to d case )r 2=-251 (load case 5)
Max Gray =3 (1 ad case ), = (l ad case ) =1 (load case 4)
FORCES flb) - Maxirnum Cornpression/Maximum Tension
TOP CHORD 1-2z--011 21, 2-3"."-200/107
BOT CHORD 24=010
MOTES
1) Wind: ASCE 7-02; 0mph; h= ,eft; T DL=4. p f; CSL= . p f; Category 11; Exp ; enclosed; C -C E terior ;
Lumber DOL=1. 3 plate grip DOL=1.3 .
2) TOLL: ASCE- -, Pf--35.0 p f (flat roof snow); Exp ; Fully E PA
3) Unbalanced snow loads have been considered for this design.
4This truss has been designed for greater of rain roof live load of 18-0 f or 1.00 times flat roof load of 35.0 p f
on overhangs non -concurrent with Other lire loads.
5) This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other live loads.
6). This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance in petition.
7) Refer t0 girder(s) for true t0 truss connections.
8) Provide mechanical connection (by otrier) of truss to bearing plate capable of withstanding 153 lb uplift at
joint 3 a nd 251 1 b u pi ift at joint 2.
9) This truss is designed in accordance with the 2003 International Residential Codeect7jnRO .11.1 and
R802,10.2 and referenced standard ANSITTPI 1.
LOAD CASE(S) Standard
Job ----- Truss
Tress Type
Qty
ply
Q3935 j M1
MOLD TRUSS
23
-0.19
STOCK MP ENT -IF, Idaho Falls, ID 83403, Eric
E
I
-0-0
4-1-8
1
1 E ./ P1E14/5"1 1EJ(1D)l-1
Job Reference f mitional
6.200 s Feb 11 2005 MiTek IndustHes, Inc. Tue May 17 08:33:51 2005 Page I
3-10-8
1 .5
0-
1.5x4 11
El
i
i
Plata Offsets (X,: :--1 0)0-1
LOADING (psfl
7CL.L 35.0
Roof Snow=35.13)
TCDL 8.4
gCLL QA
BL 8.0
SPI -o-0
Plates Increase 1.15
Lumber Increase 1.1
Rep stress I nr YES
Code IRC2003ITP12002
csi
Tc 0.64
BG 0.46
WB 0.22
(Matrix)
Scale = 1:261
DEFL
in
{lac}
Ildefl
L!d
i PLATES
Vert(LL)
-0.19
2-5
>484
240
MT20
Vert(TL)
-o.aa
2-5
>220
180
Horz(TL)
0.09
5
n!a
nJa
Weight: 31 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOPCHORD
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF StudIStd BOTCHORD
REACTIONS (lb/size.) � 1610- - , =359/1 ohan i al
Max Hort =300 load case 5)
Max UpIift =- (load case ), =-1 77(load case )
Flax G ray = '1 lad case ), 5=521(load case .
FORCES Ih - Maximum Compression/Maximum Tension
TOP CHORD 1-2=011211, 2-3=-668173,3-4=-132176,4-5=-2211105
BOT CHORD 2-5=-2101461
WEBS 3-5=-5191236
1P
1971144
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
Rigid eelIn diready applied or -0-0 oc bracing.
NOTES
1 Wind: . E 7-02; ph h= tt; T L= . psf; BCDL= . psfi- Category 11; Exp ; enclosed-- C -C E terior(2)1
Lumber D Lr'1. 3 plate grip D L=1. .
2) TOLL: ASCE 7'98-, F'f=35.0 p f (flat roofsnow),- Fps - Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 p'sf or 1.00 times flat roof lead of 35.0 psf
on overhangs non -concurrent with other live loads,
5) This truss his been designed for a 10.0 p f bottom chord live load noncon urlrent with any other live loads.
6) This truss requires plate 'Inspection per the Toothy Count. Method when this truss is chosen for quality
assurance inspection.
7 Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 Ili uplift at
joint 2 and 177 lb uplift atjoint 5.
9) This trusts is designed in accordance with the 2003 International F id ntial Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIITPI 1.
LOAD CASES) Standard