HomeMy WebLinkAboutTRUSS SPECS - 06-00227 - 643 Meadowbrook St - New SFRJob
Truss Truss T
ype
Qty Fly R F. -'STH E FJ�I ET14- j �.f:p F
'7064 Al
ROOF TRUSS
I 1
STOCK COMPONENTS -IF, Idaho Falls, ID B3403 Jr -r Job Deference (c),tiar a[
6.200 s Feb 11 2005 iT k industries, Inc. Fri Apr 2109,06.-29 2006 Pagex 1
1-0-0 1 1! �g�
U5 = IBJ Scale -- 1;42.6
C4.
� P l t Offsets
4
LOADING (psf)
TOLL 35.0
(Roof nowzz .0)
T D L 8.0
EL.L 0.0
BDL 8.0
LUMBER
TOP CHORD
ET CHORD
WEBS
2,0-0-0.0-1-1
.;,.SI+ 11 5xa �:)X D _
-i1�- 15-11-2
5-5-14 -11-
--14
6,0-0-0,0-1-1
SPACING -0-0
Elates Increase 1.1
Lumber Increase 1.1
P Stress Inr YES
Code 1 R 0 g /TP 12002
REACTIONS (lb/size) =1182 0-5-8, 6=118210- -8
Max H o rz = 04 (load case 6)
Max Upilfft =-10 (load case 7), '-1 7(load case
Maxrav 2=14 (load case , 6=14 (load corse
--1
S1
TC 0.55
BC 0.33
B 0.62
(Matrix)
5-2-10
1 --
5-5-14
DEFL
in (Io)
PF
165OF 1.5E
Vert(LL)
-0.05 -8
IAF
1650F 1.5E
e rt(TL)
-g o -8
SPF
Stud/ td
REACTIONS (lb/size) =1182 0-5-8, 6=118210- -8
Max H o rz = 04 (load case 6)
Max Upilfft =-10 (load case 7), '-1 7(load case
Maxrav 2=14 (load case , 6=14 (load corse
--1
S1
TC 0.55
BC 0.33
B 0.62
(Matrix)
5-2-10
1 --
5-5-14
DEFL
in (Io)
I.ldefl
Ud PLATES GMP
Vert(LL)
-0.05 -8
>999
240 MT20 197/144
e rt(TL)
-g o -8
>999
180
Har (TL)
0.04 6
n/a
n/a
Weight: 91 ib
]BRACING
TOE H OR D Structural wood sh eath n g d1rectily app] ied or 4-11 11 n u rJ ins.
f -ORD
BOT Rigid ceiling directly lied or 10-0-0 oc �
FORCES (1b) - Max[ murn Campression/ 4aximLim Tension
TOPCHORD 1-2=0/95, - --1 67/79P T4--1016/128, 4-5=:-1 01 /1 - --
95
BT I�F�[�2-10=-69/1142, B-9=-2/1142, � 1 -���
-2,1142, - =- 114.
WEBS -10_0'204, 3-9=-667/123, 4-9;---52/612, 5-9=-667/12415-8A/204
MOTES
1) W in d: ASCE- 8,90mphI h.-5ft, TG DL=4. Bpsfr 8C DL -4. p f, Categar 11; E ; 0n los �d;
D L=1.33 plate rip D L-1.33 . a F i ntrr r z; L mr�
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); E ; Fully E . .
Unbalanced ed snow loadshave been considered for this design.
ThIs truss has been designed for greater of miry roof live load of 16.0 psf or 2.00 times flat root load of _D psf on overhangs
non-concurrant with other live loads.
This truss has been designed for a 10,0 p t bottom chord live load n ori one ur+r nti
) This truss requires platei�rspect�orr per the Tooth Count Method when
t� any other Ir�� J��c�.s,.
r� the tress rs �h on for qua I its' assurance inspection.
7) Provide mechanical connection (by others) of truss to bearing plate cap�.die ofithstandin 10 l
joint plift tjrrlt and 107 1 lift t
8) This truss is designed in accordance with the 2003 International Pesidential Cade sections 8502.1 1.1 and
R802.10.2 and referenced
standard ANSI,, -TPJ 1,
LOAD CASE(S) Standard
Job Truss
Truss Type
AIG IAF TRUSS
T IS MP IEl T
,S -IF, Idaho Falls, PCS 83403, Robin -
_1__ 1--
1-0-0
44 --
44 =
7
Qty
Ply
1
IJob Reference o tinaf
_0 Feb 11 66iTek Industries, Inc.
21-5-0
Fri Apr 21 0:0622 2006 Page I
22-5-�
late Of fet V
LOADING (psf)
TOLL 35.0
(Root now=. 0)
T LDL &0
BOLL 0.0
B13L 8.0
LUMBER
TOPCHORD
BOT HDI)
OTHERS
2:0--,0-0-
SPACING 2-0-C
Plates Increase 1,1
Lumber Increase 1.1
Rep Stress [n r Jul
Code i1 0 8/TP1 00
REACTIONS (Ibbs l e) 12;-_255 21-5-01 18=161/21-5-00
14=253/21 -5 -Op 2=255/21--0
Max Hort = 04(load case
1
TC 0,21
BC 0.08
wa 0.25
(Matrix)
.x ._ 4X4 -
21-.5-0
21-5-0
t__
L6
1
Cale 7 1-42
DEFL in
'B
(lac)
l/daft
SPF
165OF 1.5E
I LL) -0.01
18
4
SPF
1OF 1.5E
2
X
4
SPF
Stud/Std
REACTIONS (Ibbs l e) 12;-_255 21-5-01 18=161/21-5-00
14=253/21 -5 -Op 2=255/21--0
Max Hort = 04(load case
1
TC 0,21
BC 0.08
wa 0.25
(Matrix)
.x ._ 4X4 -
21-.5-0
21-5-0
t__
L6
1
Cale 7 1-42
DEFL in
'B
(lac)
l/daft
Ld
PLATES GRIP
I LL) -0.01
18
n/r
120
MT20 197/144
Vert(TL) - -o 1
18
n/r
90
Ho r TL) 0.00
1
/a
n/a
Weight: 105 1b
BRACING
T P H OJT D
Structural
wood
sheathing d r redly applied or 6-0-0 oc purlins.
BOT HORID
Rig Ceiling
directly applied or
10-0-0 oc bracing.
WEBS
1 Row at
rnI'dlpt
7-18
19=201121-5-01 0=209/21- -0, 21 =; 1 88 21- -0a 22--2530'21-5-03 17281 / 1- - t 16=209/2111-5-0) 15=188121-:5-0,
Max UpIIf112=- 0(Icad ease ), 1 _- (load case ), -- (load case ), 21=-51 (load case 7), == 0(ie
ad case ), 1 7_-42(1oad case 8), 1 _- (Ioad ca8),
15=-51 (load case ), 14=- (load case , 2=-61 Joad case )
Maxre. 12=8 (load case ), 18=1 61 toad case 1)r 19= 0 (load case 2), 20=302(load case 2), 21 = (J oad case , = 8(ioad case 2), 1 7:=06(Ioad case
), 18= 02(Ioad nese 8). 1 = 76(lc ad case 3), 14=866(foad case , = load case
FORCES (Ib) Ma irriurn ompression/l lax1mum Tension
TOP CHORD 1-2=0/91, 91, - -1 /1 1a 3-4=-127/110j4-5=-1 11/10 , 5-6=_-1 13/11 ., - =-1 19/140, 7-8=-1 1 / - = r
84,1
9-10,--111/48, 10-11=-121/45F 11-12=-150/74, 1 -13=0/91
BOT HIS D 2-22=-24/142, 1-2,-2411421 20-21=-24/142, 19-20;----24/1421 ,1 -10 =-24/14- 17-18;---24/1421
15-16=;;-24/142, 1 4-1 =-24/1 , 12-14=-24/142
1 -��,
WEBS -1 8=128/0, 6-19=-275/649 5-20-268/75 4-21 =;-249/ 8P 3-22=-319/87, -17=-275101 9-16=_268/761
11-14=-319/86
NOTES
1)Wind: ASCE 7-98; 8rnph; le ft; T 1)L=4. Psf; E3DL=4.8psf, Category Ila Exp ; enclosed; MWFRS interior
DOL=1 r plate rips DL=.1. r� Lumber
Truss designed for wird loads in the plane of the truss only. For ,studs exposed to wind normal t� Mi
Tek End Detail" the fare, iT "Standard
8.) TOLL: ASCE 7-98; Pf=85.0 ,psf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design,
This truss has been designed for greater of miry roof Jive load of 16,0 psf or 2.00 ties flat roof load of
35.0 psf on overhangs
non -concurrent with other live loads.
TIT truss has been designed for a 10,0 psf bottom chord Jive load nor or current with any other llve load
s.
All prates are 1.5x4 MT20 unless oth r*s ilndroated.
8) This truss requires data inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection.
Gable requ gyres continuous bottom chc rd bears rig Y
10) Gable studs spaced at 2-0-0 lob
11) Provide mechanical connection (by curlers) of truss to bearing plate capable of withstanding 20 lb uplift � a
1 lb uplift at joint, 1 i.rplJft at 'kr-rt 1 8 lb Ilft at 'i #� 1 !b uplift dint
J j nt 22, 4 1b� uplift t joint 17, lb uplift at joint 16,51 lb uplift at joint
15. 58 lb uplift at joint 14 and 61 Ib uplift at joint 2.
12) This truss is desIgned in accordance with the 2008 International Residential Code sections 8502.
referenced standard l P l 1, 11 P 1 and R802.1 �. and
LOAD CASE(S) Standafd
NK67
07064
Truss
IWA
U F f E IT -IF, Idaho Falls, ID 83403, Bob[--
c�.
1-0-0
-5-14
5-5-14
Truss Type
ROOF TRUSS
a
4
4
Qty
PI
ig Jeb Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc.
15-11-2
5-2-1
-11-
--1 0
Fri Apr 21 09'.06:35 2006 Page 1
5-5-14
Plata Offsets _ IY
LOADING (psf)
TOLL 35.0
(Roof Snow=35j))
T OL 8.0
BOLL 0.0
B DL 8.0
LUMBER
Tole' CHORD
:SOT H R D
WEBS
"2:0-0-1 , Ed
3 . I I
-4AU
--14
---14
0 Mae: MEW=
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inc( YES,
Code IRC20017PI2002
4 SPF 1 5 F 1.5E
X 4 SPF 1650F 1,5E
4 SPF Stud/Std
1EA TI I (Ib/ iza) =1065/0 -5 -St =1186/0-5-8
Ma
-
a. for =21 (load case )
Max Uplifts_-- 7(load case 8), -10 load case 7)
Max Grav 6==1 (load case , 2=1 (load case
66 1
--1
1
TC 0.57
1 C 0.44
B 0.65
(Matrix)
FORCES (1b) - Maximum mpr ion/Ma [m um Tension
TOP CHORD 1-2=0195, 2-3=-118.69/83, 3-4=-1022/1311 4-5t=-1023/129
87
B T CHORD2-9;---821'1143,8-9==;.-8211143,7-8--1211170,6,-7=::;-12/F -=-
'
1170
EES 3-9=411204, 3-8==;-668/123j 4-8=-57/620; 5-8=-695/134, -70/207
--1
1.5x4 ':
DEFL in (Ioc) l/ciinfl I A
Vert(LL) -0-06 -7 >999 240
Ve rt(TL) -0.11 6-7 >999 18o
Horz(T L) 0.04 6 n/a n/a
BRACING
T P H RD
BOT HOR D
f t:
21_5-0
--14
J M the
MT20 197/144
liht; 89 Id
r-
tru tural wood sheathing direct]y direct]applied or 4-10-1 0C purlins.
Frigid ceiling d[rectly applied or 10-0-0 oc bracing,
NOTES
1) Wind: ASCE 7-98; 90rnph, h= ft; T DL;.4. P f; BCDL=4. p fl Category f f; encl
D L=1. p late rip DOL=1. � � � ` od } FRInterior o r� ; LSI rrI der
TOLL. ASCE 7-98- Pf=35.0 P f flat roof snow) Exp ;i=nlay Exp.
Unbalanced snow loads have been cusidered,
for this d8sign.
4) This truss has been designed for greater of Iain roof dive load of 16.0 f or 2.00 times flat r'
nor -cont rrr ent with other liars loads.
� ��f lead �f 3 .� �sf r� overhangs
This truss has been designed for a 10.0 p f bottom chard live .load non ancurr nt with any other live
This truss requires plate i n p tJ c)n per the Tooth Count Method when this truss r �� � .
7) Provide mechanical connection (b others) of'truss to bearing Its �i��� for quality a��rar�� I r���ti�r�"
joint � 'capable I �� i�F��t�r�di r�� � l t� ��lift at ��a r� � and � 1 I� u� IJft at
8) This truss is designed in accordance with the 2003 International Residential Code"
tandard NS TPI 1. tror� R502,11 1.1 and 0 .1 0r and referenced
LOAD CASE(S) Standard
Cale = 1:42, 0
1"k
07064
Truss
STOCK JP I IVT -i1=, Idaho Falls, ID 83403, Rob -6
Plate Offsets (, - - -qL__
LOADING (Pf)
TELL 35.0
(Roof now=35,O)
T DL 8.0
ROLL 0,0
RDL 8.0
LUMBER
TOP CHORD
BOTCHORD
WEBS
OTHERS
I
Truss Type
PF TRUSS
-�5 --0
1--0 -1
Ply I REXITHEPRINCETON\4-20WIV([D)R
11
J Job Reference (Optional
6.200 s Feb 11 �2005 MiTakIhdustrL, �� 0 ; 2006 Pa e
1.5x4 11
N
SPACING --0
Plates Increase 1,1
Lumber increase 1.15
Pep Stress Incr NO
Code JRC2003�`TP12002
2 X 4 SPF1 OF 1. E
4 SPF 1650F 1.5E
PJ~ Stud?Std
4 SPF Stud/Std
Zx4 = 1.5x4 [I I.5X4 `a 1,5x4 I
l
TC 0.21
13 C 0.00
B 0.08
a.tri)
DEFL
in (Io)
I/d fl
d
'rt(LL)
-0.02 1
n/r
120
Ve rt(TL)
-0.0 1
n/r
90
H c rz (T L)
0.00
n/a
n/
BRACING
TOPCHORD
BOT HOR D
REACTIONS (Ibl iz6=-7315-7-0,2=-1!93/5-7-0, = /5-7-0, 8;--154/5-7-0
Max Herz =1 (load case 7)
Max Upl ift =-18 (load case ), -0 (load case , 7=--61 load case _
Max Gray =1 O load case ), = (load case ), 7=(load case , -2-20 load ca
FORCES (lb) - Maximum Compression/Maximum Tension
T P H OFA D 1-2=0/9112-3=-127145,3--4--86/8814-5=-91/42,5-'3--95/25
BOT CHORD 2-8=0/01 7-8=4/01 6-7=0/0
'SEES 4-7=-298/82t -8=-189/53
PLATES
l T 0
Weiht: 25 ib
GRIP
197/144
al = 1:22,8
Structural good' sheathing directly applied or 5-7-0 oc purJin T except
end verticals. �
Fri g rd c i i ing d irectly applied or 10-0-0 cc bracing.
NOTES
1) Winch ASCE 7-98; 0Mph; h=- ft; T DL=4. P f; B DL -4. p f; Cafegory JI E enclosed;
D Lp 1. plate grip [SOL=1.33 p ; ed, f I FI interior n; Lumber
r
True dined for mind loads ire tb� �la,r� �f tf� true ��I°
Gable Lnd l fail�� t� end rr l t t iT "", t r�dard
TCLL: ASCE 7-98; Pf;=35.0 psf (flat roof snow)- E P C, Fully Exp.
4) Unbalanc d snow loads have beery considered for this design,
This truss has been designed for greater of ._rain roof live load of 1 & 0 psf or 2.00 Vm
es non -concurrent with other Ji loads. flat roof load f p f n c erh n
T his truss has been d esig n ed fo r a 101.0 p f J ctty rn ch 0 rd live load nanconcu rr rit with ars
ether live laid.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chose
8) able requires continuousbottom chord bearing.
r� for quality assurance inspection.
Gable studs spaced at -D-0 ec.
10) Provide mechanical conneeticn (by others) of truss to bearing pJale capable ofithstandi n 1 I
1 1b upl ft at joint and 0 Ib uplift at joint � � uplift �:t Joint �, � l � uplift � 10int 21
11) This truss « designed in accordance with the 2003 International Residential Codesections
referenced standard N I/Tpl 1. R502.11.1 aid 1��� r1 �. and
LOAD CASE(S) Standard
Jof Tru. " Truss T
t
Q7064 B1 ROOFTRUSS
STOCK M P N E TS -I F, Idaho Falls, ID 83403, Robin
1-- --
4x6
91
PIS R rNH I N c ET -2 U,,jM(I D) R
1
Job Reference tong
6.200 s Feb 11 2005 MjTek Industries, Inc. Fri Aper 21 0 :0 :422006 Page 1
1--
13-5-0
I -0-0
1
Plate Offsets X :[2:0-1-6,Edgej
LOADING ( ps f
TOLL 35.0
Root S now= . o)
TDL 8,0
BOLL 0.0
B DL 8.0
6-2-8
! _ r% A e% v-
SPACING 2-0-0
Plates Increase 1.15 TC O,54
Lumber Increase 1.15 BC 0.45
Rep Stress Incr YES WB O.54
Code 1R'00&TPI 00 (Matrix)
34 //
DEFL
in I Io
I/defj
I-i'd
Vert(LL)
-0,11 4-6
X999
240
Vert(TL)
-0.1 4-6
>853180
Harz(TL)
0.10 4
n/
n/a
LUMBER
TOFF CHORD 2 X 4 SPF 10F 1.5,E BFB«
BCT CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD
WEBS 2 X 4 SPF Stud/Std BOT JI RD
'EDGE
Left: 2 X 4 S F F Stud/Std, lig fit: 2 X 4 S P F St ud/Sfd
REACTIONS (lb/size) 2=723/0-5-814-723./0-5-8
Max H orz 2=121(foal case
Max Uplift ==8 (load case 7), 4_-8 (load case 8)
Max Gray 2= load case ), 4=898 (load case )
FORCES (Jb) - Maximum Compression/Maximum T nslan
TOP CHORD 1-2==0/86t 2-3=- 1 7/23, -4:;---1297/50, 4-5--t=018 6
BOT CHCRD 2-6=;0/994, 4-6=0/994
WEBS 3-6=01'889
PLATES
Ill T 0
Weight: 41 Ib
R«
197/144
Structural` wood sheathing directly applied or -0-0 oc purlins.
Rigld ceiling directly applied or 10-0-0 oc bracing.
OTE
1 Wind: ASCE -8;
ompl,; h ft- T DL=4.8p f; B DL 8psf; Category 11; Exp ; enclosed; MWFRS interior orye•
[SOL=1.33 plate grip [L=1.. , Lumber
) TOLL: .SCE x'-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.
) l nbafance l snow leads have been con -cider d for this resign,
This truss has been designed to r greater of min reef live Id of 16.0
psf or 2.00 times flat riot load of 35.0 psf on overhang
nor -concurrent with other We loads.
This truss has been designed for a 10.0 pct bottom chord live J oad n o r
This truss require plate inspection per the Tooth Count Method t�r��rrr�t �tl� any other Ir�re mads.
� ��n this trussis chosen for pL.raICty assurance inspection.
Bearing at joint(s) 2t 4 considers parallel to grain Value using SI/TPI 1 angle torain formula. �
capacity of bearing surface,
� Building designer should �r�r�f
Provide mechanical onnetfon (by athers) of truss to bearing Itcapable �f
joint .
� withstanding l� uplift t,��int and 8Ib uplift at
This tress is designed in accordance with the 2003 International Residential Codesections
0.1 1,111 -and g.1 and referenced
standard ANSJTPI 1.
LOAD CASE(S) Standard
Scalp. = 1.26, 8
Job rTruss
07084 1 BI G
STOCK COMPONENTS -'IF, Idaho Falls, ID 83403, Robin
Truss Type
ROOF TRUSS
Qty IPiy
1
P EX\TH EP R 1 NJ ET W4- %J (J D)
Job Reference (optional)
6.200 s Feb 11 X005 I JiTek Industries" Inc.
Fri Apr 21 09:06:44 2006 Page .1
-�
6-2-8-
1-0-0 - -
1--0
4x6zz-
3
T
I
PCnfn� nf4&1+d, iI a r} r—_j
� L-A w A e,41... t 4. U- 1 - Ld [4:0-2-14,0-9-3
LOADING
(psf)
TOLL
35,0
(Roof
no�8.)
TCL
8.0
BALL
0�0
BDL
8.0
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.18
Rep Stress Incr NO
Code IR 00 /TP'12002
LUMBER
in (10C)
11defl
Ud
TOP CHORD
2 X 4
SPF
1650F 1,51E
30T CHORD
2 X 4
SPF
1650F 1.5E
WEBS
2 X 4
SPF
Stud/Std
OTHERS
2 X 4
SIF
Stud/Std
'SEDGE
Left: 2 X 4 SIF StudlStd, Right", 2 X 4 SPF Stud/Std
REACTIONS (Id/size) 2=723/0-5-8, 4--723/0-5-8
Max H c r= 121 (Road case 8)
Max UpI1ft -R (load case , 4=-8 (10 d case 8)
Maxra =8 8(Ioad case )., 4=8 8(load case )
FORCES (fd) - Maximum ornpr s ionYl a irnum Tension
TOFF CHOP D 1-=0.x`86, -L-1297/23 , -4=-1 297/50, 4-=088
=.f
BOT H RD - 4" 4-8-0/994
WEBS 3-6=011889
J
TC 0.82
B0 0.50
VV B 0.54
M2tri )
12_5-0
DEFE
in (10C)
11defl
Ud
Vs rt(LL)
-0.11 4-6
>999
240
`e1(TL)
-0,1 4-6
>853
180
H o rz (T L)
0.10 4
n /a
n/a
BRACING
TOP Ju'
OR D
SOT CHORD
— Ld -ti
PLATES
MT20
Weight.- 47 )b
GRIP
197/144
Structural wood sheathing directly applied or 8-0-0 cc purlins.
I a 9 id cei l Ing directly appl i ed e r 18 -0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 0mph; h= ft, T' DL;--4a8psf; E3CSL.-4.8p f; Category JI; E ` P interior enclosed;
DO L=1.8 plate grip DOL-_ I.88 ., Lumber
Truss desicned for wind loads in the plane of the truss only. For studs exposed to indnormal to the f
Gable End Detail" � face)� i �Tef " tern d�rd
TOLL: ASCE 7-98; Pf=35.0 p f (flat root snow); Exp Ch .Fully Exp.
4) Unbalanced snow loads have been considered for this d sign.
8) This truss has been das[gned for greater of min roof live load of 18.0 p f or 2.00 tires flat roof load
non- �o ncu rrent with other lige loads. �� 88.8 p f � n overhangs
, psotto m h ord live load n once n u rr rpt with ars other I v
8 Tf�i tru ss h been des i ned fo r a 18 f bass i ohe��r� for ���iit assurance
r toad.�.
This truss require plate Inspection per the Tooth u nt [ thod wham this
t insption.
8) Gable studs spaced at 2-0-0 cc.
r) Bea rIng at lofnt(s) 2 0 4 consider pralal to grain value usingI�TPI F
c�.�oit �f b�arlr� urf�o� 1 �r��� to r�►n foIT�[>l'a. ui IdIndesign bald erif
18) Provide mechanical connection (by gathers) Of truss to bearing plate capable cifithstandin 8 u lb lift
joint 4. ptIpt 2 and 82 lb uplift at
1 1) This truss is designed in accordance Frith the 2008 International Resident -Cal Godo sections R502,1 1.1 and R802.102
r f r rc d standard l l� TPI 1, . end
LOAD CASE(S) Standard
Scale = 1:26.8
Job Truss Truss Type
j
107064 B2 ROOF TRUSS
I
I r �U � LN 1 -JF, Idaho Fails, ID 83403 Robin
1--
-4-
-1 -
46 1 J
51
IBJ B EX TH EP R l ET I\4- 05J1 (1 D) R
e
'—g2
_ Job Reference (optional)
6.200 s Feb 11 2005 M7ek Industries, Inc,
9-0-13
12-5-0
1--
Fri Apr 21 09:06:45 2006 Pae I
PlAtin rWe.0fe IV V1,
LOADING (p f
TC LL 35.O
(Roof no r, .0)
T DL 8.0
BOLL 0.0
E3DL 8,0
LUMBER
TOPCHORD
BOT H R D
BB
-4-3 1 - - 9-0-13
1--
--
- I Z, U--?
PACT 1-0-0
Fiats Increase 1.1
Lumber Increase 1.1
Rep Stress Incr NO
Code I R00F f 2002
4 SPF 165OF 1.5E
D1~ No.2
4 SPF Stud/Std *Except*
W3 2 X 4 SPF 1650F 1.5E
-
REACTIONS (lb/size) 2=5447/0 -5 -816=544710 -5 -
Flax Hort =(load case )
Max Llplift =- (load case ), �, (Joad case )
Max rav =5534 (10 ad case ), = 5534( to ad case
2-10-5
1
TC 0..26
BG 0.69
8 0.76
atr i )
2-10-5
-10-
DEFL
in
(Joe)
Vdefl
Lard
Ve rt(LL)
-0,0
>
240
erkt(TL)
-0.10
8-9
>999
18()
Horz(TL)
0,0
P/a
n/a
BRACING
TOP H RD
BOTCHORD
FORCES (1b) - MaXIMUM Compression/Maximum Tension
TOP H RD 1-2=0/52, 2-3=-6487/664, 3-4;---4471/481, 4-5;---4471/4815-6=-6487/664,
52
BOT H RD 2-10--514/4991,9-10;---:514/49!91 - =- 9 -�_��
95''49 91
WEBS -10=-25V2531 ' - s-1929/21 , 4-9=-544./5149, 5-9=-1 92 9,121 . 5-8=-z-255/2531
Pl
- �-
PLATES
MT20
Wel ht: 131 1b
RIP
19 7/144
Structural wood sheathing directly applied or 5-9-11 oc purlins.
Frigid ceiling directly applied or 10-0.0 oc bracing.
COTES
1 -ply true to be con n ct d together with 0.1 1 11x " Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 . rows at 0-7-0 oc.
Webs connected as f011'o s.- 2 X 4 - 1 row at 0-9-0 c)c,
.elf loads are considered equally applied to ,all plies, except if n tecl front (F) or back (E3face in the L
�I c�nr�e�#��� �a� b�beenpr�id� �� �lr�tri�ut� aril loads noted � AD �4E(S) otlon. l�`I to
�F� �r ���, �r�l� otherwise indicated,
Wind" ASCE 7-98; 0 mph y h= f tT TCDL=4.8psf; B D L=4. p f; Category 11 • E {
DOL=1, plate r p COOL -1, enclosed; F wrrt rr r r Lumber
4) T L L: ASCE - 8 Pf= 5. p f (flat roof snow): E Full - F
5) Unbalanced snow loads have been consider p �
�d for this design.
This truss has been designed for greater of miry roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non -concurrent w1th other l ivo loads .
7) This truss has been deslgn� d for a 10.0 psf bottom chord live load n
This truss require;s plate inspection r tl�� Tooth Count�r�c�r���rr�r�t �t� �� c�t�ir I�� loads.
) Provide rnechndcal � � for quality �r�r�� i���t��.
Method when this. truss i chop
connection (b other) of truss to beano plate capable of withstanding 583 ib � 1Ift at joint and
joint p ! uplift at,
10) This truss is designed in accordance with the 2003 International Feesidentral Code sections R50.11.1 and R802.1 0.2 and
referenced standard ANSVT '1 1
1 1) Girder carries tie-in span(s): 34-9-12 from 0-0-0 to 12-5-0
LOAD CASE(S) ,standard
Continued on page
8le
c8le = 1-25.9
Job Tru s
Truss Type
ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Fads, 1D 83403, Robin
LOAD CASE(S) Standard
1 Snow: Lumber lncrea e=i .1 , Plate Increase=1.1
Uniform Loads (plf)
Vert: 1-4=-43,4-7=-43, 2-6=-859(F=-851)
N uly
1
6,200 s Fen 11 2005 I ITak Industries, Inc. Fr[ Apr 21 09:06:45.200.6 Page
F'I
03
�?F_JH EIS I « ET0NW 0 I(i D)R
Job
Truss �
704 ; 1G
T(DCK COMPONENTS -4F, Idaho FaR . ID 83403, Ro bi n
Truss Type
�.oty PI aR TH E P R INC ET T -,t - 0'-,-.J 1 PD
ROOFTRUSS1 1
- JDb Refer ri
ce otional
6,200 Fab 11 2005 MiTek Industries, Iti .. Fari Apr 1 09`06.46 2006 Pa 1
4x4
17-11-10
17-11-10
LOADING (pf
TOLL 35.0
(Roof Snow= .0 )
T DL 8.0
LL 0,0
BDL .0
LUMBER
TOP CHORD
BOTCHORD
OTHERS
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress lncr NO
Code fRC2003fTP12002
CSI
TG 0.14
BC 0,09
WB 0.15
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Ho(TL)
13RACING
TOP H RD
BOTCHORD
in (10-)
I/defl
4
SPE
165OF 1-5E
2
X
4
SPF
116501"1 -5E
2
X
4
SP P
Stu d/Std
CSI
TG 0.14
BC 0,09
WB 0.15
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Ho(TL)
13RACING
TOP H RD
BOTCHORD
in (10-)
I/defl
LJd
n/a -
n/a
999
n/ -
n/a
999
0.00 9
n1
n/a
4x4 -
PLATE` GIMP
MT20 197/144
Weight, 74 Ib
Scale = 1:32,9
Structural wood sheathing directly applied or 6-0-0 tic purlins,
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (rb/s ; e) 1=128/17-11-10, ;--128/17-11-10, 13=158/17-11-100 14=208/17-11-10, 15=183/17-11-1 16=274/17-1 1-1
10=. 74117-11-1
a� 12=208/17-1 1-1 �� 11==;183/17-1 1-1 {�,
Max Horz 1 ==1 1 Coad case
MaxUplitt1=-2 (load case 5), 14=-4 (load case 7), 15;---49(lc)ad case
Max Gray 1=1 (load case ), 9=17 (load case ), 1 3=1 580oad case
11 =-264(10 d case ), 10--40 0 (load ca a )
7), 16;-- -7(load case
),
12- 4 load case 8), 1
1= -4 (load case ), 10--- (load case )
1), 14= 17(foad case
),
1 =264(1 -cad case 2),
1=400(load case 2), 12 31 (lo d case ,
FORCEalb) - Maximum Compress icnl'l la irnurn Tension
TOPCHORD 1-2=—1 47 a 2-3=-1 22/85 3-4---110/863 4-5=-1 19/1032 —6=— 19/95, 6— =-1 10152, T8 =- � —
BOT CHORD 1-16=-27/93P 15-16=-27/93F 14-1 =-27/9 1 -14=-7�`11-12;---27/933 -
1 , 1- 1 ��, 1 �-11 --7/ -1 0=-27/'93
EB 5-1 =-1 7/o, 4-14=-281/6813-15=-245/69p -1 _-328185, 6-12=-281/6737-1 1=-24517018-10 -328`85
NOTES
- h; h=2 ft; T IAL=4. psf; 8 DL=4.8psf IS Category V., E enclosed; I i FH Interior zone. Lumber
CSL -1.33 plate grip D'L=1 ..
Truss designed for W nd loads in the plane of the truss only. For studs� h
posed to wind (normal to the face), 1 �T Standard
Gable End Detail IP
T LL- ASCE 7-98a Pf=35.0 psf (flat roof snow); Exp Fully Exp -
4)
4) Unbal ncE?d snow loads have been considered for this design.
This truss has been designed for a 1 O�O psf bottom chord live load nonconcurr nt with any other lire loads.
All plates are 1.5x4 NIT20 unless otherwise i nd'icatad .
This truss requires plate inspectionper the Tooth Count Method od when this truss is chosen foru li
� � ter assurance inspection.
Gable requires continuous bottom chord bearing.
Gable studs spaced at 2-0-0 oe.
10) Provide mechanical connection (by others) of truss to bearing plate capable of w1thstanding 29 lb ulift at joint 1 4 lb uplift � � p t at joint
14$ 49 lb up] iff at jo int 15, 70 1b up] ift at j of rpt 16, 48 lb u pi ift at jo Int 12, 49 Ib upl [ft at join t 11 and 69 Ib up at 'o i nt 10,
11) This true i designed in accordance with the 2003 International Residential Code � 1
and R802.1 0.2 and
referenced standard h Slf-FPI 1.
LOAD CASE(S) Standard
Job
T -u
07064 CFS 1
I UUK GUMPONENTS-IF, Idaho Falls, I B 83403, -Robin
f Platy Offsets (
LOADING l ( f)
TOLL 35.0
(Roof nX35. )
.r[DL 8,0
BOLL .O
BDL 8.0
.UMBER
T+ PHORD
BOT CHORD
WEBS
Tru ss Ty e e Qty l
FBF TRUSS � 1
--1
REX\THEPR ING ET N%A- 0 l (ID)B
s F k 1 X005 N f i f e I ride stries, Inc. Fri Apr 21 09.-06:47 2006
11-11-10
4x8 II
5
-tAg -�- ._0
4: - -1 ,E p
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1A5
Rep Stress Incr NO
Cede JR003/TP1 00
X 4 SPF 21 OOF 1,8E
4 SPF 165OF 1,5E
4 SPF Stud/Std *Except*
4PJ= 1F 1.5E
-0-1
1
TC 0.91
BG 0.49
S 0.40
(Matrix)
REACTIONS (lbolsiz) =1204/f lechanical, 2=752/0-8-4
ax Hort 2=3 1 (load cas e 7)
Max UPI ift6=-25 70oad ease ), 2--20 (load cas e
Max G rav 6=1474(load case ), 2=111 (load case )
FORCES (ld) - Maximum Compression/Maximum Tension
TOIL CHORD 1-8=0/7812-8;--0/93,2-3---1455/013-4=-393/214P 4-5=-31/0,
BOTCHORD 2-7-_-18011187,6-7=-180/118
WEBS 3 -7=0/278, 3- 49118 6
1.5A 11
t
11-1111-10
0--1
DEFL
in (lee)
11deff
Lid
FOLATES
rfLL)
0.04 2-7
>999
243
MT20
Ve rt(TL)
-0.1 0 6-7180
Horz(TL)
0,02 6
n/a
n/a
BRACING
TJX CHORD
BOT CHORD
ES
4-6=-734/225
Weight: 43 lb
RIP
197/144
Page 1
Scale = 1:30.0
Structural wood sheathing di redly applied or 5-3-0 o c purlins,
end verticals.
Rigid ceiling directly applied 0r 10-0-0 oc bracing
1 Raw at m idpt 4-6)3-6
TE.
1) Wand: ASCE 7-98; 0mph; h- ft; T DL=4.8Psf; P L=4.8psf; Category 11; Exp ; enclosed; MWFRS interior zone; Lumber
00L=1 .33 pl ate grip D L=1.33 .
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp'
FuIJy E
LJn clan ed snow leads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 p f o r .00 limes flat roof load of 35.0 pst anerhan
non -concurrent with other Jive loads. g
This truss has been designed for a 1 O.O psf bottom chord live lead nonconcurrent with any other lire loads.
This truss requires plate inspection per theTooth Count Method when this truss is chosen for quality assurance inspection.
7) Refer to girder(s) for truss to truss eonr�e tions.
.) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 257 Cb t uplift
j+�int � joint and '0 ib uplift at
This truss is. designed In a cei-dance with the 2033 International Residential Code sections R502.1 1 .1 and R802.10,2 and referenced
standard ANSI/TPI 1,
10) ] n the LOA D GAS ESS) section, loads appI ied to th a face of the truss are n eted as f ro rpt (E) a r back (B).
LOAD CASE(S) Standard
1) now: Lumber Increase --I .1 ., Plate In r ase=1.1
Uniform Loads (plf
Vert: 1-8;=7-86
Continued on page
except
Job 1 Truss
o7064 I cR1
STOCK COMPONENTS -k-, Idaho Fills, ID 83403, Robin.
Truss Type
ROOF TR LASS
REX\THFPRJN ET J',114-2 \J ([D)R
pti
6,200 - Feb 11 2005 MiTek Industries, Inc. Fri Apr 21 09:06:47 2006 -'-Pa
LOAD E) Standard
Trapezoidal Loads (pIf).
Vert: 8=-0(F=43, =4 )-to-4�--- 5(Fd- . B-�- ), 4=-252(F:;---83, B;---83)-t0-5---257(F=-86TB=-86),
Job
07064
True
0
J
1 te r% UUP FUN l: -_N I -'I F, Idaho Falls, ID 83403, Robin
grass —Ty pe
FBF TRUSS
W
1
July I F EX\TH FPFV ET0W4- 0UM(1 D) R
1
Job Reference c tic rel
6.200 s Feb 11 2005 l iTek I ndustnes, l n ,
Fri Apr 21 09:06-,48 2006 Fuge 1
-1-5-4
1
3-6-11
5-9-13
11-11-10
1-6-4
-0.04 9
3-6-11
2-3-1
6-1-13
4x6
7
r
"' - - '_9
9:�
411 5x
F late Offsets K 0-0=1 Epi ®3:x,1-4 -1-1 - - - _ E-6
LOADING (psf)
TLS. 35.0
(Root no =35. )
TDL 8,0
BOLL 0.0
BCL 8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING 1-0-0
Plates Increase 1.1
Lumber increase 1.1
Rep Stress Incr NO
Code lF 0 B/TP[200
4 SPF 21 OOF 1.8E
4 SPF 165OF 1.5E
X 4 SPF Stu d/Std -Except*
6 2 X 4 SPF 1650F 1.5E
REACTIONS (lb/size) 8=1 10/MechaMical =879,10-8-4
MaxHort ^B O(load case 7)
Max Uplift3=-371(load case 7), =-4(Ioad case )
Max G rav 8� 1 4 (load case ), 2=86 0(Jo ad case
CSI
TC 0.73
1 C 0.46
B 0,87
( atri )
1149-0
-11-
DEFL
in (I0c)
I/defl
Ud
FOLATES
Vert(LL)
-0.04 9
>999
240
MT20
Vert(TL)
-0.09 8._q
000
180
H rz(TL)
0.08 8
n1a
n/a
BRACING
TOP CHORD
T CHORD
1EB
GRIP
197/144
Scale= 1:29, 6
Structural wood sheathing directly applied or -4-8 cc purlins, except
end verticals.
Frigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at m idpt -11
FORCES (Ib) - Maximum imum ompression�Ma lr-num Tension
P CHORD
1-1 =0/30, 2-12=0/475 2-3;---126710 T 3-4---1579/345 4-5=-1279/0P 5-6;---3,9.4/160, -7--28/0 6-8=-588,1253
BOT CHORD 2 -10= -283J104719_10= -292/1115P B-9;---370/1326
WEBS 3-10;---426/112, 3-9;---501353 P 4-9;;--- 142/345 -8=-1 84/390, 8-1 1=0/0, 5-9=0/226
NOTE
1) 'mind: ASCE 7- 8 OMph; h= ft; T DL=4.8p f; BCDLtt4.8psf Category II'; Exp ; enclosed; MWFRS interior zone•
Lumber
DO L=1.08 p late gri p DOL=1 ' 33.
T LL: ASCE- 8; Pf=85.0 psf (flat roof snow); Exp ; Fully Exp..
8) U nbalanced snow Ioads have been considered for this desig rl.
4) This truss has been designed for greater of min roof live loan of 18,0 PSf or .00 tilm flat roof load of , .0 psf on overhangs
nor concurrent ith other live loads.
This truss has been designed for a 10.0 p f bottom chord Jive lead nonconcurr nt with any other live loads.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for ua1r
t assurance Inspertion.
Defer to girder(s) for truss to truss connections,
Provide mechanical o n nection (by others) of truss to bearing plate capable ofith stan d in 0 71 lb uplift at 'c int 8 and )b
joint . p 113) pJtt
This trues is -designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSIfTPI 1.
10) In the LOAD GASES) section, loads applied to the face of the truss are noted as front F or back (B).
LOAD CASE(S) Standard
1) Snow: Lumber Increase' 1.1 .
Uniform Loads (p [f
'pert'. 1-12=-43
Continued on page 2
FJate Increase=1:1
ly
Job
TrTruss
4
u
R F T U 1
. FebMET C I rr lusty , Inc, Fri Apr 21 09:06:48 20'06 Pa
ge 2—
LOAD CASE(S) Standard
Trapezoidal Loads (p If
Vert, 12=0(F=22, B-- )_to- =- 5 (F=-105, E3;---1 05)p6==; -252(F=-1'05, B= -105) -to -7=-257(F==:-1
B;---3)-to-9=-24(F=:-8, B-- )a 9= -24(F= -8 B,, —tG— __��'y[ �y ,
E='1 7), --1(E- ., B=3) -to -1 O= -15(F--- F B-- )7 10=;-1 5(F=-3!
FJ c) �b'
07064
I FU36
GR
0 ' U 1rl1-' r\Jt NT -I F, Idaho Falls, ID 83403, Robin
I-
I
Truss Type Qty,
ROOFTRUSS f 2
Ply FE—k TT_HE PFR_ I ETI0N : OO M(lE)R
fetor tinal
.00 s Feb 11 2005 M[Tek Ind ustrjosa Ino. Fra —Apr21 0_9:6A2od Page I
I.5x4
61
Plate Offsets L�, L; 1 :032- ,0- - .0--8,0-11-
L.D«
(pf)
TOLL
35.0
(Root no =35.0)
TDL
8.0
B LL
0.
BCDL
8.0
LUMBER
TOP CHORD
BOT CHORD
WEB
SPACING J-0-0
PlateLs Increase 1.1
Lumber Increase 1,15
Rep Stress i.n or NO
Goole IRC2003ITP12002
05i
TC 0.17
BC [}.14
' 'dVB 0.07
{Matrix}
REACTIONS (Ib/size) 2=1991C)-:5_15, 6=279' Wechnical'
Max Hort z--1 1 (load case )
MaxUp iff .-1070aad case 7)
Max r v = (l o d case , = load case )
PONCES (IIS) - a rnpum Compression/Maximum Tension
TOP CHORD 1-2`.0,{48, 2-3=-230/0, 3-4=-88/63, 4T5;=-26/0
BOT CHORD2-6-=-58/147
EBS 4-6=-193/8513-6=-185/7
5-9-7
--
REEL
in (loo)
PF
165OF 1.5E
Vert(LL)
4
SPF
1650F 1 _E
rl(TL)
-0,06 -
SPF
tud:�Std
05i
TC 0.17
BC [}.14
' 'dVB 0.07
{Matrix}
REACTIONS (Ib/size) 2=1991C)-:5_15, 6=279' Wechnical'
Max Hort z--1 1 (load case )
MaxUp iff .-1070aad case 7)
Max r v = (l o d case , = load case )
PONCES (IIS) - a rnpum Compression/Maximum Tension
TOP CHORD 1-2`.0,{48, 2-3=-230/0, 3-4=-88/63, 4T5;=-26/0
BOT CHORD2-6-=-58/147
EBS 4-6=-193/8513-6=-185/7
5-9-7
--
REEL
in (loo)
I/d fl
L/d
Vert(LL)
-0.02 2-6
>999
240
rl(TL)
-0,06 -
>
1.g
Ho ^r (TL)
iD,00 6
n/a
n/a
BRA iN
TOP CHORD
B T CHORD
PLATES GRIP
MT20197/144
Weight: 24 Ib
Structural wood sheathing directly applied or 5-9-7 oc purlins.
Rigid ceiling lire tly applied or -0-0 cc bracing.
NOTES
Wind: ASCE '-8; mph; ht-4ft; TDL;-_4.psf; RSL-4.pf;at � lJ� E
DOL=1. p.1 ate g rip DOL=1.33. � �`�'' a p , enclosed, 1 FRinterior zo r�e ; Lumber
TOLL: GE 7-98; Pf=35.0 p f (flat roof snow); E p ; Fully Exp.
nbalart d straw .loads have been c nsl'ber d � ip
This truss has been designed for greater of min roof live load of 1 _0p f or 2.00 times
non-concurrentnon-concurrent��ith otf°�er Iii ic�a�,
flat roof If sfn overhangs
This truss has been designed for a 10.0 psf bottom chord five
Tail truss r�'q�.f11' plate inspection ��" t�� �� Cl{�rl��rl�.irr1'��'k�'�f��t �n other Ii�� loads.
p p Tooth Count Method Igen this truss i chosen for quality assurance inspection.
R f r to girder) for truss to truss connection .
Provide mechanIcal connection (by others) of truss to be .rin fate a
Tl�i tri i. designed inaccordanceitb the � International� p ,pbfe of withstanding 107 lb uplift ,t joint.
Residential Code sectio s 11and R802.10.2 and referenced
standard ANSVrPI 1.
10) In the LOAD GASES) section, loads applied to the face of the truss are acted as front (F) or back (R)R
LOAD CASE(.) Standard
1) now: Lumber increase= f ,1 , Flute In rea -1,1
Uniform Loads (plf)
Vert: 1-=-4
Trapezoidal Loads (plf)
Vert: 2=-5(F=19, 3=1 )_to_ =-1 T=-41, 13=-41), =0 (F-4, B- -t0 - 6=- -
Job Trus t Truss T
07064 CR4 RCOFTRUSS
I-% -,r"-.L eft r r .•.. .
VUA U NWE T -IF, Idaho Falis, I 83403, Robin
6-5-14
J__ I �cb F fer nce o tior?L[
6,20Ts Feb 11 2005 MiTek Industries,
4
1
U
PIAto [)f#e_-"Zt0 IV V
— - — -moi , J.. c --.%J — %dju- I -W
LOADING (pf)
DEFL
in (loc) 1/def]
TCLL
35.0
SPACING
1-0-0
(Roof now=35..0)
Plates Increase
1_15
TCCL
8.0
Lumber Increase
1.15
BC LL
0,0
(Matrix)
Ftp Stress fn 1r'
NO
SC I) L
8.0
Code I C 003/TP 12002
��i�_ gh t:231b
LUMBER
TOP CHORD
2 X 4
SPF 1650F 1,5E
BOT H OR D
2 X 4
SPF 16501' 1.5E
WEBS
2 X 4
SPF Strad/Std
a4 =
6-5-14
1.5x4 11
C51
DEFL
in (loc) 1/def]
Ud PLATES
TC 0_82
Vert(LL)
-0.44 2-5 X999
240 MT20
�
BC 0.20
f Vert(TL)
-0-11 2-5 X667
1$0
W8 0.17 I
Horz(TL)
0.04 n/a
nIa
(Matrix)
��_
��i�_ gh t:231b
REACTIONS Ib/size) 2=239/0-5-15, 5=35211VIechanical
Max LIpli 1 (lead ease 7)
Maxra = 46(load case ), 5,4 (load ease )
FORCES (Ib) - Maximum Compress [onMa imum Tension
TOP CHORD 1-2=0/48, 2-3=-1 35/1 , 3-4=-20/0
SOT CHORD -5 0/0
WEBS 3T =-371/1 8
BRACING
TOIL C HR D
BOT CHORD
GRIP
197/144
Structural wood sheathing directly applied or -0-0 oc purlins,
Rigid ceiling directly applied 0r 10-0-0 oc brad"n .
NOTES
1)Wind: ASCE 7-981 0rnph; h— , ft; T L=4. p f; CSL=4. p f; Category II; E
C L=1. plate grip DOL -1, 1 ' enclosed; ,interior zone; Lumber
b
TOLL. ASCE -8 Pf=35.0 pf (flat roof snow); Exp C; Full' E
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of min root live load 0f 16.0 psf or 2.00 times flat rac)f l
non -noncurrent with other Il e loo -cis. load Q� !�_� � � or-, � �rl� � �
This truss har, been designed for a 10.0 p f bottom chord live load n
This tris requires plate inspection per the Tooth Court e��c�ler�arrant �tl� any ether I��� loads,
when this truss is chosen for quality assurance inspection,
7) Refer to girder(s) for truss to truss connections,
Pre Ide mechanical connection (by others) of truss to b arInplate capable of withstanding 136 ib uplift at joint 5.
This truss is designed In accordance with fh 2003 fnternational Residential Cade sections R502.1
standard I I/TPI 1. 1 .1 and R802.10.and r r r� d
t 0 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front Fo
LOAD CASE(S) Standard
1) now: Lumber In raa e� 1.1 , Plate Incraease=1.1
Uniform Loads pit)
Vert: 1,;-4
Trapezoidal Loads (plf )
Vert: 2=-5(F=1 9, B 1 ) -fo- --14 (F=-48, 13=4 F=4
Seale: 1/2":1,
Job
/14r r A J -
FU SS I Truss Type
D1 ROOF TIS USS
0 1 vt-,A �,,U t`U L I -I F, Idaho Falls, ID 834 ��b1
1 P--1 I
PI f RE�THEPRINC ETON4- 0\JM(lD)R
��
I Job Reference O tronal
6.200 s Pei 2005 M Tek Industries, d.rlc. Fri Apr 21 09,015.50 2006 Page 1
4-2-13 -1-1 -1-1 - -
6x6
8 1.5x4 1 �
5 P,
--1
-- 34-9-12
Scale = 1: 1.,
1-- -- 1--
2A I 6x8 = 14 48
2x4 11 4x6 = :ax 8 _ 6x6 8,00 12
4-10-11 1 19-1-8
-10-11 4-2-13
Plate Offsets : 1[2:0-.2-120-2-010[4.,0.3-51 d
TOLL 35.0
( Roof Snow; -_35.0)
T DL 8.0
BOLL 0.0
B DL _0
SPACING 1-0-0
Plates. Increase 1-1
Lumber Increase 1.1
Rep Stress Iu r NO
Code 1RG200 aTP1 O0
A f.'
24-4-12 2
-1-1
1--0 4-11-
e-.-. U -Z- I Z, U -&U 1, 114'0-3-()-,0-3- , :0- -12,0-4 -0
CSS
TC 0,47
BC 0.93
B O� 8
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 6 DP No,2
WEBS 4 SPF 'told,{Std *Except*
4 SPF1 OF 1.5E, W9 2 X 4 SPF 165OF 1.5E
1 3 2 X 4 S PF 165OF 1.51E
REACTIONS Ob/size) 2=388310-5-81 12--3895/0-5-8
Max Horz 2=1 1(load case
Max Uplift ,- 3 0oad case ), 1. =- 4 (fo d case )
Max r =4249 (load case ), 1 = 0 (load case )
DEPL
i n
(Ioc)
I/d f 1
Ud
e rt(LL)
-0-
18-20
>999
240
ert(TL)
-0.45
18-0
>906
180
H rz(TL)
0,19
12
n/a
n/a
BRACING
TOP CHORD
BT CHORE)
4--1.
PLATES GRIP
MT20 1971144
'sleight: 414 lbs
Structural wood sheathing directly applied or 4-3-5 cc purlins.
Rigid Csillag directly applied or 10-0-0 ec bracing!
FORCES (Ib) - Maximum Gompressiion/Maxjmum Tension
TOP CHORD 1-2-0/51 P 2-3=-6995ill603, 3-4---693711676,4-5=7-5670/1395, 752, .-- _
8--6658/16293
8-9=-8168/1978o 9-1 C)=;-1 039112415
�TCHORD -;-1 ����21-22=-1467Y5675,20-21;---1832/70695� 0463/2413, 11-12;---6951/15851 12-13=0/51
1 - 0=-183217069, 18-19--1832/70693 1 -18=-16041
WEBS
16-17--1752/7203,1 15-16.=-1691/7324, 14-15==-1357/6010, 1 -14=-126215578 ,
E U 3- 1 118 1, 3 -21= -148/339y4 -21;---902/3535p 5-21=-2301/563i
7-18=-370/1505P 7-17;--2552'584, 7-16=-297/1237,
11_15m:: -798/3482P 11-14--2854/649 9-15=-466'o'2243, 10-15=-41/125,
MOTES
1) -lily tress to be connected together with 0.131 "' " mails as follows.
Top. chords connected as fellows: 2 X 1 row at 0-9-0 oc.
Bator chords connected as follows: 2 X 6 - 2 rows at 0-!9-0 0c.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc, Except member 1 -8 2 X 4 - 1 row at 0-8-0
All loads are considered equally applied to all ,dies, except if noted as front l= or ba l B fee ! moo.
� � � �n the LOAD CASE(S) section. Ply t
ply connect -ions have been provided to distribute only loads noted as (F) or (B), unless othervvise in
) Wind: E �'- r-�ph; h=ft; TLL=.S�pst; [L=.8sf� Category �Ilat�d.
DL=1.33 ;plate grip IDOL=1.33.
p � lf; Exp enclosed; f"''IAR interiorzone; Lumber
4) T LS.: ASCE 7-98; Pf=3 , psf (flat roof snow); Exp ; Fully E
Unbalanced Snow loads have been considered for this design.
This truss has been designed fir grater cf min roof lig lead Of
115.0 ,pf or 2.00 times flat roof load of 35.0 pf on overhangs
nen - eel u trent with other live loads,
7) Provide adequate drainage to prevent water ponding.
) Thi s tru s S has been des igned fo r a 10. 0 ps f botto m ch ord lire load
) This truss require. plate inspection r the Tooth �ur� noi��r��urr�erlt with n ether [ire loads.
p t Method when this truss is chosen for quality as.surane inspeotlorl.
1 ) Provide mechanical connection (by other) of truss to bearing plate capable of rithstandin 935 lbs u 1i
joint 1 � � p eft at joint 2 and 942 Ib uplift at
1 1) This truss Is designed In accordance with the 2003 International Re id ntial Code sections 8502,11,1
of b� hard I I/TP 11. . I .
Job Truss
Truss Type aly-F
aty
Q7064 Di
STOCK COMPONENTS -IF, Idaho Falls, ICS 83403,Robin �
Ply FLEXJHEPR1NCET N% - 0 JM(1D)R
2 Job Reference2 tLgnal
4
,0-0 s Feb 11 2005ITek Inriu,r-triincr lm-
14U1L
1 ) Girder carries Np end with 9-1-8 end setback.
) Hanger(s) or other connection device(s) shall be provided sufficient tOu
up at - � -� � � b��tf� r� �i�� r�'. Td � i r��' P���i� r� �f � ppoconcentrated 1�oad(s) 1Ib down anib up at
�� connection ���i� r� �evieis the rponib'rl its of o� th
LOAD CASE(S) Standard
1) S now: Lu m be r In crease;-- 1 .1 r Plate I n cre sem
n ifo rm Loads (plf
Vert: 1-4_-4 , 4-8=-22(F==2 1)F B-1 3=-43i 2-21 =- 1
Concentrated Loads (Ib)
Vert, 21 = - 1299 (F) 1 6= - 1299 (F)
17-21 �-(F=- 1 ),16-17=-225(F;---217)1 1 -1 =- , 1 4-1 w- 12-14=-B
Fri Apr 2109.'06:51 2006 Image
25-10-12, and 1299 !b down and 383 ib
Job
704
i
TOC
I runs. Truss Type Qty Ply RFX\THEPRI l ET N\4- I R
D10 ROOF TRU
UU F NLINIT -lF, Idaho Falls., ID 834x3, Robin
,�
--
--
3x4 = -5x.
1 2
4-5-11
[Job Referent )
o ta0naL
6.200 s Feb 11 2005 M[T k Industries, Inc.
17-10-8
i
1, -
1-54 If 3X3 T .4 =
--'
in
--1
I/deft
--
-11_6
Vert(LL)
-0.10
6-5-119
Plate Offset§ (X,Y 5:0-1-3 Ed
LOADING (psf)
TOLL 35x0
Roof row=35.0)
TCL 8,0
ELL 0,0
ECRL 8.o
LUMBER
TOP CHORD
SOT CHORD
SEB
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 11
.Rep Stress I nr YES
Code IRC2003ITP12002
4 SPF 1650E 1,5E
.4 SPF OF 1,5E
4 SPF Stu d/td 'Except,*
W2 4 SPF 1650F 1.:E
1
TC 0.72
BC 0.39
wf3 0.34
(Matrix)
REACTIONS (lb/size) 9=529/0-5-8,5=359/0-3-8,7--1,012/0 5-8
Max H orz ' _-3270 oad case
M UPI ift �-1 (load ca , 5=- 11 (lo ad case ), =- (Ioad case
Max Gray =541 load case to — �
FORCES (1b) - Maximum it urs ompr s ion/Max[ arum Tension
rr�
l�
Fri Apr 21 09,63.;52 2006 Page 1
r
6
DEFL
in
(Ioc)
I/deft
Ud
I PLATS
Vert(LL)
-0.10
7-8
X999
240
tyT20
Vert(7L)
-0.22
7-8
y602
180
Horz(iL)
0.01
5
n/a
nfa
BRACING
TOP CHORD
BOT HRR D
WEE
T P H R [ 1-9--;541/1131 1-2==;-1 X0/30, 2-3=-330/0, 3-4--17611531 4-5=-214/2625 5-6=0/93
T H R[ 8-9.-z-1/327lp7-8;--0/259,5-7--34/186
WEBS 1-8=-121/605,, - =;-283/x'4, 3-8=:;-240/1463 3-7;---521/OF 4-7:z-7811187
Weight., 1 4 lb
RIFE
197/144
Scale;-- 1;50.0
Structural wood sheathing directly applied or -0-0 oc purlins,
rid verlicals.
Rigid ceiling directly applied or -0-0 oo bracing -
1 Row at mid'pt 1- a -85 3-8p -
MOTES
1) Wind., ASCE 7-98; 0mph; h= 5ftj T D.LT4. p f; B D L = R8p f; Category II; Exp ;n lased• M 1=R inter' .
[SOL=1,33 plate grip LCL=1.33,
a interior r, Lumber
T I L: ASCE 7-98; Pf=35.0 psf (flat roof snow); E ; Fully E
Unbalanced snow loads have
been Conrdrd for this design,
This truss has been designed for greater of miry roof lire load of 20.0 p t or 2.00times flat roof load of 35.0' f
non -concurrent with other W loads p on overhangs
Provide adequate drainage to prevent water ponding.
This truss has been desl'gned for a 10.0 p f bottom chord live load nonconc a rrent with any oth or liveI
7) This trussrequires plate inspection per the Tooth Count Method wh e this ���,�.
true i chosen firIitsurnelnpectior.
8) P'ro ode mechanical connection (by others) of truss to bearing plate capable of withstarding 128 lb uplift of " b
and 4 lb uplift at joint 7. �fr�t a 1 l uplift at 1Irt
This truss is designed in accordance ilh the 2003 International Re identV Code sections 8502.1 1.1 and R802.10,2 , and referenced
stondard ANS 1`Pl' 1.
LOAD -CASE() Standard
except
FDb Truss�
Tru Type
:107064
iOil a ROOF J" TR
STOCK COM O T -1F, Idaho Falls, ID 83403, Robin
Plate Offsets (X.y)
LOADING psf)
TOLL 35.0
(loaf now= -c)
TDL 8.0
E3C LL 0.0
BCDL 8.0
LUMBER
T P H RD
BOT HFA
WEBS
1
A
5X6 _-
Qfy July ! f�E'%T
E����1'���4-�"e,�1����.
i�
Job R�efere1 Ice )'u+p114,.1g2!a ) _
6.200 s Feb 11 2005 fA iTek I ndu tr e , Inc. Fri .fpr 21 0 9 -106,53 2006 Pa e 1
-- 1
u��
I
2:0-3-3,Edae
=0
;0-10-1,0-1-
,
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1
Jeep Stress I n cr YES
Coda IRC2003/TP12002
ACS1
TC 0.8.7
BC O.30
VV E 0.x-5
(Matrix)
REACTIONS (lb/size) = oio- -8, =41410- _ , 6=925/0 -5 -
Max Hort 8=- 4 (load case
Max Uplift =- (load case ), 4=-4 �laad case 8), 6--22 toad case
Max rav = (load case ), 4=631(load case ), =1 13(load case
FORCES (lb) -- I' a imamarnpre sion/Maxa murr Tension
TOP CHORD 1-8--547/1131 1-2=-215/60, 2-3;---516/'l 51 3-4=-366 11 o, 4-5-0,193
BOT CHORD 7-8=-3/28.5i 6-7=--12/129, 4-6=-12/129
WEBS 1-7=-z-126/46112-7=-384/9913-7=0/1 9313-6=-1 0 / 0
17-10-8
6-5-1
-10-
-,1
DEFL
X 4
,SPF
16 OF 1, E
Vert(LL)
X 4
SPF
1650F 1.5E
e rt(TQ
4
SIFStud/Std
180
ACS1
TC 0.8.7
BC O.30
VV E 0.x-5
(Matrix)
REACTIONS (lb/size) = oio- -8, =41410- _ , 6=925/0 -5 -
Max Hort 8=- 4 (load case
Max Uplift =- (load case ), 4=-4 �laad case 8), 6--22 toad case
Max rav = (load case ), 4=631(load case ), =1 13(load case
FORCES (lb) -- I' a imamarnpre sion/Maxa murr Tension
TOP CHORD 1-8--547/1131 1-2=-215/60, 2-3;---516/'l 51 3-4=-366 11 o, 4-5-0,193
BOT CHORD 7-8=-3/28.5i 6-7=--12/129, 4-6=-12/129
WEBS 1-7=-z-126/46112-7=-384/9913-7=0/1 9313-6=-1 0 / 0
17-10-8
6-5-1
-10-
-,1
DEFL
in (Io)
is d fl
Ud
Vert(LL)
-0,06 4-6
X999
240
e rt(TQ
-0-11 4-6
>689
180
H a r (T L)
0.00 4
n/
n/a
PLATES
TO
Weight, 89 lb
W
FLIP
1 97/1 44
BRACING
T P H R D StructUrall wood sheathing directly applied or 2-2-0 ocu ri ire
end Verticals. � 1
BOTCHORD Rigrd ceillng directly applied or -0-0 oc bracing,
WEBS 1 Row at rnip t 1-83 -
NOTE`
1) in d : ASCE 7-98,, 0m ph; h= f t; T D L= . psf; BCD L=4. psf; Gate c 11; Exp enclosed: l
D L� 1. plate grip DOL -1.33. 6 J=R »t ior zone; Lumber
TCLL: ASCE -9 ; P'f=35.0 psf (flat roof snow); E p' Fu,11y Exp. noloads have been considered r d
far thi de r n .
) This truss has been designed for greater of min roof live load of F0�f �r
non -concurrent with offer We loads. p .0f� times flat roof load of .0 p8f on �averhar-ti p
Provide adequate drainage to prevent water+gin d i n
This tress h a beendesigned ed far p �
a 1 .0 p f bottom chard Hve load noncar current with any other live loads.
7) This truss requires plate inspection per the Tooth Count Method when ter i s truss is chosen for quality assurance inspection.8) Provide mechanical cor]eton �by others)Of truss to bearing plate capable of withstanding !b upft at �rt �, Ibuplift
�t �
�rnt �and Ib uplift at jo'nt . �
This truss Is designed in accordance with the 2003 International Residential Code sectio
standard S [/T �'I 1, �r� R502.11.1 and 0 q 1 0. and referenced
LOAD CASE(S) Standard
Scale 2m 1;43-1
except
i Job j"T.rU S.5
07064
D1
UGK COMPONENTS -JF, Idaho Palls, ID 83403,
Robin
-11-
6.
Truss Type
Oty lel RE 'w,THEPRI ET0NA- 'M(lD)R
ROOF TRUSS i
5X8
2
11-4-12
4--
jed -Reference tional
i
6.200 s Feb 11 2005 MiTek Industries, Jnc. tri Apr 21 09:06;53 5-0 Page 1
17-10-8
__)8-10-
s-5-1
2
1-0-0
3�
SAV — 1.5x4 II _.._
4
LO
Scale � 1=:36.3.
-11- - 11-4-1 17-10-8
--1
P I ate Offsets ,' . l)-4.1 ,
LOADINGSPACING
TALL .0 ([cc) l� def C L �d -
IP
(RoofSnow;-35,0)4-6 >999 240 MT20 197/144
T DL .0 Lumber Increase 1.15 EAG 0.36Ver-t(TL) -0.14 4-6 >557 1
80
B° LL .�D Rep Stress Incr YES B 0.44 Code IRC2003/TP12002 (M at ri x) Herz(TL) 0.00 4 r1/a n/
BCDL 8'0 Weight: 83 1b
LUMBER
BRACING
Structural d sheathing drrt� applied r - purlins, �tET CHORD SPF 1 F 1..�
WEBS B X 4 SP F Stu d/Std *Except* end verticals.
SOT CHORD R[gid ceiling directly applied or 10-0-0 or, bracing.
WEBS 1 Row t midpt 1-
REACTIONS (lb/size) 8=577/0-5-8, 4=445/0-3-816;--877/0-5-8
Ma
=4/0- -.8,6_877/0- -
a Hort=-40(Ioad case
Max Upl![ft =- 5(Ioad case ), 4=- (load case 8), =- (load case
Flax G rav 8=736 ( load case ) , 4_653( load case ), 6= 1 045 (load case )
FORCES (Jb) - Maximum ompre ion/ a imurn T nylon
T JX H RD 1 -8; -z -665/114P 1- =- / 1, 2-3=-419140r 3,4,-383/93, -5=0193
BOT CHORD -8�O/41, 6-7=0/1 30f 4-6=0/1 30
WEBS 1-7=-871311, 2-7=402/80, 3-7-2/348t 3-6--894/62
TIE
7-98;;0mph; h;--25
ta T DL=4.8p f; B DL�4.p f;
Category Il; Exp enclosed, `WFRS.interior
ry Lumber IDOL -1.33 plate grip COL=1.33. a
TOLLASCE 7-98; Pf=35.0 p f p.Unbalanced no loads have been considered
for this design.
4) This truss has been designed for greater of min ro(Df live load of'20.0 p f or 2.00 tires flat roof Coad Ot3x.0 f on overhangs
non -concurrent with other l ire loads.
�
Provide adequate drainage to prevent grater ponding.
This true has been designed for a 10.0 psf
bottc rn chord live load n n oncu rr nt with any other live loads.
This truss requires RIMS inspection per the Tooth Courit Method when this truss is chosen for u
) Provide cJ��.r�icaf or�r-I�ctior-� b other of tri
quality a�rar�� rn��tr��r.
to .bearrn plate capable of with tanning 8 Jb uplift at joint fb uplift ' y
ars Ib uplift at joint . p J a �I�ft at 1�iut
9 ) This truss is designed in accordance with the 2003 J ntrnati onal Residential '
standard SI TPI 1
�d� tFr�,� R0-.11.1 and H0.1 0. and referenced
LOAD GASES) Standard
Job
07064
- MF ENTS-11', Idaho FalJ , ID 83403, Robb,
Truss
D1
P
3x4 II
T I
I
3x4 =
Truss Type
IAF TR USS
--7
5x
t Pfd RE THERRI F '4-20' f, ID'R
� 1
Job Reference (optional' _
6.200 S Feb 11 2005 MiTek Industries, Inc. Fri Apr 21 09;06:55 2006 P
-4
-12 17-10-8
--1
1-0-0
Scale = 1;31.1
LOADING �psfi
TCL
35.0
SPACING
2_0-0
Roof
Srrow=35.0)
Plates Increase
1.15
TCDL
8.0
!-umber fncraase
i.15
gCLL
0.0
Rep Stress Incr
YES
B D L 8.0 Code i R 2,003/7P I200
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1,5E
ROT CHORD 2 X 4 SPF 1650F 1,5E.
WEEDS 2 X 4 SPF Stud/Std
1
TC 0.94
ESC 0,41
S 0.71
(tri)
REACTIONS (lblo `r e) 9;--58610-5-81 5=460/0-3-817=853/0-5-8
Ma
=460/0- -8,7-= /- -
a H o rz 9=-1 7(Joad case
Maxuplift =-77(Io d case 5), =z- 7�load case ), _- load case
p 646 (J cad ca ), 7872(1 o ad case
FORCES (Ib) - Ma 1m urn Compression/Maximum Tension
TOP CHORD 1-9=;;-269/34, 1- =-39/01.2-3=-288/46,3-4=--357/60;- _
E3r C HOR D8-9=-13/433y7-8=.;O`/l,1855-7=0/118 7 `f '1
WEBS - =- 1/107, 2-8-2401/42P 3-8=- 123/1 4-8=-37/455,4-7=-743{
219
=I
DEFL
In 000)
l/defl
Lid
Vert(LL)
-0.15 8-9
>894
240
Ve rt(TL)
-0.33 8-9
>405180
Herz (TL)
0,01 5
n/a
n1a
BRACING
TOR CHORD
BOTCHORD
17-10-8
6-
'-1 -
- -1.
PLATES PIP
IT20 197/1'44
E
Weight: 83 lb.
Structural woodsheathing directly applied or 6-0-0 ocp urJin ,
end verticals.
Rigid ceiling directly applied or 10-0-0 0c bracing.
NOTES
'Crud: ASCE -7-98,0Tph; h=25fta T'DL=.8psf; HCDL=�.�fa �t�g�' �J, E� ►� rel�s�dt 1�R interior
�r �-�; Lumber L= 1 pJate rip [) L=1. t
TOLL: ASCE 7-98; Pt=35,0 psf (flat roof snow); E ; Full
y Exp.
Unbalanced snow loads have been considered for this design.
) This truss has been designed for greater of m i
n roof live road of 20.0 p f or 2.00 times flat roof load of -0 f on overhangs
non -concurrent with other live loads. �' rha� ��
Provide adequate drainage to prevent water pondng.
) This true has been designed for a 10,0 pf bottom chord iii
7) Ti�i tr�l� ��uare �I�t Eris eti�r� e1. the T e load rror�or�curr~er�t its another live loads,ooth Court Method when this truss is chosen for quality assurance
8) Provide mechanical connection (by others) of tri to'bearing f inspection.and 1b Uplift at joist 7t apif +rtta,dC 77 lb uNiftat int 7 lb lift t 'pint
This truss is designed it accordance with the 2003 International
f�
standard J` I TP J 1. Residential e d'e sections R502.1 1 .1 r��' 0 . 1 0. and referenced
LOAD CASE(S) Standard
except
Job
I E U11DZD
Truss Type
107064 D14 ROOF TFC LJ ,
STOCK COMPONENTS -IF, Idaho Fafl , ID 83402,Roble
ri
ri
j
I
2
T
_Plate Offsets -0--, Ed--
9 V
11-5-6
Ply
1 --
11-5-6
1--
4
LOADING {psf}
7ClL 35.0 SPACING 2-0-0
(Roof Snow=35.0) Plates Increase 1.15
YCpL 8.0 Lumber Increase 1,15
BOLL p ❑ RSP Stress incr NO
gCpL 8.0 Code fRG20031TP12002
LUMBER
TPR
ET CHORD
WEBS
THEFT
5
T
1
TC 0,20
0.08
WB 0,12
(Matrix)
Dj
17-10-8
1
-10-
aty
1
PIS � R E > &THEPRlNE �ToN�4-�I jID�)R
Job Reference lgptionai
6.200 s Feb 11 2005 M[Tek Industries Inc',
6x6
6x6 —_
7
T
D
DEFL
in 000
SPF
1 OF 1,5E
Vert(LL)
4
SPF
16501E 1.5E
Vert(TL)
-0,01 11
SPF
Stud/Std
H r (T L)
4
SPF
Stud/Std
5
T
1
TC 0,20
0.08
WB 0,12
(Matrix)
Dj
17-10-8
1
-10-
aty
1
PIS � R E > &THEPRlNE �ToN�4-�I jID�)R
Job Reference lgptionai
6.200 s Feb 11 2005 M[Tek Industries Inc',
6x6
6x6 —_
7
T
D
DEFL
in 000
l/deft
LId
Vert(LL)
-0.01 11
n/r
120
Vert(TL)
-0,01 11
n/r
90
H r (T L)
0.0,o 10
n/a
n/a
BRACING
TOPCHORD
BOT HR D
17-10-8
1-10-
N*M
Fri Apr 21 09.06 2006 Page 1
B_40 L12
9
.FETE,'
MT20
Weight. 80 Pb
3L
RIP
1971144
18-10-
1-0-0
Scale
-10-
1-0-
cale = 1i :34)_9
10
Structural waind sh eatl Ing directly applied or -C)-o oo purlins,
end Verticals.
R [gid ceiling directly applied or 10-0-0 cc bracing,
11
T1
i
except
REACTIONS (lbA{si) 20=52/17-10-8. 1,0=221/17-10-8114=204/17-10-8p 1 ����1 �-1 _
� o 1 a 4A1 1 7-1 -8, 1 =03/1 7-1 0 -, l _ 11 /1 -1 0-, 19=177/17-10-8,
13=1 97/1 -1 - ,1 L /1 -10-
MaxHarz 20==.-1 54(load case )
Maxf..lplifto =-1 1 (load �. ), 14,1 ��oa�i e ), 1 _- I���I � 1
� �,-0(load c ), 17=-1 Toad' ase , 1 =-1 �l�ad � 5),1 --11 1
13=-51 (load case ), 1 =- (load case 8)cad case 7),
Maxrav 0�6 (load case .), 10= 1 (load case ), 14-2 04(Joad oae 1���' � 1 - 1.
1),
�, � ={fad o� i 1,��1 � (o�.s), 1 =5 (load ops ) 5 1 �'=Olo,d e 4 1 =�� ford
(load case ), 1 = 8 to d casecase
FORCES (Ib) - Maximum omprossicrl/Maximum Tension
TOPCHORD 1 -2 0=-66/12, 1- =-2/2, - -212,3-4=-2,12,4-5=-2/2,:5-6=-2/2,6-7=;;-71 7-8=-77/65
10-11 L0/ O, - _- �� -1 411 ,
BOTCHORD 1-9-20=0/1 51, 1 -1 = /1 51; 17-18=0/1 1, 16-174/151, 1 -1 = 1 1 14-15=0/1511
1 -1 =0/151 1 -14=0/1 1P 12-13=0/1511
263/4-17=-264139 , -1 =- 74/ 0� 2-19=-232/32, 8-13=-271167, 9-12=-291/6
NOTES
DOL=1.33 plate grip DOL -1. Category
L1 inn ASCE 7- a 90mph; h= tTDL=4. p f; B 1)L�4.8psf II; El G; enclosed; `FI r% r
Truss desIgned for wind loads IIS the playa of the truss only, For studs exposed to wind
Gable End Detail'' I(normal the e face)
, See M iTe "Standard
TOLL: ASCE 798; Pf=35.0 pf (flat roof snow)- Exp ; Fully Exp.
4) Unbalanced snow loads have beenconsideredfor #pi's dein.
This truss has been designed for greater of min roof live load of 20.0f . 0 time
n0o-conn err nt with other I-fVe loads. p or flat roof load of . f ry { rl�arl s
Provide adequate dralciage to prevent grater ponding.
This truss has been designed for a 10.0 p f bottom chard live load nonooncurr rl
All plates are 1.5x4 I`�'IT 0 unless otherwiseIndi ated. � With � other �iV� loads,
0) This truss requires plate In p ctioner the Tooth Gaunt Method when this truss is chosen f `
1 � til r � car ��Ift}� assurance rr�� otMor--�.
equires corntinuous bottom chard bearing.
p
11) Gable studs spaced at -o-o oc,.
1 Provide mechanical connection (by other) Of truss to bearing plate capable of withstanding 11 1 .
14) 0 Ib uplift at joint 15, .0 lb uplift t joint 16, 19 Ib uplift at joint 1 1 I � � I._I�I�tt �� ��alr�t �� 1 Ib uplift at joint
J r uplift t �l I rit 1 11 Ib uplift at joint 19, 51 Ib uplift at joint
13 and 38 lb uplift at joint 12.
1 ) This truss Is designed jn2ccordance with the 2003 International Residential Gode sections 190.1 1 .1 and R802.10.2 2nd
o nW r&�W ard ANSI/TPI 1.
:ell
Lh
4
4 uZQ!5 ' I russ Type
Q7064 j D14G ROOFTRUSS
STOCKCOMPONENTS-IF, Idaho Fall , I� 83403, Robin
LOAD 'E() Standard
iy RE
RefeLenc tLo #ionaf)
6.200 s Feb 11 2005 MiTek lndustr �_qF 1 Fri Apr 1 09:06:56 200E P cge .
To Truss
07004 ID2
i
L _ f - _ 1,1 �-'�11 k- ..x7.11 ,rte l •���
6-1t-, [clef a FaJis. ID 83403, Robin
5-10-11
f
-ro...-.., --r
t lily R E \TI --I E P f F -' i F
ROOF TRUSS 1
Job Deference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc—. Fri Apr 21 09:06:57 2006 Page 1
11-4- 17-4-14
--1
6X6
• OW
1,5x4 11
4
--4
25-10-12
4-4-1
-11-8
4
r Av 19
.f
-10!-4
35-9.12
-4-4 34-9-12
4-11-8 :59,4
1- - 2-5-8 1-0-
A
1,5A If 3x4 T 5X8 12 6X6 .�
8.00
3X4 = 5X6 �
11-4-
i-1
17-4-14
23-5-4
24-4
-
25-10-1
24-4-12
30`1 0-4 X2-4- 4--1
-0- 6-0-6 -11- -11- - -
Peat ft 1 :--,elm � --EdkT , ,
r
L -
�vr.u�iv�a {psf}
TCLL 35.0
� SPACING
2-�-0
C51
Roof
Snow; -_35.0)
Mates increase
1.15
TG 0.41
TCDD
8,0
Lumber Increase
1.15
BC 0.72
BOLL
0,0
� Rep Stress Incr
YES
WB 0.89
SCDL
g,Q
Code IRC2003ITPf2002
(Matrix)
LUMBER
TOP CHORD 2 X 4 DF 240OF2.0E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std * E ceptdr
WEDGE 8 2 X 4 SPP 1 5OF 1.51' W12 2 X 4 SPF 1650F 1,5E
Left: 2 X 4 SPF Stud/Std, Dight: 2 X 4 SPF ,stud/Std
REACTIONS (Ib/size) 10=186710-5-8, 1=175010-5-8
Max Horz 1=-201(load case
Max Upl[ft 10�-1 4(1oad case ), 1=-7 (load case )
Max Gray 10= 1 (foad case 3.), 1=201 (lo d case )
DEFL.
I n
(Io)
I/deft
Ud
' rt(LL)
-0.201
-14
>999
240
Vert(TL)
-0.34
13-14
180
Hor (TL)
0,21
10
n/a
.n/a.
BRACING
T F H fD
BOT CHORD
PLATES
MT20
Weight: 193 ib
RIP
1 7/144
tru tura[ wood sheathing directly applied or 3-7-6 oc pu rl i rns.
R i gid c iJ ing directly ppl ied or 10-0-0 cc brad
FORCES (Ib) - Maximum ompress on/Maximurn Tension
TOP CHORD 1-2=-315,3/137t 2-3=-2528/165,3-4=-2166/154,4-5=-2166/1541:5-B=;-2080/149 -
- =-47 1/168, -10==;-3104/1 , 10-11=o/ a _- ��� �, �- -- �1 ,
BOT F I D 1-19=-23112447F 18-19=-231/2447, 17-18=-165/1966, 1 -1 =- 8/1956
1-14�-4a 862 a 12-13=-61/2689, 1 0-1 =- 1 -1 _ —a 1' 14-15=-48/2242
,
WEBS 2-19=0/209, -1 8;---588/132, 3-18=-23/435P -17i-154/77 a4-17=-755/1 67o -1=-1 48/5-16;---245/212,6-16=-326/7136-15=-789/016-14=-85/215157-14=-468/137t
8-14=-1377/98, 8-11-4/9441 9-13=-31/1802p -1 =-1447/28
NOTES
1) Wind. ASCE 7- ; 0mph; h= ft; T DL=4.8psf; E DL�4. f -
ID 0 L=� . pi t rip L= 1,33.
p' a .# jl, E P ; enclosed; J MFR interior zone, Lumber
2TOLL: ASCE 7-98; Jif=35.0 psf (flat roof snow); E Sheltered
Unbalanced sn o loads have beenconsidered � b
for this design.
4) This true has been designed for greater of rain roof Jive load Of 16.0 f or 2.00 time
non -concurrent with other lire loads -
5)
flit roof load �f .� psf �r� � �rh r��s
Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 1 U psf bottom chord lave load
noncnur
ref with another a load's.) This truss requires plate inspection per the Tooth Count Method
8) when this trUSS Is chosen for quality assurance Inspection.
Provide mechanical on (b others) of truss to heari n late capable �
joint 1, f withstanding di n g 1 I uplift at J rr t 1 and I b uplift at
This truss is designed in accordance with the 2008 International Residential -Code section
standard ISP f 1. 1�502,11.1 and R802.1 0. and referenced
LOAD CASE(S) Standard
Job Truss Truss Type
I Qry , Ply
Q7064 + 03 , ROOF TRL155 + t
TOCK 'IET-IF, fdaho Falf, fD 834o3kfn
-0-
1 --
17 -4-14
21-2-4
I
11
Job Reference () 31111110n l
+200 s Feb 11 2005 MiTek Industries, Inc. Fri Apr 21 09:06:5192006 Page 1
24-4-12 2�-1042
-0- -- 349-
1.:5X4 1 1 6x6 _
3
4
30-10-4 -434 4-9-1
1.5M f A— 5xs w 3x4 5 X 6 8-00.1 t>x 10
5x6
7-0-3I 1--
--
17-4-14
1--4
-9-6
4-4-1 25-10-12
,CL« w..xP I ZE7U5 I Z%L.1 r G =+�- - I U, I_ .-4- U [5.0-3-3, 1 -1 1 Edgel. 12-0-3-0 P01-2-3],
�Psj)
TCLL 35.0
SPACING
2-0-0
Ld
Vert(LL)
�B��f +rye •��
I"lat Increase
1.1
Vert(TL)
A � � •��
TDL
1 ao
Lr Increase
1 �1
n/a
BC 088
B LL
0.0
Pep Stress In r
YES
WB 0.96
B D L
8.0
Code i F 0 0/TP 1200
(Matrix)
LUMBER
TOP CHORD
2 X 4 SPF
1 5OF 1.5E
B+ T HORD
2 X 4 SPF
1650F 1.5E
WEBS
4 SPF
Stud/ tol "Except*
4 SPF 165OF 1.5E, W1 2
2 X 4 SPF
1650F 1,5E
REACTIONS (lb/size) 1=1758/Mechanical, 10-187510-5-8
Max Hort 1=- (load case
M ax UpiiftI =-8 (load case 7) r 10=-1 (load case )
Max Gray 1 � to d case ), 10= 4 (Ioad case
17:0-4-0,0-3-0
[TEFL
in (Ioe)
I/d tl
Ld
Vert(LL)
-0.261 -14
>999
240
Vert(TL)
-0-41 13-14
--
1 ao
Hort(T L)
0.24 10
n/a
n/a
BRACING
TPHRD
BOT H RE
WEBS
-4-4
34-9712
1
-
1--0
--
PLATES
]T0
Weil ht; 193 Ib
Structural wood sheathing directly appli d.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midiot-18; -1 4-17, -1
FORCES 0b) - Maximum empres Nuri/Ma imam Tension
TOP CHORD 1-2=-3520/14112-3=-2564/`15213-4!!=-4891/1.4514-5=-1892i'145; 5-6--23271/16716-7=-3510/205,
_ •_- ,(1l4 , -10=-3459/107, 10-11;--0/93 1
BOT CHORD 1 -1 =-1 87/2719a 18-19=-1 87/271 , 17-18=-1 00/191 , 16-17=-1 6/1, 868 15-1 =�f _
12-13=-18o'2992, 1ID-1 =-19/2642
-1 =-1 138/0) 14_ 75'241 ! -14=-496'1 1, -14=-1569`1 , -1 =C/1041 9-13=-19/200'7
NOTES
1 [nd- ASCE 78981 ' 0mph; h= ft; TCDL=4.8psf, B DL=4_8pSf, atp.gor II, Exp Q enclosed; MWF
IDOL -1. plate r -1p [SOL=1. Rinterior zone; Lumber
TOLL: ASCE 7-98; Int=35.0 psf (flat roof, now); E ; Fully Exp.
Unbalanced snow loads have been considered for this design.
4) This true has been dawned for greater of min root live lead of 16.0 t or 2.00 times flat
non -concurrent With other live loads. p � reef i��d �f .� psf �r� overhangs
Provide adequate drainage to prevent water ponding,
This truss has been designed for a 10.0 psf bottom chord live load nonconurr nt with
) This Virus requires plate inspection per the Tooth Count 11 etfi o�� #fir live l ��.d,� .
d �� this tri �s chosen for qua,ilt' assurance fnspeteorl.
Refer to girder(s) for truss to truss connections.
) Prov[de mechanical connection (by others) of truss to bearing late ca ��Ie �f
joint 10. p withstandinglbuplift tci rpt 1nd 1 ltJiftt
1 ) This truss Is designed in accordance with the 2003 international Reside hill C -Ode sections R
referenced standard 1 'I/TP 11. . �f 1,1 end 8 ..1 and
LOAD CASE(S) Standard
GRIP
197/144
1
Ck'J
U U LJ
i russ Truss Type Qty 'Ply
04 � ROOF TRUSS 1 1
Q P %rtjr\ tajVir jNr_ N J _ Ff ic'ane Faii , ID 83403, Robin
-612
10-8-10 - -
-1-14
5X0' =
-0-1'
6X6
4 5
REkTHLPRJ l ET N\4- 0\,JM(lD)l
ek Reference (epti��,el
6.200 s Feb 11 2005 WTek l ndu stries, Inc.
4-1-
-114
Fri Apr 21 09:07,01 2006 Page 1
f s
I
5-1-14 --1 1-0-0
Scale- -
cale - .58,6
Plate Offs t5 1:0- - , Ed
LOADING �[)Sfi
--1 -0-1
�j# 14:0-3-3 Edg ], C :()- - ,Edge13 M0-1-10.Edge
TC LL
35.0
SPACING
-0-0
( Root
n =35.0)
IBJ ate . Increase
1}1
TCDD
8.0
Lumber Jncrease
1.1
6LL
8.0
Hep Stress fuer
YES
B D L
8.0
ode I R 0 /TP12002
LUMBER
TOIL H OR
BOT H R D
WEBS
TC 0., 61
BG 0.67
WB 0.45
� atria)
4 SPF 165OF 1.5E
4 SPF 1650F 1.,E
SPFtud'/ td *Except -
W4 4 ,SPF 1 O 1. E, W5 2 X 4 SPF 1089F 1. E
4 2 X 4 SPF 1 650 F 1.5.E
REACTIONS (lb/size) 1=1758/Meeh an icsl, 9=1875/0-5-8
Hort 1=-(lod case
Max Up1 1=-98(Ioad case 7), =-14 (load case
Maxrav 1= 1 (load case ), =2321(load case )
--1
--1
DEFL
in (Io)
f/deft
Lid
PLATES
Vert(LL)
-0.17 1-15
>999
240
MT20
Vert(TL)
-0.34 1-15
>999180;
Horz(TL)
0.12 9
n/
n/a
BRACING
TOP CHORD
BOT H RD
WEBS
Weight: 170 Ib
GRIP
1971144
Structural wood sheathing directly applied or 3-0-3 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at mid pt -14p 5-14p -1
FORCES (1b) - Maximum Compression/Maximum Tension
TOS' H OR D 1-2;--3368/169, 2-3=-2944/1!9:3, 8-4=-198411 B1, 4-5=;-1 494 "186, 5-6=-1 965/178
-9 =- 3 2 7&157, 9-100193
BOT CHORD 1-115=-179/26341114-15--911/2052o 13-14=011470, 12-13=0/1470,11-12=012015,9-11=-32/2529
FB -1 =-/1 4 -1 =T44/ -
, 14__ 968'1 8, 4-14�iw 4/ ,5-14=-480/511,5-12=-85/8381 B-12=-933/164
-11=- 31614, 8.11 _-5251185
DOTES
1) Wind: - 0r phl h= ft; T DL=4.8p f. BCDL=4,B f. at If; E ; enclosed: interior
DOL=1 . plate grip DOL=I _zone; Lumber
TOLL: ASCE 7-98, Pf= 5.0 p f (flat roof snow); Exp ; Fully Exp.
8 Imbalanced snow loads have been considered for this design.
4) Th is truss has been desigreel for g rater of mire roof I ive load of 1 & 0 psf or 2.o0 firnes flat roof
non -concurrent with ogler live loads, ��� �f .� �a�f � � overhangs
Provide adequate drainage to prevent gator pending.
This truss has been designed for a 19,0 p f bottom chord Jive load nonconeurrent with any other 11
� This true requires plate inspection per the T�ToothCount Method when this loads,
7)�rl�ss f chosen ler �u�Jitassurnca inspection.
Hofer to girder(s) for truss to truss connections.
Provide mechanical connection (by others) �f truss �� beadng 1 withstanding � � � t� ���J �� �ti�tr�d�r,� I� ���if� � ��r�� 1 � 14.E !�
joint 9. uplift at
10) This true R502. Is designed in accordance with the 2008 International Residential Code sections
referenced standard H JFT P 11.11.1 ani R802.10.2 .19. end
LOA: E t nciard
Job
d ru ss
(Truss Type
D5 ROOFTRUSS
I
ten.
STOCK MEi T - , Idaho F el r ID B3403, Robin
--14
--14
1 1--14
17-4-14
4x6 =
1 5
Qty I Pay
4
21-6-13
4-1-1
REWHFPPI ET °N\4- UO �JD)P
Job Reference otip nil
6.200 s Feb 11 2005 J liTek Industries, Jnc. Fri fpr 21 09;07:03 2006 Page
--1
--1
- o,
34-912 35-9-1,2
4-- 1-0-
.Plate Offsets MY).' 1:0-1- Ed[7:0-3-050-3-4
1-1-4
-4-
UA l" FYI I a,Jrj�
5x10 5:-- 3X8
MT18H-�,
--1
11:0-4-1 ,Edge [1 1, [113+'0-7-0.0-3-13,
LOADING
(psf)
in Inc)
I/d fl
T LL
5,0
Vert(LL)
-0.61 13-14
-0-
(Roof nope= .0)
BC 0.70
Plates Increase
1.1
T DL
8.0
WB 0.86
Lumber Increase
1.1.E
B ILL
0.1
(Matrix)
ReP Stress Incr
YES
BC DL
8.0
Code 1R 04J /_FPJ 00
LUMBER
TOP CHORD
BOT IIID
'EB
SLIDER
14;0--0,0--0
4 SPF 165OF 1.5E *Except*
T3 2 X 4 SPF 2100F 1.8E
4 SPF 1650F 1.5E *Except*
E32X4SPF 1 1 OOF 1.8E
X 4 SPF Stud/ td *Except*
4 SPF 1650F 1.5E, W6 2 X4 SPF 1650F 1.5E
Right 2 X 4 SPF tud/Std 2-5-2
REACTIONS (lb/size) 1=1760/Mechanical, 11=187910-5-8
Ma
1=1 7910- -
a Horz 1 (load case )
MaxUplift I= -10 (load case 7), 11=-1 0 (load case 8
Max Gray 1 ;-_0(lortd case ), 1 1= 40(load case
E3 R1 NG
TOPCHORD
BOT CHORD
EE
Awl
Scale-, N-1 S"=I'
2�
C
V
PLATES
DEFT.
in Inc)
I/d fl
L/d
TG 0.91
Vert(LL)
-0.61 13-14
>676
240
BC 0.70
ert�TL)
-1,04 13-14
8
18
WB 0.86
Flor (TL)
0.68 11
n1a
n/a
(Matrix)
4 SPF 165OF 1.5E *Except*
T3 2 X 4 SPF 2100F 1.8E
4 SPF 1650F 1.5E *Except*
E32X4SPF 1 1 OOF 1.8E
X 4 SPF Stud/ td *Except*
4 SPF 1650F 1.5E, W6 2 X4 SPF 1650F 1.5E
Right 2 X 4 SPF tud/Std 2-5-2
REACTIONS (lb/size) 1=1760/Mechanical, 11=187910-5-8
Ma
1=1 7910- -
a Horz 1 (load case )
MaxUplift I= -10 (load case 7), 11=-1 0 (load case 8
Max Gray 1 ;-_0(lortd case ), 1 1= 40(load case
E3 R1 NG
TOPCHORD
BOT CHORD
EE
Awl
Scale-, N-1 S"=I'
2�
C
V
PLATES
GRIP
MT20
1 144
MT 0H
148110
MT18H
1 ?144
Weight: 158 IIS
Structural wood sh-eathIng direcflyapplied or 1-10-8 oc pu rl i rls_
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at m idpt 4-14
Rows at 113 pts -14
FORCES (ib) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=--31821'1 789 2-3--2734/180o 3-4=-2353/208, 4- --1756/20 5-6;;-_-1
663/2090 6-7=-6168/223i 7-8=-617812011
10-11--6732/2341 11 1 2=OJ84
BOT to l l 1-1:5=- 191 x i2468,14-15=:-82/1824,13-14=-14/2221, 11-13=-144/5735
5735
WEEDS -1 �,�'=-662}11 59,,4-15=-56/765, 4-14=1086/189p5-14---139/1326, y 1
1�.�411�1�C, �1i 4r4�-1�--�14
9-13--270/330
NOTES
1) Wind, ASCE 7-98; 0mph; h= ft; T I L�4. psf,, BOOL -4. p f; Category JI; Ex
LC L-1. plate grips COOL -1.33. � p P enclosed; I I1 FI interior zone; Lumber
T LL: ASCE 7-98; Pf� 5. o p f (flat root snow); Exp ; Fully Exp+
Unbalanced snow loads have been considered for this design.
4) This true has been designed for greater of min roof live load of 16.0 f or . tim flat
non -concurrent ith ether live loads. J t roof load f psf ooverhangs
This truss has been designed for a 10.0 pf bottom chord live load non cone u rant with ars
other live Ioads.
IJ plates are I' T plates unless othe-l-wise Indicated.
This true requires plate inspection per the Tooth Court Method when thIS truss
Refer to girder(s) for truss to truss connections.
i chosen for �qualPt assurance its p tion.
Bearing at joint() 11 considers parallel to grain vafue using ANSI/TPI 1.
ale to grain formula. ���fc��r� designer should verify
capacity of bearing surface.
1 0) Provide mechanical connection (by others) of true to bearinI.�.t capable of
joint 11. withstanding 103 lb uplift at joint 1 and 150 JIo ulift at
11) This true is designed in a.ccQ rda rice with the 2003 International Residential Code seg
referenced standardANSI./TP[ 1. sections n. end
LOAD CASE(B) Standard
7
��v I fuss
07064 D6
I UUFUNENTS-IF, Idaho Falls, ID 83403, Robi
r -
I runs Type
FB F TR U
-� -0- 6-0-14
1-�-� 6-0-14 5-8-0
1 -4-14
4A
N
t
n
23-0-13
-7-1
RiEKTHEPRINC ETON'.4- 0%^1D)R
Job Reference(optional)
6.200 s Feb 11 2005 M[Tek Industries, Ire . Frl Apr 21 09:07:04 2006
2--1 a
--1
34-9-12
Page 1
-12
1-0-0
Scala = .
-0-1
6-0-14
1.5x4 I f
11-6-12
5-5-14
_ Plate offsets qty -:0-1 0-3,101-1- i_ [10:0-2-15,0-0-1,
LOADING (Psf)
TALL �,� PAIN _!�-°�
(Roof��-.�� Plates Increase 1.1
TfL .� Lumber Increase 1.15
�L� �_� Rep Stress l��cr �:
S D L . 18233 f 2002
LUMBER
TPHRD
ROT H OIC
WEBS
3x8 =
12'0-4-0.0 -3-13'
CSP
TC 0.83
BC 0.60
WB 0.85
� (Matrix)
X4 SPF 1F 1.5E
X 4 PF 1650E 1.5E
SPF Stud/Std *Eeptk
W42 X 4 -PF 1650F 1,5E, VV5 2 X 4 SPP 1650F 1.5E
7 2 X4 SPF 1 5OF 1,5E
6 X 8
3.0- —Oa131— —1
34-9-12
4Xti
I
C6
1 4:0-3-,0-1, BI-
DEFL
in
(lo)
l/deft
Lid
Ve rt (LL)
-0.25
10-12
>999
240
'ert jL)
-0.4710-12
X587
180
Ho rz(TL)
0.24
10
n/a
n1a
13RACING
TOP CHORD
BOT CHORD
WEBS
REACTIONS 010/SiZ) 2=-33/0-3-8, 10!-90810-5-8t 14-2857/0-5-8
MaxHort=2(laad case )
Max Uplift = 2(Ioa.d case 3), 10=-13 (load case 3), 14--1 1 (load case 7)
Max Grav = 0 (load case 2), 10=12 8(load case 3), 14= 7(load case 1)
PLATES
lT20
Weight: 156 Its
�P
197/144
Structural wood she ftng directly applied or -0-14 cc purlins.
Rigid lid coiling directly applied or -11-0 cc bracing,
1 Row at rnidpt 6-13,7-13
2 rows at 1/3 pts -14
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHCRD 11-2=0/92J 2-3=-505/15541 3-4-=;;0/1693 3 4-5;4/17341 5-6=-247/351, 6-7 + 7-8--189100'01 i
103/0,
-10=-3193,1601 10-11;-0/84
E T CHORD 2-15--1250/244, 14-15;-_-1250/244f 13-14=-1432/193P 12-13=0/704, 10-12--50/2670
WEBS 3-15;--0/233, 3..14=-329/1 3r -14=-2555/94, -13=0/2089, -13=-x'44/0 7--13;:;-1425/109t.
7-12-0/1798, 9-12::--865/235
NOTE
1) Wind. ASCE 7-93; 90mph, h=•2 ft, T DL=4. ,p, f; E C L=4,3psf; + to c)r ll; E ; enclosed, • MWFRS interior zone; Lumber
D L=1.33 plate grip DOL; --1.33.
TOLL; ASCE 7-98-F Pf=35.0 p.qf (flat roof snow); Exp ; Pally Exp.
3) Unbalanced now loads have beenconsideredfor this design.
4 This truss has been designed for greater of min roof live load of 1 a02
pf or .0tll�]� flat roof load of 35.0 psf on overhangs
non -concurrent with other lira loads
This truss has beer^, designed for a 10.0 psf bottom chord live load nonco Curr nt with any -
other Jerre Jnad.
This true req u i res plate inspection per the Tooth Count Method when this truss is chosen for quality assurance
7) Bearing of joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to rain formuJa. Bit
capacity of bearing surface.
� � � d�r�� designer should verify
3) Provide mechanical con nect[o n (by others) of truss to bearing plate capable Joint � � �f �tl�t�.nd�t��g �2 I� �Jplift �.t �o�nt , 132 lb uplift at joint
10 and 119 JIB uplift at Joint 14.
This truss is designed In accordance with the 2033 International Residential ode sections
R50.11. 1 and R802.10.2 and referenced
standard NSI TPI 1.
LOAD CAGE(S) Standard
Job
07064
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
--1
--1
4x =
0
6.200 s Feb 11 2005 MiTek Industries, Inc. Fri Apr 1 09:07:06 2006 Pagel
--1
--1
--1
--1
--1
Scale � 1:60.8
-0-1
13 12 11 5X8t
2A r 3x6 ` 5X8 3X6 2A [I
17--1
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 4 SPF Stud/Std *Except*
4 SIF 165OF 1,5E
REACTIONS (Jb/ ize) 2=160i0-3-81 15=1993/0-5-8, 10=14 7 1 ech an is l'
Max Harz =(load case
--1
--1
14
°0
REEL
-0-1
6-2-1
6-2-1
Plate eL i, 1 1 - ,Ed qL+-1 -6N,Ed , .1
LOADING (pst)
T LF 5.� SPACING �-�
(Roof new= .0) Plates Increase 1.1
� iiJJ - '0 -3-0 _
CSI
TC 0.7
T DL
BOLL
B DL
8.0
0.0
8.0
12
Lumber Increase 1,15
Rep Stress Incr YES
Code IFS 0 /TP 1 00
240
ESC 0.55
WB 0.8o
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 4 SPF Stud/Std *Except*
4 SIF 165OF 1,5E
REACTIONS (Jb/ ize) 2=160i0-3-81 15=1993/0-5-8, 10=14 7 1 ech an is l'
Max Harz =(load case
--1
--1
14
°0
REEL
in
(Ioc)
I/deft
Lid
PLATES FSI P
Vert(LL)
-0.11
12
>999
240
r' T 0 197,1144
Vert(TL)
-0.20
11-1
180
Wor (TL)
0.06
10
n/a
n1a
Weight: 163 Ib
BRACING
TOFF CHORD Structural wood sheathing directly applied or 3-8-6 oo purlins.
E T Fl Old D R i id coiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row .t midpt 5-13F 7-1
Ivi ax Upl!ft =-1 bJ (load case ,
15;--- 11(load
case 7),
10 _- (Io ad case 8)
Max Grav =4 (Load ease ),
1 = 102(load
case ),
10=18 0 foal case )
FORCES (1b) = Max1mum Cornpression,/IM2X[Murn Tension
TOFF CHORD 1-2=,o ,r , 2-3=-1 37/425P -4--1359/11 t 4-5:-t:-976/136; - --
-10=- 0/1
�, 1304/1775 7-8=-171 ��1 � � � -= -1 ��1 4,
8 T H IT 2-15--324/155-t 14-15=-324/155, 1 -1 =-66/950, 12-13;--0/1593P 11-12=-7412269,1 0-11=-7 /
2269
WEBS 3-115=- 1 7/04a 3-14=-1 8/11 77y 5-14=-530170, 5-13==-343/3415
6-13=-1 03/7100 7-113=-1 1271174, -1 =0/471,
9-12--7731'127, 9-11-0/214
NOTE
1) Wind: ASCE 7-98; 0r n ph; h-25 t; T 1! L= 4- psf; B D L�4. p f; Cate' � � �e�, r f e E ; enclosed; �� interior eor �� r� e, Lumber
DOL=1.33 plate grip DOL =1. .
�
TOLL- A CF 7-98; Pf=35_0 psf (flat roof now)- exp ; Fully Exp.
U baJan ed snow loads have been considered for this design.
This truss has been designed for greaten of min roof live load of 16.0 p f or 2.00 tires flat roof Iia
non -concurrent with other Jive loads. load of p�f �n overhangs
This true has been designed for a 10� �f bottom Chord five load nenooncurrent with any other fie Meade
This truss requires plate inspection per the Tooth Count Method when this truss is chosen forualiinspection,
7) J efe r to girder(s) for true to truss connections.
� t assurance ra roc o
Provide mechanical connection (by ethers) of truss to bearrn date capable of err
and fb uplift at joint 1 E
P p tbtar���r� 1 Ib ��Irft at mint 1 �1 ab uplift at joint
1
This truss is designed in accordance with the 2003 lnternati n l Residential Code seg
tree R502.1 1,1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
%�r %—r L.,o
°704
Z;:
I FU 55
sur\ UMVUi LIN111 V -II ; Idam Falls, ID 83403, Robin
--
Truss Type
ROOFTRUSS
a
Qty ply I REWHEPRI J ET �4- 0 I(ID)R
I
,fob Reference a tignj
6.201 s Feb 11 2005 MiTek Industries, Inc.
6-0-14
3x.4 11 3X8 = 1.5x4 ! I
6-1-6 1 11--6
17-1 0-4
6-0-14
N
1,
9
6
Fra Apr 21 09:07:07 2006 Page I
Scale = 1.56.
[,'late ttsels - - ,()-1 „ ,E ee1� �
LOADING (Pst)
TL,L 35.E SPACING --
f I�eef ren=. AI Plates Increase 1.1
TDL 8,0
SLL 0.0
DL 8.0
LUMBER
TOPCHORD
E30T CHORD
EB
Lumber Increase 1.1
Rep Stress In r YES
Code IFS 00 /TPf 00
4 SPF 165O 1. E
X 4 SPF 165OF 1.5E
4 SPF Stud/Std "Et*
4 SPF 1 650 F 1.E,VV 1
CSI
TC 0.69
BG 0.39
W13 0.51
atrix)
4 SPF 165OF 1.5E
REACTIONS (lb/size) 8=549/0-5-8.5--245/Mechanical 6=1002/Mechanical
Max Hort 8=-341 (lead case
Max UPJit#8=-18 Goad corse ), =- (load case 8)
Max r v 8=801 (load case ), -359 (load case ), 6=11457(lo-ad case )
FORCES (Ib) - Maximum imum Gorr pre ion�1 1 irr-9um Ten ori
TOP I. ORD 1-2=-636/73,2-3--236/0,3-4=-612/0 F 4-5---204/2465 1-8=-740/207
80T C H Old D 7-8=-1 0/336 ¢ -7=-1 5/156, 5-6==-1 511
WEBS 1-7=-211/683P -7--796' 1 � 4-7=0/412$ 4-6=-1284/76
DEFL
in
(Ioe)
I/d'efj
Lid
Vert(LL)
-0.08
5-6
>4
240
Vert(TL)
-0.13
5-6
>577180
Hcrz(TL)
0.01
5
n/
n/a
BRACING
TOIL H OR D
13 T CHORD
'EPS
PLATES GRIP
MT20 197/144
Weight: 93 Ib
Structural wood sheathing directly applied or -0-0 oc purlins, except
end verticals.
Frigid ceiling directly appii d or -0-0 ac bracing,
1 Row at midlot 1-7} 2-75 1-
N TE
1 Wind: ASCE 7-98; 90mph, h = ft} T D L--4.8psf - B D L=4. p f; Category 11; Exp ; enclosed; MWFRS i rrterfor zone; Lumber
DL,1.33 plate grip L,1..
TOLL.- ASCE 7-98; Pf= 5.0 psf (flat roof snow); Exp ; Fulty Exp,
Urballanced snow leads have been considered for this design.
4) This truss has been designed for a 10.0 p f bottom chord Ove foal' non een c u rrent with any other lige loads,
5) This truss requires ,plate [nspection per the Tooth Count Method when this truss is chosen foruallt
Refer to girder(s) for truss to truss connections.
� assurance ar�sp� tle�.
7) Provide mechanical connection (by others) of truss to bearinglate capable et withstanding
�1r�t I� p g 1 fb upJ�ft t joint 8 and Jb �p�Jlft at
8) This truss is designed ire accordance with the 2003 International Re Identiail Code Sections R502.1 and P80
standard I f Fel 1. ;1 and referenced
LOAD CASE(S) Standard
Job
'07064
MUSS
STOCK COMPONENTS -IF,
ciano �- all , ID 83403, Robin
Plate ff Ot 1:Edc_ -
LOADING (psf)
ri
Cr
--
8X8
I
runs pe
ROOFTRUSS
QEy Ply REXITNEPRINCETQNI4-20WM{I5}R
0
1 1�
Job Refe re nce o tional
6.200 I` b 11 2005 I Tek I mac u trie a In—c.
-i1
1
3x4
13
TELL 35.0
SPACING
- -
(Roof Snow=35.0)
`ort(LL)
Plates Increase
1.15
T DL
81.0
Lumber Increase
1.15
BLL
0.0
Rep Stress liar
YES
P DL
8,0
Code IR 03[TP 1 00
LUMBER
TOP CHORD
DOT CHORD
WEBS
:0-2,910--1
3x8
f �+.
T 'Y
BC 0.35
P O� 4
(.Matrix)
SEF 1 5OF 1.5E
4 SPF 165OF 1.5E
4 SPF Stu d/ td *Except*
W2 2 X 4 SPF 1650-F 1.5E, W 1 2 X 4 SPF 165OF 1.5E
REACTIONS (Ib aze) 9-531/0-5-8, 5=381/0-3-8, =97710-5-8
Max H orz ;---373 (load case
Max Uplift= -1 (load case 8, =-(load case ),=-0(load case )
Max 0 rav 9=774(load case ), 5-567 (load case ), 7=141 (load case )
r 6X6
1-5x4 11
17-10-8
--1
DEFL
in (loc)
I/defl
Ud
`ort(LL)
-0,07 5-7
>999
240
'rt(TL)
-0.1 -7
>589
180
Hor.z(TL)
0,01 5
n/a
nava
BRAIN
TOP H RDf
BOTCHORD
WEBS
FORCES (lb) - Maximum OMpre ion/Maximum Tension
TOP CHORD 1-2=-594173, - =- 1 /Ot -4--57510, 4-5=-236/240t 5-6=0/93, 1-9=-7151209
BOTCHORD - =0/367, - —11 /1851 -7e-11 /1 5
WEBS 1-8=- 14/641, 2-8=-7601188, -8=0/3799 4-7=- 1253/65
i
itCP
Fri Apr 21 09:07:08 200 Page 1
PLATES
TO
'weight. 95 lb
'RIP
197/144
ca -o = 1-515.8
Structural wood sheathing directly applied or 6-0-0 -oc Purlins, except
end verticals.
Frigid ceiling directly applied Or 6-0-0 oc brac[ng.
1 Row at midpt 1_8112-8, 1 -
NOTE
1)Wind.- ASCE 7-98; 0mph; h= ft; T DL=4. p f; DL; -_ .8p f; Category II; Exp ; enclosed; IOWPF S interior zone;
DL=1.33 plate grip CSL -1.33. } Lumber
TC L L.: ASCE 7-98, Pf=35, 0 p f (flat roof now), Exp ; Fully E
Unbalanced snow loads have been considered for thr [ design.
p
4 This truss has been designed for greater of min roof live load of 16,0 p f or 2.00 times flat roof load of 35.0 t o n overhangs
non -concurrent with other live loads.
p
This truss has been designed for a 10.0 psf bottom chord live load nonconcurr nt with any other live loads.
This truss requires plate inspection per the Tooth Count Method when thisr
t u is chosen for quality assurance inspection.
Provide mechanical connection (by other) of truss to .bearing plate capable of withstanding 189 ib uplift �t joint ,
and 0 ib uplift at joint P 1 � lb uplift � joint
This true is designed in accordance with the 2003 International Residential Code sections R502.1 1,11
and A802.10.2 and referenced
tandarolANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss
07064
E1
STOCK
PQ N E NT - lF, lid , f ally, 10 834 '3, R65 in-
0
C:l
Y
-1-0-0
Truss Type
ROOFTRUSS
--
4-7
-
--
Qty 151—y—*REX\THFPIlli .ETOr - ��,,j1' fi [D
i
21 Job Refer nc o tional
6.200 s Feb 11 2005 MiTek I ndu tries
, In Fri r �09:07-09 2006 Page I
6-3-85-8-Q7-7.1
0-11-1 0-11-1
6 _37
6.37 j_2
4 5 5X10
12-11-8
--
100
--
LUADING (psf) SPACING 1-0-0
TCLL 350
(Roof ro = , 0) Plates Increase 1.1
T DF 8.0 Lumber Jncr a e 1.15
BCLL 0.0 Rep Stress In r NO
BDL 8.0 Code II0,[TF]00
LUMBER
TP CHORD
B T C HR.
WEBS
T3 2 X 6 DF No2
X 6 DF 1 0OF 1.6.E
X 4 SAF Stud/t,d *Except*
4 2 X 4 DF 2400E 2.,OE
REACTIONS (ib/size) =4218/0-5-81 m: 1 / - -
MaxHorz 2=55(load case
Max U pl ift=- ( I o d case 7), 7=- 1 (load case
Max Gray =453 load case 2), 7=75499(load case 3)
--
0-11-1 0-11-1
JP7-0- 1-11 r O--0
1
TC 0.43
BC 1.00
B x°.99
(Matrix)
0-4-9
0-
[TEFL
Vert(LL)
'rt(TL)
Horz(TL)
F
n
-0-11
-0.1
+x.03
E3 RJ IVIG
TOPCHORD
BOT HICK
I/defl Ld
>,9
0
n/a
240
180
PLATES
MT20
T1RH
n 1a
Weight: 164 lb
RIP
197'114
197/144
1r-,
1.�A
lc
Structural W00d sheathing directly applied or 5-9-1 oourlin .
Rigid ilirig directly applied or 10-0-0 o bracing. p
FORCES (11b) - Maximumompr ssionlMax1 um Tension
TOP CHORD 1-2m,0152p 2-3=--5497/676P 3-4=:-4533/580,
BOT HOR4-5=-4143/5272-12=-54414262, 12-13--536/4204
11 '10-11=-509/4060,9-10;---55,714506I
i15-6;---4741/61016-7==;-5932/739I �� =��'
2 1 =-536/42'4, 1 -1 1=-509/4060, '-1 0_-55714506, 7-9,-57214623
WEBS 3-12=-215/16265 -11--/70r 4 -11= -167/1201j5 -11=-78/568j 1
NOTES
1) 2 -ply truss to be oa n netted together with 0.1 1 INX314 Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-0 oo X -
Bottom chords connected a follows-, X - rows t _ , r� �� �� �� .
Webs connected an follows: row �t �]-- 4 - I - +
mac_
SII loads are ronsidred equally appJied to SII plies, opt if noted � fr�n#l4
pry conr��t,�rr h�� hen provided to distribute �r�l f � ) or back (B) f.�o in the LOAD E(section. IBJ to
��.� noted � ��� �r (B), unless otherwise indicated.
Wind-- ASCE -8; 90mph, h =tt; TDL;-_4.f; BDL= f+ Category i
D L=1, plate rips DOL; -.11.33.
p r ` �l, enclosed d 1 }FFA interior r� ; Lia -nl r
4) T L L: ASCE-; Pf= w 0t sf (flat roof
p � now), Epp � h elt red
Unbalanced snow J02ds have Joeen considered for this' dein.
Th is truss h as den des ig nod for g rte r of m in roof live load Of 16. 0f
non -concurrent ith other I1 loads, I� �� ,0 0 tirr�es flit roof load of .0 pst on oerl�an s
Provide adequate drainage to prevent watsr ponding.
8) This truss has been designed for a 10.0 psf bottom chord lie load non
All plates. are MT20 plat r unless oth fs indicated. �or���rr rpt with �r� other IE�� I���l ,
1 0) Th is truss requires plate inspection per the Tooth Count Method when
this truss is chosen for quality assurance inspection.
11 ) Provide mechanical connection (by others) of truss to bearing 1ate{
joint 7.
pl 'ItI�d1 C7 Cpl lft t f nti 11 lift
1 ) This truss is designed in accordance with the 2003 International Residential
referenced standard I/TPl 1. d sections .11.1 R802.10.2 and
.
1 ) Girder carries tie-in spar(s): 17-10-4 from 0-0-0 to 5-9-0; -11-1 from 5-9-0
Continued on page
Sca;L- - 1-28.'
t
CD
Ei
11 Z
Job
704
��/_"� F__�i-ef F%0-'kL dam. &.
i russ Truss Type Qty
El o JOE TRUSS fi
r
� r\ �Ijulvl r UTA LI N I �, I Ciano � ails, ID 83403, Rob n
NOTES
Ply I REXITHEPRIAlGETQNI4-201JM�E[7jR
2 � Job Reference a tie n-1
00 s Feb 11 2005 MiTak I r` dustries. J n,
Fri Apr 21 0 :D7:0 2006 Page
14) Hanger() � other connection d i ) shall be provided sufficient to support concentrated Io d 407 I b
ar��1 1lb own and 1 1up t 6--, and 1 Ib down load(s) �� r�� �1 Jk� �� �� --�� ��' l� �� �� � Ib u� t --1
end , 1 lb up at 6- - on bottom chord. The design/selection of such connect"on device is the
others.
LOAD CASE(S) Standard
1) Snow: Lumber Increase --I, 15, Plate Increase=1.15
Uniform Loads {pit}
Vert: 1-3=-43, 3-4=-43, 4-5=43, 5-6=-43, 6-8=-439 2-13=-426(F=-418)1
Concentrated Loads (Pb)
Vert: 12=-279(F} 11=-352(F) 14=-352(F) 9--279(F)
7-13=-735(F--727)
,Job
07064
f-% -r..-% i r 1
Truss i� Tru Z3115T
HF -D1 1 K I N G PnqT
cb R ferenCe O t[Dria
6.200 s Feb 11 2005 MiTekIndu tries, Inc, Fri Apr 21 09:07.10 2006 Pae I
-- 16-6-12
r
-- -=
4
1 ul jr� LoUM FUN IL I -IF, Idaho Falls, ICS $3403, l o- in
LOADING (psf)
fi LL 35.0
(Roof no =3 .0)
TCUL 8.0
E LL 0,
B D L 8.o
LUMBER
TF' CHORD
BOT CHORD
OTHERS
C>
6
0
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.1
,p Stress Incr "SES
Code IRC2003,71PI2002
SPF 1650F 1.5E
4SPF 1 OF 1.5E
4 SPF Stu d/tc!
x4 \
6
DEFT In (100) I/def! L!d
PLATES pIp
Vert(TL) n/a - n/a
H o r (T L) 0.00 9 n/a n1a.
BRACING
T ;P H RD
BOT CHORID
WEBS
MT20 197/144
Weight: 85 Ib
Scale .= 1,4,4-4
Structural wood sheathing direct,ly applied or -0-0 0c purlins.
Rig-ld ceiling directly applied or 10-0�O oc bracing
1 Raw at midpt -13
REACTIONS (iib/size) 1=0 19/16-6-12, 9-119/16-6-12o 13=129/16-6-12, 14=202/16-6-12,1 =1
99/16-6-12p 1 �1 --1 12=202/16-6-12
1 0=229/16-6-12
MaxHort 1 229 0cad case
MaxUplift l =-4(lDad case �-30Ioad case ), 1 _-33 load � �' 1 ��
� � � (load a 7), 1 =-i 0 1 �I��d � �, 1 =T1 �Id �� 11= � l
10;-- -131(load case s ,
Max r, I =1 �'! (ioa.�1 .�e )T 1(Ioa.d c ), 13=1,3 Ioad case ), 1 =30Joad case 1
11= 33(1oad case 3, 10=334 load c a - l d , 1 - i d , 1 33 1 d ca
FORCES Ob) - Maximum Compression/Maximum Tension
'FOP .CHORD 1-2=-246/1165 2-3=-167/107,3-4=-14411031 4-5=-151/11715-6=-151/102j6-7=-1
E T H f� � 1-�=- 3�1,��, � �a 1 �-�� , 14-15=-43/1571 13-14---.;-43/1573 44/5, 7-8=--146/61, 8-9=-200/70
�-13=-/1 7, 11-12=-43/1575 1 0-11 =-431157i
9-10=-43/157
WEBS 5-13=-1 1 O, -14=-275,132, 3-15=;-262/1141 -1 ==-27 '/11 ,-1 = - 5'10 -11 �-
s 7-11:;-.-262/114, $-1 0==;-277/111
NOTE
1) Find: ASCE - 8; rnph;:h= ft;T EL : . P f; BGDL=4, p ff Category 11; Exp C.enclosed: MWFRS interior zone,, Lumber L=1.33 plate grip DOL 1.3 .
True designed for wind loads in the pawn � Of thetrLJ only., For studs os Mi
Tek End [Detail"
� �d # � �d (normal al �� the f�� }T �� hll e�� t�n�f�r�
T LL, ASCE 7-98, Pf=35.0 psf (flat roof snow); Exp1 Fully Exp,.
4) Unbalanced snow loads have been considered for this: design.
This truss has been designed for a 10.0 psf bottom chord live load nonconcurr nt with an other
s.
II plates are 1.5x4 iT unless otherwise indicated, t r f lad
.
This truss requires plate inspection per the Tooth Count Method when this truss [s chosen forii
a
Gable requires continuous bottom chord bearing.� � ter assurance Inspection,
Gable studs spaced at 2-0-0 cc.
10) Provide mechanical connection (by others) of truss to bearing plate capable of w th tan din 4 I duplift .
83 Jf� Uplift at joint 14F 9Ike upllft at `�Olnt 1 1 �1 I� uplift � �.t J�Irlt 1, 3� Ib Uplift �t ��Ir�t
joint 10.
, at joint 1 , 1 Ike uplift at joint 1 , 93 Jb uplf at joint 11 and 101 Ib uplift at
1 1) This true is des-Igned In accordance with the 2003 International Residential Code sections R502.1 1
referenced standard N 1,/TPI 1. 1.1 and R802.1 �. and
LOAD CASE(S) Standard
Job
7064
a
STOCK
Fruss
HF -D14
Truss Type
COMPONENTS -IF, Idaho Falls, ID 83403, Robin
n
MONO TRUSS
Qty
1
PAX\T EPRI FT N\4- 0�JM(lD)R
1
fob Ref re rice (optional) .
6.200 s Feb 11 2005 M T k Industries, Inc.
10-11-14 7
3.x4
13 12 11 1() 9 a
10-11-14
�= 10-11-14
LOADING (pf)
TLL 35.0
(Roof now�3 .0)
TCDL 8.0
BELL 0.0
BD'L 8.0
LUM13 E
TOP CHORD
BOT CHORD
VV FB
OTHERS
SPACING 2-0-0
Plates Increase 1.1
Lumber increase 1.1
Rep Stress Incr YES
Code IRC 00 /TPi 002
2
X 4
SPF
1 5 F 1.5F
2
X 4
SPF1
F1. F
2X
4
SIF
165OF 1,5F-
. F-
2
2X4PFtud/Std
CSI
TC 0.09
BC 0,0
W E 0.30
(Matrix)
1 DEFL
in (Io) I/deft
Ud
i Vert(LL)
n/a r n/a
999
Vert(TL)
n n/a
999
Horz(TL)
0.00 8 n/a
n/a
BRACING
TOS' CHORD
BOTCHORD
'REBS
Fri Apr 21 09,07:10 2006 Page 1
PLATES
MT20
Weight: 72 Ib
GRIP
197/144
scar e =1:52.2
Structural good sheathing directly applied or -0-0 or, purlins,
end ve tical .
Frigid veiling directly applied or 10-0-0 oc braving.
1 Flow at midpt 7 -8,6 -
except
REACTIONS (Ib/ i e) 1 =-3 +r'10=11-14, 8 152/1 -11-14, 9_207 -11-14, 10=206/10-11-14P 1 1=202110-11-149 12;--210/10-11-14, 1 =17
1110-11-14
MaxHort 1 (load case �
Max Uplift -1 =-2 (load case ), 8=- (load vase 7), =-88(Ioad case ), 10=- (load case , 11=- 0 load vase 1 ;---94(load case 7), 13=-76(load case 7)
Max Gray 1= 7,9(load case ), 8= 120(load vase 2), 9=;301 (load case 2), 10=3000oad vase 2), 11=295 load vase306 Load
�, 1=� case ), 1 =4Toad case 2)
FORCES (ib) - Maximum Compress ion,/ a lm u rn Tension
TOP CHORD 1- 500/70, 2-3=-434/101. 3-4=-335/95t 4-5=-240/97P 5-6=-143/95, 6- =-106/77 7-8=-105014
BOT CHORD 1-13_--1/1712-13;---1/1 P 11-12=-1/1 a 10-1 , -10=-1/11 8-9---1/1
WEBS - =;-271x'11 , 5-10=-267/111, 4-11--263/1091 3-12=-273/114, 2-13;--7-224/81
NOTES
1)Wind: ASCE 7-98; 0mph- h= ft; TCDL;:-_, p f, B DL=4_ p f; Category 11; Exp ; enclosed; MWFRS Interior zone; Lumber
L=1.33 plate grip DOL --1.33.
2) Truss designed for grind loads in the plane of the truss only. For stud exposed to wind norm "
Gable End Detail'"
� (normal to the face), � rlrT�k "Standard
TGLL ASCE 7A ; Pf= -0 p f flat roof snow); Exp C; Fully Exp.
Unbalanced snow loads have been considered for this design.
5) This truss has been designed for a 10.0 p f bottom chord live Joad nonconcurrent with any other lire loads.
All ,plates are 1.5x4 f T20 unless other ri e i n dif ted.
This true requires plate inspection per the Tooth Count Method when this truss is ehc)on for
quality assurance inspection.
8) Gabl`e requires ontinuous bottom chord bearing.
Gable studs spaced at -0-0 oor
10) Provide mechanical connection bothers) of truss to bearing plate capable of withstanding 28 Ifs u lift at `pint 1 lb uplift at '
�` p � � � joint
88 lb uplift at joint , lb uplift at joint 10, 90. lb uplift t joint 11, lb uplift t oInt 1 and Ib uplift at joint 1.3.
J
1 1) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.1 0.2 and
referenced standard AI B VTPI 1.
LOAD CASES) Standard
I 'DbTruss uss '
ype
7 21
HOOF TRU
STOCK °hPONT -IF, Idaho Falls, ID 83403, Robin
Plate OffselgJ' . .o--,0-1�0
LOADI.NG (p f)
TOLL 35.0
(Roof S now= . O)
T DL 8.o
ELL 0¢0
BDL 8.0
LUMBER
TOP CHORD
80T ROD E
i
Ply REX
Job Deference (optional
&20D s Feb 11 2005 MiTek Industries,Inc.j��'�-yi +}'j� �f�] 0 [�°�I �6
dI-�� Apr .re�r� i.J'.Y�e.� � iJ'�`�l Page
-11-0-0 - 1-7-11
1-0-0 1-7-11
SPACING -0-0
Folates Increase 1.1
Lumber Increase 1.1
Rap Stress Inor YES
Code IRC2003,fTP12002
CS!
TC 0.19
BG q.a2-
j WB 0.00
{Matrix}
REACTIONS (l ois ize) - 1 /0 - ,8, 4;-- 1 0'I e harp i cal, 3=31 /Mechanical
Max Hort _z0(load case )
Max Uplift =- 4(load case ), =- (load case
Max Gray 2x821(load case ), L (load case 4), =4 (load case
FORCES (Ib) - Maximum Compression/Maximum Tension
T P HORD 1-2=0/925 2-3;z-1 02118
BOT CHORD -4=0/0
NOTES
DEFL
Vert(LL)
Vert(TL)
or (TL)
BRACING
TOP CHORD
ROT HR
roc
2
2
3
Lfd
240
180
n/a
PLATES
MT20
Weight: 6.1b
RIP
>999
197/144
, ale = 1;8,8
Structural wood sheathing directly applied or 1-7-11 0c purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1) Wind: ASCE 7- 8; mph; he ft; T DL=4. p f; B DL=4. psf; Category 11; EXP ; enclosed; F ''Interior zeas+ Lurrmbef
DOL=1.88. plate grid DOL=1.33. a
TOLL: ASCE 7-98; Pf=35,0 psf (flat roof snow)+ E.x, ; Fuller Exp.
Unbalanced snow loads -ia e been considered for this design.
This true has been designed for greater of mrn roof lige load of 18.0 p f or 2.00 times flat roof load of 35.E f
non -concurrent with nth er live loads. P n overhangs
This truss has been designed for a 10.0 Psf bottom chord live load nonconcurr
ent with any other live icad.
Thist�uss requires fats inspection � -
per the Tooth Count Method when this truss i chosen for quality assurance inspect -ion.
) Refer to girder(s) for truss to truss connections.
8) Provide mechanical o n n tion (by other) of truss to beann g p f ate Capable I of withstanding dire
joint
� �' Ike uplift at jointand I� uplift at
This truss is designed in accordance with the 2008 International Re identlal Code sections R502.11.1 and 8802.10. and ref
standard Ali I[TP l 1.referenced
LOAD CASE(S) Standard
4
SPF
1650F
I .E
SPF
1650E
1.5E
CS!
TC 0.19
BG q.a2-
j WB 0.00
{Matrix}
REACTIONS (l ois ize) - 1 /0 - ,8, 4;-- 1 0'I e harp i cal, 3=31 /Mechanical
Max Hort _z0(load case )
Max Uplift =- 4(load case ), =- (load case
Max Gray 2x821(load case ), L (load case 4), =4 (load case
FORCES (Ib) - Maximum Compression/Maximum Tension
T P HORD 1-2=0/925 2-3;z-1 02118
BOT CHORD -4=0/0
NOTES
DEFL
Vert(LL)
Vert(TL)
or (TL)
BRACING
TOP CHORD
ROT HR
roc
2
2
3
Lfd
240
180
n/a
PLATES
MT20
Weight: 6.1b
RIP
>999
197/144
, ale = 1;8,8
Structural wood sheathing directly applied or 1-7-11 0c purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1) Wind: ASCE 7- 8; mph; he ft; T DL=4. p f; B DL=4. psf; Category 11; EXP ; enclosed; F ''Interior zeas+ Lurrmbef
DOL=1.88. plate grid DOL=1.33. a
TOLL: ASCE 7-98; Pf=35,0 psf (flat roof snow)+ E.x, ; Fuller Exp.
Unbalanced snow loads -ia e been considered for this design.
This true has been designed for greater of mrn roof lige load of 18.0 p f or 2.00 times flat roof load of 35.E f
non -concurrent with nth er live loads. P n overhangs
This truss has been designed for a 10.0 Psf bottom chord live load nonconcurr
ent with any other live icad.
Thist�uss requires fats inspection � -
per the Tooth Count Method when this truss i chosen for quality assurance inspect -ion.
) Refer to girder(s) for truss to truss connections.
8) Provide mechanical o n n tion (by other) of truss to beann g p f ate Capable I of withstanding dire
joint
� �' Ike uplift at jointand I� uplift at
This truss is designed in accordance with the 2008 International Re identlal Code sections R502.11.1 and 8802.10. and ref
standard Ali I[TP l 1.referenced
LOAD CASE(S) Standard
fob
Tru ss T
1
Truss Type Qty Ply R E T E PRI N C FT I' 4- o,, -JM —ID—)R—
'07064 J1
ROOF TRUSS 2
STOCK ONEN �fJ-, J ' J�o J= it 1 JI) 83403, Robin Wob Reference otiajail
6.200 s Feb 11 2005 MiT k Industries, Inc. Fri Apr 21 09:07.1 2006 Jla �
-1�- _-
1 --o
-4_.
i
E-A I -E
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650E 1.5E
REACTIONS Ob/size) _ . lMechanical5 =25D/0- - , =1 / hani aI
Max Hort = (load case
MaxplifQ; - (load case ), 2=;-61 ([oad case
Max Greg3=65(toad case )a = 10ad case - (load case
FORCES (lb) - I'a [mUm Gornpression/Maxim urn Tension
T F' H R 1-2=0/93,2-3=-114125
B T CHORD -4=0/0
--
DEFL
in (100)
I/Cff l
L/d I PLATES GRIP
ert(LL)
TC L L
35. O
SWAGING
2-0-0
1
I
'Roof Snow=rae
. D i
Plates b
1.1
T
T L8.0
n/a
Lumber Increase
1.15
BC 10
BO LL
0.0
Jap Stress In r
YES
Wil 0.00
B DL
8.0
Code lR0 /TM200
Natri ).
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650E 1.5E
REACTIONS Ob/size) _ . lMechanical5 =25D/0- - , =1 / hani aI
Max Hort = (load case
MaxplifQ; - (load case ), 2=;-61 ([oad case
Max Greg3=65(toad case )a = 10ad case - (load case
FORCES (lb) - I'a [mUm Gornpression/Maxim urn Tension
T F' H R 1-2=0/93,2-3=-114125
B T CHORD -4=0/0
--
DEFL
in (100)
I/Cff l
L/d I PLATES GRIP
ert(LL)
-0.00 -4
240 MT20 197/144
Vert(TL)
-0.00 -4
>999
180
Hort(TL)
-O.00 3
n/
n/a
Weight: 7 lb
13RACING
TOP CHORD Structural Wood sheathing directly applied or 2-4-3 oourlins.
BOT CHORE) Rigid iltng directly applied or 10-0-0 o c bracing, �
DOTES
1) Wind: ASCE 7-98; 0rnph h= fta T DL=4.8psfp B DL=4. psf, Category ll' E
DOL -1.33 plate grip DOL -1.33. a enclosedf 1' FR ir�t s�i r r� ; Lu -li r
T LL: ASCE -98; Pf=35..0 Psf (flat roof snow)' F { Ful.ly
3) Unbalanced snow ads have been considered for this design.
4) Th[s true has been designed for grater of miry roof five load of 16.0 f or 2.00 tiro .� fl
non -concurrent with other lige loads, p at roof load of .� p� f �r� ���r�ar7
This truss has been clesigned for a 10,0 p f bottom chord live load r` oncono:urr nt itlh
Thi tri, requires piat� inspectionper the Tooth Count Method when art other liveloads.�� this truss is hog for qual�ty assuranceinspfiDnF
Refer to girder(s) for truss to truss connections.
8) Provide mechanical connemion (by others) of truss to baring plate capable of wiithstandi F
joint n lb at and 1 I ul�f#t
This truss is designed in accordance with the 2003 International Residential Code sec
standard N liTPI 1.
tions F1502.1 � ,1 F� end 0 .1 0. and referenced
LOAD CASE(S) Standard
Scale - 1:9.8
Job
07064
Tru S3
J
Truss Type
ST bCK P I'VT - J F, Idaho Falls, 10
83403, Robin
ROOFTRUSS
Qty
I
1-0-0 3-5-0
REX\THEPRCNCET \4- 0 ,I ID)R
1
_ Jeb Jefe re racy (optic nil �
6.200 Feb 11 2005 MjTek Industries, Inr,.
1
3-5-0
0
C
Fri Apr 21 09:07:1 2006 Page 1
Scab = 1.7 7�. q
--
Plate Offsets (X,Y): F2:0-4-2
LOADING(Ps.f)
TCL35.E P hi - - 1 FDEFL In (fo) i /def p L_'d PLATE
GRIP
(Roof Snow=35.0) Plates Increase 1.15 TC 0.26 erl(LL) -0-01 -4 >999 240 144T
umber Increase 1.1 B 0,08 e rtTL - .01 - � 197/144
T�� .� Fla tri rt(TL) 1 �
POLL 0.0] R s Inca YES B 0.00 Herz(TL) -0.()o 3 n/a n/a
B C L 8.0 Code f 0 /T P1200 (Matrix) Weight: ht. 1 0 Ib
LUMBER BRACING
TP CHORD 2 X 4 SPF 15F 1.E TPHRDr~ F
�T f�� � F'� � �P � ,E t �I�tural ��d sh��th�r�� directly ���Ile�d �r -'�-� purlins.
EST CHORD Riid cerllng directly applied or 10-0-0 oc bracing,
REACTIONS (lb/size) X10 /Meehani a1, 2--29110-5-8, 4=25/Mechanical
Max Horz 2=1 0(Ioad case 7
MaxUp] ift =-4 (load case 7), =s (lead case 7)
Max Gray 3=1 7(load case ),=4(Iead ease , =(fod case 4)
FORCES (Ib) - Ma 1murn ompre jonr Max[murn Tension
TOIL CHORD 1-2;z0/95j2-3=-152/77
NOTES
Wind: ASCE 7-98" ' mph; h= 5ft T DL= .$p f; E DL 4, p f; Category 11; Exp ; enclosed; MWF.RS interior one; Lumber
DOL=1.33 platerjp DOL= 1.3.
T rLL, .SCE 7-98; Pf=35,0 pf (fiat roof snow); Exp Q Fully Exp.
Unbalanced sno%v loads have been considered for this design.
4) This true has been designed for greater of min roof Imre load of 16-.0 p f or 2.00 fimes flat roof load of3.0
non -concurrent with other live loads. �sf �r� overhangs
This truss has been designed for a 10.0 psf bottom chord live load nonco r
r�� � rr�r�t I th any other live loads.
This truss requires plate fnspection per the Tooth Count Method when this truss is chosen for quality assurance i�� etor�,
7) Refer to g 1rd r(s) for truss to trussconnections. �
Provide mechanical connect1on (by others) of truss to barring plate capable of withstanding Ib uplift at .
rt and i Idit atjoint ,
This true is designed in accordance with the 2003 International Residential Code sections R502,11 1.1 and R802.10.2 and referenced
standard ANS I)7P 11.
LOAD CASE(S) Standard
Job— 7T
Q7064
STOCK
J
F f E T - F1 Idaho Falls, [D 834.03 Robin
Tri, Type
ROOFTRUSS
JL -0
1
--
--
Ply I RE?SiTHEPRINCETON14-2OIJNI(1D)R
1
Jeb Reference .(o t[gna!L
6,200 s Fah 112005 M iTek Industries, Inc,
1
Plate Offsets (X, Y): v 81, I"6:0-2-4,0-2-4
L
:0_ -4,0- -
L DIN (psf)
TOLL 35.10 SPACING --0
( Roof S now=35.x) Plates Increase 1.1
T D L &0 .Lumber Increase 1.1
BC LL U Rep Stress I ncr YES
B DL . cede lid 02003/7P12002
A'A'T
1
TC 0.26
BC 0,04
WB 0.03
(Matrix)
2-5-8
in
-5-0
I adefl
--
-0.00
2-6
>
DEI=L
in
(lee)
I adefl
e rt(LL)
-0.00
2-6
>
Vert(TL)
-0,00
-
Hor (TL)
-0.00
4
n/a
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING
130T CHORD 2 X 4 SPF 1 5 F 1.5E T JX CHORD
WEBS 2 X 4 BPF Stud/Std BOTCHORD
REACTIONS (Ihlsi e) 4=30/ eehan[cal, =296/0- - , 5=93/ eehanieaI
Max Hort 2=1 4(load case )
Max LJp1ift4=-1 (ectad ease ), ; -4 (lead ease ), =-450cad -ease
MaxGray 4_54 lead ease 2;--443
(load �a ( eat case ), 5=1 (lead ease )
FORCES (ib) - Maximum Compress ier /Ma imam Tension
TOP CHORD 1-2=0/95, 2-3=-220/0, 3-4-421/311
BOT CHORD 2-6=-33/71, 5-6=-39/87
E BS 3-5=-102/4413-6--211
!M
A
r-
7
0
Fri Apr 21 0 -.07-13 2006 Page I
E/d PLATES FLIP
240 I T 0 197/144
180
Weight- 14 lb
Structural wood sheathing directly applied or 3-5-o oe purlins.
R Vd ceiling directly applied or 6-0-0 ec bracing.
OTE
1) Wind: ASCE 7-98; 0mph; h- ft T DL=4. ,psf; B 1DL=4.8psf; Category JI; Fp ; enclosed; M FR
interior e, LueirD L-=. Plate grip D L=1.
) T LLa ASCE 7-98; Pf-35.0 psf offat roof snow); E , Fully Exp,
Unbalanced snow toads have been eensidered for this cfs.ign.
4 his truss has been designed for greater of min roof live lead of 16.0 psf or 2.00 times flat reef load of.
non -concurrent with other f ive loads -
5)
o ads , � p sf �] n e �rl� r� gs
5 This truss has been designed for a 10.0 psf bottom chord live load nc nco neu rrent with any other live lea
This tru s requires date inspection per the Tooth Count Method when this truss loads.
a� ss Js k�es�� for quality assurance ranee � n s peetwen.
7
Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by ethers) of truss to bearinglate capable of ' .
and 4 lb uplift at joint .
� � �thst.ar��1�n� 1 fb ��lfft at �err�t �, � Ib ��aift at J��r�t
This truss is designed rn accordance with the 2003 International Residential Cede sections
F.11 A and R80,10.2 and referenced
standard SI TPil 1.
LOAD CASE(S) Standard
Ca!C- = 1:13.9
pT1, fly i RF_`�T�IEPRI I ET 1�ti4- 0 II(ID�R
704 JB 190017TR
'- Joh Refer�
STOCK MPO ENT -1F, Idaho Falls, ID 8340 Robb ne(optional)
6.200 s Feb11 2005 J iTek Industries, Inc, Fri Apr 21 09:07:13 2006 Page 1
-1-0-0 --
1-0-
4--
JaA"
MOM
-- -_ a 4--
LDIN
TOLL 35.0
(Roof now-z:5.a)
TL 8.0
:CLL 0.0
ECRL 8.0
LUMBER
TOP CHORD
BOT CHORD
SPACING -0-0
.dates Increase 1.1
Lumber Increase 1.1
Rep Stress Jncr YES
Code IR 00 /TPl200
1 6F 1,5E
1650F 1.5E
f
TG 0.41
BC 0.14
B 0.00
(Matrix)
REACTIONS (Jb1size) 3�1 / le hanIoal, 2--343/0-5-8, 4= 4/Mechanical
MaxHort 2=117(Ioad case )
Max uplift =- 1(load case ), =- - (lea case )
Maxra = 47(load case ), 2=51 1(load Case , = (Joad case )
FORCES (Ili) - Maximum omves aon/Maximum Tension
TOFF CHORD 1-2=W9,31 - =-J76 '112
BOT CHORD -460/0
[TEFL
in
(1oc)
PF
Ud
"eri(LL)
4
SPF
SPACING -0-0
.dates Increase 1.1
Lumber Increase 1.1
Rep Stress Jncr YES
Code IR 00 /TPl200
1 6F 1,5E
1650F 1.5E
f
TG 0.41
BC 0.14
B 0.00
(Matrix)
REACTIONS (Jb1size) 3�1 / le hanIoal, 2--343/0-5-8, 4= 4/Mechanical
MaxHort 2=117(Ioad case )
Max uplift =- 1(load case ), =- - (lea case )
Maxra = 47(load case ), 2=51 1(load Case , = (Joad case )
FORCES (Ili) - Maximum omves aon/Maximum Tension
TOFF CHORD 1-2=W9,31 - =-J76 '112
BOT CHORD -460/0
[TEFL
in
(1oc)
I defi
Ud
"eri(LL)
-0,02
2.4
>999
240
Vert(TL)
-0.04
_4
180
Hor(TL)
-0.0()
3
n1
n/.a
13RA I '
TOPCHORD
BOT H R D
�rD
4-7-3
0-0-
i-
-0-1
PLATES
MT20
fight:1 ]b
GRIP
19711144
Structural wood sheathing directly applied or 4-7-3 or, puri -Ms.
Rigid ceiling directly applied or 10-0-0 oo bracing,
NOTES
1 Wind. ASCE - ; 0rnph; hz--25ft, T DLp4. p f E DL=4. psf; Category 11, E�C; enclosed. MWFRS
interior zone-, Lumber
DOL=1.33 plate grip D L�1,
TOLL: ASCE 7-98; Jif --35.0 p f (flat roof snow) E, Full Exp.
Unbalanced snow loads have e been con p ; p
���'� for this design.
4) This truss Inas been designed for greater of min roof Jive load of 16.0 p f or 2.00 times flat roof load of.
non -co ncu rr nt with other lige to ads � 0 psf on overhangs
5) This truss has been d'e rgned for a 10.0 psf betta-m chord live load nonconcurr nt with an ether Ji
ve Joads,
This truss regleires plate inspection per the Tooth Count Method when this truss is chosen forunlit
7) Refer to girder(s) for truss to truss connections. g assurance inspection.
6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ili uplift at joint and 4
f crfit hLuplift
This truss Is designed in accordance with the 2003 International # e rd ntial Code sections R502.1 1.an
standardANSI/TPI 1. 1 d.1 end referenced
LOAD CASE(S) Standard
c;aIe = 1.15.4
Job
Tru ss
0.70 64 J 2
STOCK COf P NENT IF,
Truss Type aty ply
daho Fa.1s, ID 83403, Robin
I`
R DF TFCIHSS I 1
1
,I 0b Refer
ence o tional
6.200 Feb 11 2005 tvl iT k I ndustries, Inc. Fri Apr 21 09:07;14 2006
2-5-84--
--
-1 -11 F,
%1J- i I " -r#-U-0 ; I
� -1
0-0-14
Plato Offsets ( ► ): [2,10-4-3,0-0- 0- -4,o- -4
LOADING (psf)
TOLL 35.0
Roof now= . )
T DL 8.0
.CLL 0.0
BC DL 8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING 2 -o -o
Plates Increase 1.1
Lurnb r Increase 1,1
Rep Stress In r+ YES
Code lRC2003'TP1 0.0 '
1
TC 0.20
13C 0.04
B 0.1
(Matrix)
REACTIONS (lbs/size) =198."M hani al, 2=350/0-5-8, = /Mach nical
Max Horz 2=120 (load case
Max UpUt =-4 load case 7)', =- (load oasE? 7)
Max Gray 5=289 (load case ), 2=521 (I oad case )F6=10(load case 4)
FORCES Ob) - Maximum ompr sion/Maxirn urn Tension
TOP CHOKE) 1-2=0/93, 2-3=-368/0, 3-4=--138/10, - 3- 8,I1 7
BOT CHORD -8=-32/211, 7-8=-37/248,-7=-O/O
DEFL in (Ioc) Vd fl
'or (LL) -0.01 7 >999
Vert(TL) -0.01 7 >999
Horz(TL) 0.00 6 n/a
BRACING
TOP CHORD
BOT H R
co
0
6
ud PLATES
244 MT20
Iso
nla
''eight: 19 Ib
GMP
197/144
Structural wood sheathing directly appiied or 4-7-3 oc purlins,
R[gid ceiling directly applied or -0-0 oc bracing.
TE
1) Wind: ASCE -08; 0mph; h= ft; T DL,4. psf; R DL= . psf Category Ila Ex' . enclosed- i
DOL -1.33 plate grip DOLS -1.33. F FSS Interior Lumber
TOLL; ASCE 7-98; Pf-35.0 p t (flat roof snow)- Exp ; Fully Exp,
Unbalanced sn oar load shave been consider d for this design.
4) This truss has been designed for greater of min roof live load of 16.0
� f or .00 times flat roof fad of . pf n or�rh��non-concurrent with other Iivc loads.
5) This truss has been designed for a 10.0 P f bottom chord live load nonconcurrenti
This truss rq u it date inspection per the Tooth �u t� ars other Ci F�a�
p Count Method when this tress is chosen for quality assurance inspection.
Refer to girder(s) for truss to truss conn ct[ons.
P rovide meth anical conn ction (by 0th r) of truss to b ear[ ng platea abio of Ith san
tdin
joint i uplift t j�oi rpt an I pli at
This true i
standardNSI/TPI 1 designed in accordance with the 2003 International Residential Code sections R502.1
1.1and 0.`� and rfrril
LOAD CASE(S) Standard
Parc 1
Scale:. 1;15_4
4 SIF
21 OOF 1.8E
SPF
21 OOF 1.8E
4 SPF
Stud/Std
1
TC 0.20
13C 0.04
B 0.1
(Matrix)
REACTIONS (lbs/size) =198."M hani al, 2=350/0-5-8, = /Mach nical
Max Horz 2=120 (load case
Max UpUt =-4 load case 7)', =- (load oasE? 7)
Max Gray 5=289 (load case ), 2=521 (I oad case )F6=10(load case 4)
FORCES Ob) - Maximum ompr sion/Maxirn urn Tension
TOP CHOKE) 1-2=0/93, 2-3=-368/0, 3-4=--138/10, - 3- 8,I1 7
BOT CHORD -8=-32/211, 7-8=-37/248,-7=-O/O
DEFL in (Ioc) Vd fl
'or (LL) -0.01 7 >999
Vert(TL) -0.01 7 >999
Horz(TL) 0.00 6 n/a
BRACING
TOP CHORD
BOT H R
co
0
6
ud PLATES
244 MT20
Iso
nla
''eight: 19 Ib
GMP
197/144
Structural wood sheathing directly appiied or 4-7-3 oc purlins,
R[gid ceiling directly applied or -0-0 oc bracing.
TE
1) Wind: ASCE -08; 0mph; h= ft; T DL,4. psf; R DL= . psf Category Ila Ex' . enclosed- i
DOL -1.33 plate grip DOLS -1.33. F FSS Interior Lumber
TOLL; ASCE 7-98; Pf-35.0 p t (flat roof snow)- Exp ; Fully Exp,
Unbalanced sn oar load shave been consider d for this design.
4) This truss has been designed for greater of min roof live load of 16.0
� f or .00 times flat roof fad of . pf n or�rh��non-concurrent with other Iivc loads.
5) This truss has been designed for a 10.0 P f bottom chord live load nonconcurrenti
This truss rq u it date inspection per the Tooth �u t� ars other Ci F�a�
p Count Method when this tress is chosen for quality assurance inspection.
Refer to girder(s) for truss to truss conn ct[ons.
P rovide meth anical conn ction (by 0th r) of truss to b ear[ ng platea abio of Ith san
tdin
joint i uplift t j�oi rpt an I pli at
This true i
standardNSI/TPI 1 designed in accordance with the 2003 International Residential Code sections R502.1
1.1and 0.`� and rfrril
LOAD CASE(S) Standard
Parc 1
Scale:. 1;15_4
Tru Truss Type
i
ROOD TR USS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, I o bin
LOADING (psf)
TC LL 35.0
(Roof Snow -35,O)
T E) L 8.0 r'
B LL 0a0
BDL _
LUMBER
TOS" CHCRD 2 X 4 SPF
ET CHORD 2 X 4 SFJ^
t
1
REXiTHEPR1 ET N\4- MJ (lD)A
Job Reference (optional)
6.200 s Feb 11 200,E MiTak Industries., Ing,
-1---
'in
1o)
-_
L,/d
1- -
-0.0
-4
-2-
240
1
FAIN -0-0
Plates Increase 1.15
Lumber Increase 1.1
RoP Stress Ivor YES
Code IRC20017PI2002
1 aOF 1.5E
16 OF 1.5E
%DA'r4
J
Tc 0.57
ESC 0.1
B 0.00
(Matrix)
I
REACTIONS (lb/size) y1 /Ma han1 PO 2=372/0-5- , - /l laohalil aI
Max Horz 2=143(load case 7)
Max Uplift --(load case ), =-(load case
Max G rav _290 (load case ), -552 (load case ), = load c se )
POLICES (1b) - Max rel urrl Compression/Maximum Tension
TOP HO R D 1-2=0/95, 2-3=-213,/143
ESOT CHORD 2-4-_0/0
5-1-
DEL
'in
1o)
11d fI
L,/d
Vert(LL)
-0.0
-4
>999
240
'rt(TL)
-0.07
2.4
>7
180
H o rz (T L)
-0.00
3
n/a
n/a
BRACING
TOPCHORD
BOT HOR D
r -
N
0-0-12
Fri .fpr 21 09:07:1 4 2006 Page I
PLATES
MT20
Weight: 15 lb
FLIP
197/144
Scale = 1.1 .4
Structural wood sheathing direct[y direct[applied or 5-2-5 0o purlins.
Rigid ii ing directly applied or 10-0-0 o o bras irig -
NOTES
1) W[nd: ABLE 7-98; 90mph, h= ft; T DL=4. psf; BCDL=4.8psf; Category l]; Exp ; enclosed' MWFRS interior
1) � L=1. PIate grip DOL - 1, r� , Lumber
TOLL: ASCE 7-98; Pf - , .0 psf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design,
4) This truss has b en designed for greater of man roof live load of 16.0 psf or 2.00 times flat roof load of
non -concurrent with other live loads. .� psf on overhangs
Th I s truss has been designed for a 10.0 psf bottom chord five load nor con urFr nt with any other CIS
This trussrequires plate inspection per the Toth Count thud' loads,
when this true i ��sar� for quality assurance insption.
Refer to d r( for truss to truss connections.
Provide mechanical connection (by others) C)f truss to bearing plate capable of withstanding8 Ib a lift at joint
jointp and I uplift at
This truss is designed in accordan oe with the 2003 International Fr idential Code sections tions 8502,11.1
standard i I/TP1 1. and R802.1 and referenced
LOAD CASE(S) Standard
Job
Truss
07064
STACKMP I 1T -IF, Idalic F�, I ,ICS 834031it
Truss Type - TTt Ply
ROOFTRUSS I11
REXTHEPFSINCET N - SID)R
1
J c b Reference (e ticnaagD -
-200 s Feb 11 2005 MiTak Industries, Inc,
-1-0-0 _ -- -1 1- - -
Plate
Offsets MY): 1 .Ed
L
e,0-1- 8. - -4,0_
(Io)
-�
X 4
SPF
1650F 1.5E
8
LOADING psf) .�
T LL
35�0
-0.008
SPACING
-0-0
(Roof
Snow- .0)
0.00
Plates Increase
1.1
T DL
8.0
Lumber Increase
1,1
BL
0.0
Rep Stress Incr
YES
DL
8r0
Code IFS 00/TPI
00
LUMBER
TOP CHORD
BOT CHORD
WEBS
Alt
1-6-0
-1- 5-2.-5
I 1
DEFL
ire
(Io)
I/defI
X 4
SPF
1650F 1.5E
8
4
SPF
Stud/Std
Alt
1-6-0
-1- 5-2.-5
I 1
DEFL
ire
(Io)
I/defI
TG 0.26Vert(LL)
-0,00
8
>999
B0 01.05
1
Vert(TL,)
-0.008
>999
B 0.10
Hrrz(T L)
0.00
6
n/a
( atr I x)
REACTIONS. (Iblslze) =37 '/0- - , = 41/M chanIcal
Max H orz 2= 14 (i ad case 7)
Max Upfif 2=- (foad case 7)b =-6 (load case
Max Grav2=561(load case ), = O load case
FORCES (Id) - Maximum Gompress ton" a imam Tension
TOP, CHORD 11-2=0/95, 2-3=-397/Op 3-4=-257/0, 4-5--102/0
BOT IS RD 2-8=-40/20217-8;---47/239,6-7=-31/1
EES 3-8=-99/4213-7=-30/93F 4-7=--21/1671 4-6=-377/75
13RACING
TOP H RD
BOT >'" O R
-1 0-0-12
CIO
Fri Apr 21 09,07:15 2006 Page 1
PLATE`
240 KAT20
180
n ria
Weight: 24 1b
197/144
Scale =- 1;19,4
Structural ward sheath'ing directly applied or 5-2-5 oc purlins.
Rigid ceiling directly applied or -0-0 oc bracing.
!ATE
1) Wind., ASCE 7-98; 8mph; h= ft T D L-4. Psf; 13 D L= 4.8p f; Category II; Exp ; enclosed; MWFRS interior zone; Lumber
DCL==;1.33 plate grip LC L=1,38.
TLL:.E -8; Pf=35.0 psf (fiat roof snow); Exp ; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater Dt mini roof live load cf 16.0 psf or 2.00 tames flat roof load of 35.0 psf on overhangs
non-cor curreant with other live loads.
This tress has been designed for a 10.0 psf bottom chord live f'ead nonconcu,rrent with any other lies loads.
This true requires plate Inspection per the Tooth Count Method when this truss i
chosen for quality assurance inspection.
Refer to `rrder(s) for truss to truss connections.
8 Provide mechanical connection (by others) of truss to bearing plate capable of w thstanding 35 lb uplift at joint and
joint �' � uplift at
This truss Is dos Ig ned in accordance with the 2003 Inte rn atio na-1 Residential Cede sections x.502.11 t 1 and R802.10.2
standard I I/TPI 1 ��d referenced
LOAD CASE{S} Standard
Erase
F
STOCK COMPONENTS -IF, Idaho, Falls, ID 83403, RlDbin
LOADING (psf)
T LL 35.0
(Roof naw=35.0)
T DL _
BOLL 0.0
BDL 8,a
LUMBER
TOP CHORD
BOTCHORD
FB
1
Tress Type
ROOF TRUSS
aty 1ply
I
1 -- -1 -
6-10-3
I Job Reference 11 li o nal
. 00 s Feb 1 1 2,005 mi I eK inclustries, Inc. Fr Apr 21 09-107:16 2006
I ,:5x4 I
5
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1,15
Rep Stress I nr YES
Code I 02003 TPI 0o
3x4 =
REACTIONS (Ib/size) 2=450/0-5-8, =335/Mechanical
Max Horz =1 (load case 7)
Max Uplift =- 0oad case 7 )T =-7 (lead case )
Max Gravy- (load naso ), =4 (load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
T P H Old D 1-2=0193, 2-:3=-53010, _4=_ 1 44/76P 4-5=- 1 0
BOT CHORD 2-6=--84/334
WEBS 4-6=-212/505 -=-403/1 01
CSI
TC 0.1
BC 0.32
--7
DFL,
Vert(LL)
Vert(TL)
W s 0.15 Horz(TL)
(Matrix)
in
Occ)
4
IAF 240OF 2.0F
2
X
4
SPF 1 5F 1.5E
-0.21
-
4
SPF Stud/Std
3x4 =
REACTIONS (Ib/size) 2=450/0-5-8, =335/Mechanical
Max Horz =1 (load case 7)
Max Uplift =- 0oad case 7 )T =-7 (lead case )
Max Gravy- (load naso ), =4 (load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
T P H Old D 1-2=0193, 2-:3=-53010, _4=_ 1 44/76P 4-5=- 1 0
BOT CHORD 2-6=--84/334
WEBS 4-6=-212/505 -=-403/1 01
CSI
TC 0.1
BC 0.32
--7
DFL,
Vert(LL)
Vert(TL)
W s 0.15 Horz(TL)
(Matrix)
in
Occ)
I/deft
L/d
-0.09
2-6
>1
240
-0.21
-
180
0.00
6
n/a
n/a
BRACING
TOP IBRD
BOT CHORD
PLATE
MT20
Weight: 30 Ilb
RIP
197/144
Structural wood sheathing directly applied or -()-o oc purlins.
Frigid ceiling direct.1y applied or -0-0 oc bracing.
NOTES
1) Wind, ASCE 7-98; 0mph; h=2 ft; T DL=4.8p f; B DL= . p f; Category 11; E ; enclosed; MWFR
DO L= 1. plate grip D L-1. interior , Lumber
TOLL: ASCE 7-98; Pf= 5.o psf (flat roof snow); Exp ; Fully Exp.
Unb lanced sn ow loads have been considered for this e'gn.
4 This truss has been designed for greater of miry roof live load of 16.0 psf or 2.00 Cirri flat roof loanf
no -concurrent Frith other rive loads. � .0 psf on overhangs
This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other liveloads_6) This truss requires plat inspection ��r We Tooth Count Method �� this truss h��� for quality assurance
ne i nptio n7
Refer to girder(s) for truss to truss connections.
Provide mechanical connection (by others) of true to bearing plate capable of ith tandin Ib u lift at joint end Ib uplift atjoint .
This truss is designed in accordance with the 2003 Int rnat onal Residential Colo sections R502.11.1
tandard f I/TF i 1.and R802.1 0 . and referenced
LOAD E() Standard
Page 1
Scale, 1/2m 1
Jeb Truss Truss Type i Oty PIS RE�T�IEFII.IIT'1-2'III[F
Q7Q64 Inc
STOCKCOMPONENTS-IF, Idaho Fall', ID 88403, Robin
ROOF TRUSS 11
L 1. 1
Job Reference e ticnal
6.200 s Feb 11 20D5 MiTek Industries, Inc. Fri Apr 21 09,07:16 2006 Page 1
3_11^ 6-10-3
1--0
-10.11
1 5x4 � i
0
1
P I ate Offsets (X, ) : L ;0^2-4 r o-2--
U4
--
in
(lcc)
--
TC LL
35,0
LOADING (psf)
in
(lcc)
IldefI
TC LL
35,0
SPACING
2-0-0
CS1
(Roof
Snow- 3 5, 0)
Plates Increase
1-15
TC 0.25
T DL
8,0
Lumber Increase
1,15
BC 0.09
B LL
8.0
Rep Stress Incr
YES
WB 0.1
BC DL
_0
Code IR! 00 /TP1200
(Matrix)
LUMBER
TOP CHORD .2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF i yE
WEBS 2 X 4 SPF tLid!Std
REACTIONS (Ib/size) = /Mechanircal, 2=450/0-5-8
Max
= 0/0- -
Max Hort =164(1cad case 7)
Max Uprift7=-7 (lead case 7), 2 (load ease )
ax Gray =488(1 ea,d case 2), 2= (I ead ease 2)
1--0
--7
--1
l EEL
in
(lcc)
IldefI
Ve rt(LL)
-0,01
a
>999
'erl(TL)
-8.01
8
>999
Herz(TL)
0.01
7
n1a
FORCES 0b) - Maximum Compress [on/Maxi mum Tension
TOP CHORD 1-2;--0/93:t 2-3---588/op - =-563/1, 4-5=-1 08,159, 5-6---17/0, 5.7=-1 70/39
BOT CORD 2 -9= -59/375p8 -9=-z-68/43317-8=--71/422
WE9S 3-9--z-2 06/54, _ =-18/ 1, 4- --11/244, 4-7;-z-518/8 7
NOTES
BRACING
ACI
T IS CHORD
E T H RD
6-1,0-3,
L)d PLATES GRIP
240 MT20 197/144
180
n/a
Weight. 31 Ib
Scale'. 1121p= 1 0
Structural al good sheathing di rectl applied or -0-o oc purlins, except
end verticals:
Rigid ceiling directly applied or 10-0-0 oc bracing.
1) Ind: ASCE 7-98; 0mph; h=2 ft; T DL= .8p 1'; BCDL= . p fa Category .I1; Exp ; enclosed., MWF zone; o
LD L= 1,33 pl ate grip DOL- 1. . e, Lumber
T LL_ ASCE 7-98; Pf=35,0 psf (flat roof snow'); Exp ; Fully Exp.
8) Unbalanced snow loads have been corp ider d for ttrws de �
This truss has been designed for greater of min roof live load of 16,0 psf or 2.00 times flat roof load of 35.0 psf
on overhangs,
n on-conurrent with oth er I fe iced_
Th is trust, has been desig ned fe r a 10.0 psf botto m c lord 1 i e load non ee nc u rrent with ars ether J ive load s.
This truss requIres plate inspection per the Tooth Count Methcd when this truss is
hewn for quality assurance inspection -
7)
Refer to girders) for truss to truss connectlon .
Provide rnecl apical connection (by others) of truss to bearing ,plate capable of withstanding 76 1b uplift lift a {
joint p t joint an Id uplift at
This truss is designed in accordance with the 2003 International Residential Code sectlans R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1,
LOAD CASE(S) Standard
Jeb
7064
Trus-
IJ4
STOCK f F f lE141T - FIdaho FaN , ID 834031 Robin
din
- -Plat ff3t% k: [-1- ,- -1
LOADING (psf)
TOLL 35.0
(Roof r7ow=35.0)
TDL 8.0
BOLL 0.0
D : L M
LUMBER
`IrP CHORD
13T CHORD
WEBS
1
Truss Type Qty p��,
ROOFTRUSS �
REKTHEP I ET W- h al1D)
J. 1 Jeb Refe rence (optic nal
0,200 s Feb 11 2005 MiTek Industries, 1 roc.
1-0-0 3-5-11 3-6-0
SPACING _ -0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code IRC2003/TP112002
� CSf
j TC 0.26
� BC 0.36
WB 0.16
(Matrix)
REACTIONS (lb/ ize) 4=1 20/Mecha n i al, 2=462/0-5-8, 5=1 98/M echan ical
Max H o rz 2=1 (load case 7)
Max Uplift4=48(lca 1 case 7), - (le d case'7) T == 4(load case
Max Grav 4=1 road case2=684(load case 2), 5=277(ioad case 2)
FORCES (Ib) _ Maxlrrum ompr ion/Maxi'mum Tension
TOP CHORD 1-2==0/959 - -- 1 /0, -4=- 159184
BOT CHORD 2-6=-87/29215_6=0/0
WEBS -0=- 73/110
DEFL in r Ioe)
r (LL) -0.11 -
rt(TL) -0.25 -
Horz(TL) 0.00
Bell
TOP CHORD
ET ICOR D
3x4
Fri Apr 21 09;07;17 200.6 Page 1
lldefi Vd
PLATES
4
SPF1
5OF1. E
nla n!a
4
SPF
1 O5OF 1.5E
4
SPF
Stud/Std
� CSf
j TC 0.26
� BC 0.36
WB 0.16
(Matrix)
REACTIONS (lb/ ize) 4=1 20/Mecha n i al, 2=462/0-5-8, 5=1 98/M echan ical
Max H o rz 2=1 (load case 7)
Max Uplift4=48(lca 1 case 7), - (le d case'7) T == 4(load case
Max Grav 4=1 road case2=684(load case 2), 5=277(ioad case 2)
FORCES (Ib) _ Maxlrrum ompr ion/Maxi'mum Tension
TOP CHORD 1-2==0/959 - -- 1 /0, -4=- 159184
BOT CHORD 2-6=-87/29215_6=0/0
WEBS -0=- 73/110
DEFL in r Ioe)
r (LL) -0.11 -
rt(TL) -0.25 -
Horz(TL) 0.00
Bell
TOP CHORD
ET ICOR D
3x4
Fri Apr 21 09;07;17 200.6 Page 1
lldefi Vd
PLATES
X721 240
Mi20
}320 78Q
nla n!a
Weight: 4 lb
197/144
Structural wood sheathing directly applied cr -0-0 oc purlins.
Rigid ceiling directly applied ior 8-0-0 oe bracling.
NOTES
1) WInd: ASCE - 8; 0Mph; h- ft T DL=4, psf; 8GDL=4.88 f Category Ift E ; enclosed;
E)L=1.30 plate grip DOL=1 F a ' Fl interior n Lumber
T LLQ ASCE -98; Pf=35,0 pst (flat roof nowt Exp a Fully Exp,
Unbaranced snow loads have been considered for this design,
4) This truss has been designed for greater of ruin rOOf lave load of 16.0 f or .O
non -concurrent with other live loads � 0 times flat roof load of 35.0 Pf onoverhangs
This truss has been designed for a 10.0 p f bottom chord live load nonco current w
This trio requires plateInspection per the Tooth Count with a� �th�r, fw�� i���a
Method h�r� to true i chosen for quality assurance inspection.
Refer to girders) ter true to truss con ne tion .
Provide rr echanJe i connection (by others) of truss to bear[ng platea able of with, {
and 4 Ib uplift at joint p �tar�d�r� 4� ib uplift �t joint 4, � Ib uplift joint
') This true is designed in accordance with the 0International Residential Code sections R50.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Sale = 1,24.5
r Job Truss
704
Truss Type - ply
s
ROOF TRIJSS
1
UCK COMPONENTS -IF, Idaho .Falls, ID 83403, Robin,
-1-0-0
RF %THEPR ING FT(DN\4- 0)%J (ID)R
fob'l efer n e Lqpti naj
6.200 s Feb 11 2005 MITelk Industries, Inc.
2-5-8
MY):
:0-4- ,0 3.0-1.1 0-1-81,(8:0-2-410-2-41
8®_ - .10_ -
3-11-8
2-5-8
1-6-0
Plate Offsets
MY):
:0-4- ,0 3.0-1.1 0-1-81,(8:0-2-410-2-41
8®_ - .10_ -
L
L .fir (p
f
T LL
I.deft
BP IN -0-0
ert(LL)
(Roof Snow;; --35.0)
Plate Increase 1,15
TC 0.17
T DL
8.0
Lumber Increase 1.15B
7
BLL
0.+
Stress ir�r
B 0.17
B DL
&0Code
IB 0 /TPi 0
atri
LUMBER
Weight, 4 ]b
TOP CHORD
2 X
4 DF 240OF 2.OE
BOT CHORD
2 X
4 BF 240OF 2.OE
VVEBS
2 X
4 SPF Stud/Std
REACTIONS
(Ib/size)
-100/Mechanical,, 2=464/0-5-8,
= 0/ echan eaI
Max
Hort 2=1 5(load case )
MaxUplf
i-41(load case ), =- (load case y 6=-47(Ioad case
Max
Gray =1 load case
FORCES (lb) - Maximum ompres ioni' 'la imurn Tension
TOP CHORD 1-2=,0/95P 2-3-.;---58610, 3-4=-527/01 4-5=-131/70
BOT CHORD 2-8=-70/3413 7-8=-81/398o 6-7=-7713
BBS 3-8=-186/61,-3-7;;-_-15/831 -1=-16/2185 4-6=-491/99
3-0-3
-7-
DEFL in (Joc
0-
4
Fri Apr 21 09.-07:17 2006 Page I
,kale � 1:24.6
BRACING
T P HOR D Structural wood sheathing directly applied or -0-0 oc
purlins. u rl ie .E T HORD Rigid ceilingdirectlyappfieri or 1�- - �e �rain.
MOTES
5 d. ASCE - 80mph h- 5ft, T DL=4. p f; B CSL= . p f, Category11, E ` enclosed; � In ,
0 L=1.33 plate grip D L=1.33. FF interior rye} Lumber
TCLL., ASCE 7-98; Pf=35.0 p, f (fiat roof now); Exp Ci Fully Exp,
Unbalanced now loads have been consider i �
� fe i this design.
4) This truss has been designed for greater of man roof live load of
live 1 . �f or 2.00 tires flat
roof load of . 0 � f e� overhangs with other Ioads_
This truss has been designed for a 10.0 P f bc)otTl chord live load nonco `Pcurr nt with any other live loads.
This truss requ fres plata lnspe Von per the Tooth Count Method when this truss is chosen forquality assurance I� i
Refer to girder(s) for truss to trueconnections-
8)
onne tions- rl�� ton.
Provide mechanical connection (by other) of truss to bearing late capable f
and 4 1b up lift at Joint .
� p � � 'Jt.hstar7�iir� 41 Ib �p�Iaft t joint I uplift at joint
This tf�J Is designed in accordance with the2003, I r1terr1 ail oI �Residential a tG
standard ANSI/TP[ 1,
Code sections R502.1 1 M 1 and R802.10.2 ani' referenced
LOAD CASE(S) Standard
o)
I.deft
Lid PLATES GRIP
ert(LL)
-0,()l
7
>999
240 MT20 197/144
Vert('TL)
-0.01
7
>999
180
Horz(TL)
0.01
6
n/
n/a
Weight, 4 ]b
BRACING
T P HOR D Structural wood sheathing directly applied or -0-0 oc
purlins. u rl ie .E T HORD Rigid ceilingdirectlyappfieri or 1�- - �e �rain.
MOTES
5 d. ASCE - 80mph h- 5ft, T DL=4. p f; B CSL= . p f, Category11, E ` enclosed; � In ,
0 L=1.33 plate grip D L=1.33. FF interior rye} Lumber
TCLL., ASCE 7-98; Pf=35.0 p, f (fiat roof now); Exp Ci Fully Exp,
Unbalanced now loads have been consider i �
� fe i this design.
4) This truss has been designed for greater of man roof live load of
live 1 . �f or 2.00 tires flat
roof load of . 0 � f e� overhangs with other Ioads_
This truss has been designed for a 10.0 P f bc)otTl chord live load nonco `Pcurr nt with any other live loads.
This truss requ fres plata lnspe Von per the Tooth Count Method when this truss is chosen forquality assurance I� i
Refer to girder(s) for truss to trueconnections-
8)
onne tions- rl�� ton.
Provide mechanical connection (by other) of truss to bearing late capable f
and 4 1b up lift at Joint .
� p � � 'Jt.hstar7�iir� 41 Ib �p�Iaft t joint I uplift at joint
This tf�J Is designed in accordance with the2003, I r1terr1 ail oI �Residential a tG
standard ANSI/TP[ 1,
Code sections R502.1 1 M 1 and R802.10.2 ani' referenced
LOAD CASE(S) Standard
J o b Tri, ss___
Truss. Type �� Ply PE UHEP RING ET W-20WM 110F�
Q7064 J5 IA F TR U 4
I � �
TiCOMPONENTS-IF, Idaho 1=a1is, ID B340, Robin - -
,..Job Deference u tional
.200 s Feb 11 2005 .f iTek Industries, Inc. Fra Apr 21 09:07-18 2006 Page 1
Feta ff0.MfL- IV V) • T"5 -n A r -,L n^ 4-ri
LOADING (psf)
TOLL 35.0
�''.1 �
(Roof uo. 0)
T V L 0,0
8,0
� , p0�,
l3LL V • V
B DL 8.0
LUMBER
TOP CHORD
DOT CHORD
I
1--
-- 1
--1
SPACING -0-0
Plates Jncrease 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code IRC2003,rTP12002
2
X
4
SPF
1650E
1.5E
2
X
4
SPF
165OF 165O
1,5E
af Ali '
4-9-15
1
T 0.47
DEFT,
rt LL
in (lo)
-0.02 2-
Ild fl
Ud
240
PLAT jE���'
BC 0.16
Vert(TL)
-0.0 -4
>999
180
MT20 197/144
E 0,00 1
Ho rz (TL)
-0.00 3
n1
n/
(M atfi
Weight-
, 14 lb
REACTIONS (lb.r+si ) 3=171/Mechanical, 2-354/0-5-8, 4=36/l echan[ al
MaxH o rz 2;-- 1 (loaad case 7)
Max Uplift =- (load case 7)), =- (la d case )
ax G rav =2= (load case ), 2=527 (Road case ), 4=81 (load case 4)
FORCES (Jb) - Maximum Compress ion/Maxim urn Tension
TOP CHORD 1-2=0/95, 2-3=7-200/130
POT CHORD -4=010
NOTE'S
BRACINGTOP CHORD structural wood" sheathing directly applied or 4-9-15 ocurlin .
I
BOT ORD Rigid ceilingdirectly applied' or 10-0-0 o br in �
1) Wind: ASCE 7-98; 0mph; h=2 ft; T DL�4.8p fp S J L�4. psf; Categc ry 11 E' , ncl sed; I`'1=
DL -1.33 plate grip DL -1. �rr�trirzo nr
2) TOLL. ASCE 7-9, Pf;--. pf (flat roof snow), E , Fully E
Unbalanced snow loads have been considered for this design.
4) This true has been designed for greater of rein roof Jive load of 16.0 f or 2.00 times
non -concurrent with other Ripe loads p Etat roof load �f .� � f �n ���rl�ar��
This truss has been designed for a 10,0 p f bottom chord live load non on .
�r��n� with any �#fir Jig loads.
6) This truss requires plate inspection p r the Tooth Count Method when this true fs chosen forualit ,ass r
Refer to girder(s) for truss t� truss eonneciion � � �rte� Inspection.
Provide mechanical connection (by others) of true to bearing iate capable
jo i nt2. ofr�thstar�d�- n I up f ifttcir� t and I up Irft of
This true is designed in accordance with #hie 2003 International Residential Cade sections F,11.1 and 121.2 and referenced
standard ANSVTPI 1,
LOAD CASE(S) Standard
Jab
•
070134
I [uoz�
Truss Type
I P F T UOQ
STOCK MPO ENT -IF, Idaho Fall, ID 83403, Robin
Plate Offsets (X,Y): [2:10-4-6,0.0-11
LOADING (p f
TOLL 35.0
Ike of now= 3;x.0)
TDI! 8.0
P LL 0.0
BDL 8.o
LUMBER
TOP CHORD
POT CHORD
4 SPP
2 X 4 SPF
!Qty I Ply
M
4=-1
1-0- 4-9-10
RE>UH EI� F� f ! ETN\4so''II D� R
1
L- LJob Reteren e till.) 5..
6.200 s Feb 11 2005 MiTek Industries, inc.
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.1
ROP Stress I ncr YES
Code lF00/TP100
1 5OE 1.5E
1 650 F 1.5E
JaA1'+
GSA
TC 0.46
BC 0.16
W8 0.00
(Matrix)
REACTIONS (lblsi e) 3-170/Mechanical, 2=353/0-5-8. 4;--36/Mechanical
MaxH =135(1cad case 7)
Max U pliff =--7 (la ad ase ), =- � load ease )
Max rav= 6 (lead case ), = (lead case 2), 4-81 Mead case 4)
r RE (1b) - Maximurn Compre ion/Ma irrium Tension
TOPCHORD 1-2=0/ } 2-3--199/129
BOT CHORD -4=0/
-,-1
°r
4-a1
.DEFL
In viae.
I/defi
Ud
Vert(LL)
-0.0 =4
>999
240
Vert(TL)
-0-05 -4
>999
180
Harz(TL)
-O.c)o 3
n/a
ri a
BRACING
TOP CHORD.
BOT CHORD
Fri pr 21 09.-07-:18 2006 Page 1
�T"*
MT20
'eight; 14 Ab
F IFS
197/144
Scale !!= 1-17.8
Structural wood sheathing directly applied or 4-9-10 oa purlins.
Rigid ceiling directly applied or 10-0-0 oc bracIng.
NOTE'S
1) Wind: ASCE 7-98, 90rnph; Je ff; T DL= .3p f; B DL=4. p f; Category 11; EI • enclosed; F l .
nterio r zone; e; L n e rD L= I_ elate grip D L= 1.3
TOLL= ASCE 7-98; Pf=35,0 psf (flet roof snow); Exp ; 'Fully E
3) Un balanced now leads have been considered for thi design,
,
This true hes been designed for greater of min roof lige load of 16.0 sf or 2.00 tim8S flet roof le
r�iori-concurrent with other live leads. ad of pop f an overhangs
This truss has been designed for a 10.0 p f bottom chord live lead
nenconourreri# with any other lie leads.
This truss requires plate inspection per the Tooth Count Method when thirs truss -15 chosen foru alit assurance rant inspection.
7) Refer to girder(s) for truss to trussconnect-ions. 'q
) Provide mechanical connection (by others) of truss to bearing _late
joint � capable of withstanding 1b uplift # jointar�d IES uplift at
.
This truss i designed in aaaordarae with the 2003 International Residential Code sections R502.1 .1and .1." and referenced
standardANSI/TPI 1,
LOAD CASE(S) Standard
Job
07064
i runs
STOCK COMPONENTS -IF, Jdahc FaII , 1D 83403, Robin
�I
1
Truss Type
HOMO TRUSS
-1_-0
't
Ply I RE7(1TNEPRINCETQlV14-20WM(ID)R
1
1 I Job Reference o tional
B,200 s Feb 11 2005 MiTek l ndustrf s, Inc.
--'
1-5x4 11
4
%JAI*
8-0-Q
LOADING CS (psf)
TOLL n SPACING -0-0 CSI nrri
(Roof
now.T .0)
T DL
&
BOLL
0,0
BDL
8.0
LUMBER
T F' HORD
B T CHOFID
WEBS
Plats Increase 1.15
Lumber Increase 1.1
Rep Stress I n r YES
Code IRC2003iTP12002
REACTIONS (lb/size) 2;--512/0-5-8, 5;-_3790'Mechanical
Max Hor = 0 (load case 7)
MaxUPlift -- 1 (load case ), =-101(load case )
Max ra=(Cod case ), 5=.(load case
FORCES (lb) - Maximum Compression/Maxim urn Tenslcn
T P H RD 1-2=0/95, 2-3;---615/0. 3-4=-1 900195, 4-5=-212/57
BOT CHORD 2-5---1061367
WEBS 3-5=-:;-461/13
NOTES
T 08
��
�I jam_ r{ . Jy
B V Y i4V
Vert(LL)
ert(TL)
B 0.25 I Hor(TL)
(Matrix)
rn
-0.1
-r4
0.00
BRACING
TSP CHORD
ROT H RD
I/defl
44
>220
n/a
4x4
L/d
240
180
n/a
Fri Apr 21 09:07:19 2006 Page I
PLATES
Ti
MW
i &
197/144
tru tura) wood sheathing directly applied or -0-0 oc purlins,
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1)Wind: ASCE 7-98; 90r, ph; h - 5ft; T L=4. p f; EGD L= . p f; Category II; E ' endo
a � a ed, MWFRS interiorzone; Lumber
D L�1., 3 plate grip DOL=1.33.
TALL: ASCE 7-98; Pf-35.0 psi' (flat roof now); Exp ; Fully Exp.
Unbalanced snc)w loads have been considered for this design.
4) This truss has been designed for greaterof rein r0 f Jive load of 1 .0f or .00
� times flat roof Coad of 35.0 pf on overhangs
non -concurrent with ether live loads.
This truss has been designed for a 10.0 p f bottorn chord lire load non oncurr .nt Ithn
6 } This trussrequires plate inspection per t� e Tooth Count Method ber� this true i �. other live I��,�I,� .
7) Refer to girder(s) for truss to true connections. ne��n for qualityassurance in petion.
$) ProvIde mechanical connection (by others) of truss to bearingite � abl
joint p pf ititarJi n g 1 1b uplift at joint 101 Ike upliftt
This truss is designed in accordance with the 2003 International Residential Code sections R502-11.
standard NS TPI 1.1 aid R802.1art referenced
LOAD CASE(S) Standard
Scala :3o_
except
4
SPF
165OF 1.5F
X4
SPF
1 5OF 1,5E
4
SPF
Stud/Std
REACTIONS (lb/size) 2;--512/0-5-8, 5;-_3790'Mechanical
Max Hor = 0 (load case 7)
MaxUPlift -- 1 (load case ), =-101(load case )
Max ra=(Cod case ), 5=.(load case
FORCES (lb) - Maximum Compression/Maxim urn Tenslcn
T P H RD 1-2=0/95, 2-3;---615/0. 3-4=-1 900195, 4-5=-212/57
BOT CHORD 2-5---1061367
WEBS 3-5=-:;-461/13
NOTES
T 08
��
�I jam_ r{ . Jy
B V Y i4V
Vert(LL)
ert(TL)
B 0.25 I Hor(TL)
(Matrix)
rn
-0.1
-r4
0.00
BRACING
TSP CHORD
ROT H RD
I/defl
44
>220
n/a
4x4
L/d
240
180
n/a
Fri Apr 21 09:07:19 2006 Page I
PLATES
Ti
MW
i &
197/144
tru tura) wood sheathing directly applied or -0-0 oc purlins,
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1)Wind: ASCE 7-98; 90r, ph; h - 5ft; T L=4. p f; EGD L= . p f; Category II; E ' endo
a � a ed, MWFRS interiorzone; Lumber
D L�1., 3 plate grip DOL=1.33.
TALL: ASCE 7-98; Pf-35.0 psi' (flat roof now); Exp ; Fully Exp.
Unbalanced snc)w loads have been considered for this design.
4) This truss has been designed for greaterof rein r0 f Jive load of 1 .0f or .00
� times flat roof Coad of 35.0 pf on overhangs
non -concurrent with ether live loads.
This truss has been designed for a 10.0 p f bottorn chord lire load non oncurr .nt Ithn
6 } This trussrequires plate inspection per t� e Tooth Count Method ber� this true i �. other live I��,�I,� .
7) Refer to girder(s) for truss to true connections. ne��n for qualityassurance in petion.
$) ProvIde mechanical connection (by others) of truss to bearingite � abl
joint p pf ititarJi n g 1 1b uplift at joint 101 Ike upliftt
This truss is designed in accordance with the 2003 International Residential Code sections R502-11.
standard NS TPI 1.1 aid R802.1art referenced
LOAD CASE(S) Standard
Scala :3o_
except
Job Truss Truss Type �ry
Q7084 x'12 � ROOFTRUSS �
STOCK COMPONENTS -IF, Idaho FaJ1SR ID 83403, Robin
E
1.0-0 r --
1- - x-5-8
P1
ky BEX,THEPR1 ET N\4- 0U(lD)R s
i
1
� F 0ft--1enUU �U L!Urldl
6.200 s Feb 11 2005 MiT k Jndu trl;cs, in --c,
1--
1.5x4 11
R
Plate Offsets , F [2:0-0- 10-0-1 [8:0-2-450 - -4
LOADING p f )
T LL 35,0
(Roof Snow -35.0)
TDL 8.0
BOLL 0.0
BDL 8_g
LUMBER
TOPCHORD
BOTCHORD
ORD
WEBS
P f ate ire crease 1.15
Lum ber Increase 1.15
Rep Stress In r YES
Code CR00P00.
REACTIONS (lb/size) -379/l lechanical, 2;--512/0-5-8
Max Horz =S(Ioad case )
Max Upliff6,-1 01(load case 7), 2=-21 (load case
Max Gray = (lo ad case )F -7 '(load case )
(Matrix)
FORCES (Ib) - Maximum Compresslon/Mla imurn Tension
TOP CHORD 1 -2 =0/951 2-3= -/ t 3-4--,-690/0, 4-5=- 1 / P 5-6=-21 4 57
BOT CHORD 2-8=-83/405F 7- _- /4691 5-�-115/555
WEBS - =-228! , -7=-45/21g, 4-7=;;-1/180P 4-6=-6341131
TOTES
RM
D EFL
Vert(LL)
Vert(TL)
Hor (TL)
4-3-0
In
-o.0
-0.04
0.01
BRACING
TFHRD
BOT CHORD
(10)
6-7
-
6
/def 1
9
>999
n/a
d
240
180
` 1a
i
Fri Apr 21 09.'07-119 2006 Page 1
PLATES
TO
Weight: 39 lb
� i
■
197/144
Scale = 1:30.8
Structural wood sheathing directly applied or B-0-0 oc purlins, except
rid verticals.
Rigid ceiling directly appiied or 10-0-0 oc bracing.
1) Wield: ASCE 7-9890mph;h.;--ft; T LDL= . psf- BGDL=4. p f; Category IIs F p G, enclosed; MW FRS interior zone; Lumber
CS L=1. p l ate role D [�=1.33. � e
T LLT ASCE 7-98; Ff= 5,0 p t (flat roof anew); Exp ; Fully E .
p
Unbalanced snow leads have been considered for this design,
4) This truss has been designed for greater of rein roof five load of 16.0 p f or, .00 tires fiat roof load of 35.0�f an overhangs
non -concurrent with other i vo loads.
�
This truss has been designed far a 1 .g p f bottom chord We load n o nco ncu rre nt with ars
other ile loads.
This true requires plate inspection per the Tooth Gaunt Method when this truss is chosen forualit assurance irisp��ti�rl�.
Defer to girder(s) for true t trussconnections.
�
��
Provide mechanical connection (b others) of trussI� ,p to bearing plate oa ab�ie of withstanding 10 1 Ike uplift at ���nt � ar��l 1 Ib uplifti
joint .
This truss is design ed ire a cardan e with the 2003 International Re idarltlai Code sections R502, and R802.1
arid referenced
standard N ITTP i 1.
LOAD CASE(S) Standard
4
SPF
1650F 1.5E
.2
X 4
SPF1
OF 1,5E
PFStud/Std
REACTIONS (lb/size) -379/l lechanical, 2;--512/0-5-8
Max Horz =S(Ioad case )
Max Upliff6,-1 01(load case 7), 2=-21 (load case
Max Gray = (lo ad case )F -7 '(load case )
(Matrix)
FORCES (Ib) - Maximum Compresslon/Mla imurn Tension
TOP CHORD 1 -2 =0/951 2-3= -/ t 3-4--,-690/0, 4-5=- 1 / P 5-6=-21 4 57
BOT CHORD 2-8=-83/405F 7- _- /4691 5-�-115/555
WEBS - =-228! , -7=-45/21g, 4-7=;;-1/180P 4-6=-6341131
TOTES
RM
D EFL
Vert(LL)
Vert(TL)
Hor (TL)
4-3-0
In
-o.0
-0.04
0.01
BRACING
TFHRD
BOT CHORD
(10)
6-7
-
6
/def 1
9
>999
n/a
d
240
180
` 1a
i
Fri Apr 21 09.'07-119 2006 Page 1
PLATES
TO
Weight: 39 lb
� i
■
197/144
Scale = 1:30.8
Structural wood sheathing directly applied or B-0-0 oc purlins, except
rid verticals.
Rigid ceiling directly appiied or 10-0-0 oc bracing.
1) Wield: ASCE 7-9890mph;h.;--ft; T LDL= . psf- BGDL=4. p f; Category IIs F p G, enclosed; MW FRS interior zone; Lumber
CS L=1. p l ate role D [�=1.33. � e
T LLT ASCE 7-98; Ff= 5,0 p t (flat roof anew); Exp ; Fully E .
p
Unbalanced snow leads have been considered for this design,
4) This truss has been designed for greater of rein roof five load of 16.0 p f or, .00 tires fiat roof load of 35.0�f an overhangs
non -concurrent with other i vo loads.
�
This truss has been designed far a 1 .g p f bottom chord We load n o nco ncu rre nt with ars
other ile loads.
This true requires plate inspection per the Tooth Gaunt Method when this truss is chosen forualit assurance irisp��ti�rl�.
Defer to girder(s) for true t trussconnections.
�
��
Provide mechanical connection (b others) of trussI� ,p to bearing plate oa ab�ie of withstanding 10 1 Ike uplift at ���nt � ar��l 1 Ib uplifti
joint .
This truss is design ed ire a cardan e with the 2003 International Re idarltlai Code sections R502, and R802.1
arid referenced
standard N ITTP i 1.
LOAD CASE(S) Standard