HomeMy WebLinkAboutTRUSS SPECS - 05-00171 - 654 Meadowbrook St - New SFRRio
0
-
4
L
L
Z
Job Truss Truss
„
Q3907 AlG ROOF TRUSS
STOCK COMP NENT -1F, Idaho Falls, ID 83403, Erie
I
All
I
--0-0 1 4-0-0
-0- -0-0
Qty --- Ply
RANDY P"11PARKINSON 5110 DG (11D) H
Job Ref p ion 1
6.200 s Feb 112005 MiTek Industries, Inc. Mon Jun 06 07:20:35 2005
SRW
n
8-0-0 1 10-0-0
--
Scale = 1:20.7
LOADING (psf)
TOLL 35.0
(Roof Sno=35,0)
TDL 8.0
BOLL 0.0
BDL 8.0
LUMBER
TOE HID
BOTCHORD
OTHERS
SPACING -0-
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I nr H
Code II/TP10
s -a -o
$-o-o
DEFT.
Vert(LL)
Vert(TL)
Harz(TL)
in
-0.08
-0.11
0.00
BRACING
TOP CHORD
BOT CHORD
(10c)
7
/dfl
n/r
n/r
n1a
L/d PLATES
120 MT20
90
n1
Weight: 29 I
1P
1971144
Structural wood sheathing directly applied or 6-0-0
oc purlins.
Rigid ceiling directly applied or -0-0 oc bracing,
REACTIONS TI (IbIsize) 2=375/8-0- , =375/8-0-01 =193/8- - , 1 0=1 14/8-0-0; =114/8-0-0
Max Upli-f
4/ - -
Uplif =- 7 (I d case , =- 4(Ioad case ), =-1 (10 d case , 1 0=-60(load case ), =- (Io d case )
Max Gray =Id case ),. =(Iad case ), =1 (Id case 1)., =1(ld case , =156 load case 3)
FORCES Ob) - i ung Compression/Maximum Tension
TOP H 1 1 - = /11 , - =-'I 38168, - =-57/87 4- =-57'/87, - =-1 l p 6-47=011'1,
BOT CHORD 2-10=-2/83, 9-10=-2/8318-9=-2/83P 6-8=-2/83
WEBS 4-9=-1 64/3 0y 3 -1 0=-1 19/97 5.8 =-1 19/97
NOTES
1) Winch ASCE 7-02" ph = fk; T DL = , p f; L=4- f} Category II Exp ; enclosed; -
E ter�ior( ); Luraki r COOL=1. plate grip DOL=1. .
Truss designed far wird loads in th ,pl .ne of the truss only. For studs exposed to wind (normal to the
face), see I iT I "Standard Gable End Detail"
3) TOLL: ASCE 7_98 Pf=35.0 P f (flat roof snow); Exp Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been des ig need for greater of miry roof live load of 18.0 psf or 1.00 times flat roof load of 35.0
p f on overhangs non -concurrent with other live loads.
) This truss has been designed for a 10.0 f bottom chord live load nonconcurrent i
th any other lie
loads.
7) Gable requires confinuous butt rn chord bearing.
8) Gable studs spaced at -0- .
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift t
joint 2, 274 1b uplift at joint 6, 12 lb uplift at joint 9, 60 lb uplift at joint 10 and 60 Ib uplift at join t .
p
�10 Th i truss i. d e nod i n rola n ee with the 2003 1 nte:rn ti ria I Res i d entia I ode ti ons 8502.11.1 an d
R802.10.2 arid referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
X
4
SPF1
F1. E
X
4
SPF
165OF 1.5E
SPF
Stud/Stud
s -a -o
$-o-o
DEFT.
Vert(LL)
Vert(TL)
Harz(TL)
in
-0.08
-0.11
0.00
BRACING
TOP CHORD
BOT CHORD
(10c)
7
/dfl
n/r
n/r
n1a
L/d PLATES
120 MT20
90
n1
Weight: 29 I
1P
1971144
Structural wood sheathing directly applied or 6-0-0
oc purlins.
Rigid ceiling directly applied or -0-0 oc bracing,
REACTIONS TI (IbIsize) 2=375/8-0- , =375/8-0-01 =193/8- - , 1 0=1 14/8-0-0; =114/8-0-0
Max Upli-f
4/ - -
Uplif =- 7 (I d case , =- 4(Ioad case ), =-1 (10 d case , 1 0=-60(load case ), =- (Io d case )
Max Gray =Id case ),. =(Iad case ), =1 (Id case 1)., =1(ld case , =156 load case 3)
FORCES Ob) - i ung Compression/Maximum Tension
TOP H 1 1 - = /11 , - =-'I 38168, - =-57/87 4- =-57'/87, - =-1 l p 6-47=011'1,
BOT CHORD 2-10=-2/83, 9-10=-2/8318-9=-2/83P 6-8=-2/83
WEBS 4-9=-1 64/3 0y 3 -1 0=-1 19/97 5.8 =-1 19/97
NOTES
1) Winch ASCE 7-02" ph = fk; T DL = , p f; L=4- f} Category II Exp ; enclosed; -
E ter�ior( ); Luraki r COOL=1. plate grip DOL=1. .
Truss designed far wird loads in th ,pl .ne of the truss only. For studs exposed to wind (normal to the
face), see I iT I "Standard Gable End Detail"
3) TOLL: ASCE 7_98 Pf=35.0 P f (flat roof snow); Exp Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been des ig need for greater of miry roof live load of 18.0 psf or 1.00 times flat roof load of 35.0
p f on overhangs non -concurrent with other live loads.
) This truss has been designed for a 10.0 f bottom chord live load nonconcurrent i
th any other lie
loads.
7) Gable requires confinuous butt rn chord bearing.
8) Gable studs spaced at -0- .
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift t
joint 2, 274 1b uplift at joint 6, 12 lb uplift at joint 9, 60 lb uplift at joint 10 and 60 Ib uplift at join t .
p
�10 Th i truss i. d e nod i n rola n ee with the 2003 1 nte:rn ti ria I Res i d entia I ode ti ons 8502.11.1 an d
R802.10.2 arid referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Vo
Truss
Truss
Q3907 131G ROOF TRUSS
STOCKCOMPONENTS-IF, Idaho Falls, 1138340.3, Eric
I
t
010
--0
- --
■
Qty Ply RANDY,; IPARKI N SO N /10 DG (ID) 2 H ..
s
,fob Reference (optional)
6.200 s Feb 11 2005 M iT k Industries, Inc. Mon Jury 06 07:20:362005 Page 1
e
-6-1
0
1-0-0
4 -sem z -a -o
Scale = 1 :36.7
2x4 11 2x4 I
4
2x.4
Plate Offset MY);
LOAD ING (psf)
T LL �✓ r SPACING
(Roof r��=_ Flat Increase1.15
Lurch r
TSL . r�r+� 1.15
��LL p 'fir I r�cr I
ESLd IRC2003ITP12002
8.0
LUMBER
TOP CHORD
2
X
4
SPF 1F 1.5E
BOT CHORD
2
X
6
Dl= No.
WEBS
X
4
S P F Stu d/Std
OTHERS
2
X
4
SEF Stud/Std
--1
CSI
TC 0.15
gc 0.56
ws 0.43
(Matrix)
DEFT.
Vert(LL)
Vert(TL)
Horz(TL)
2x4 a
2x4 1
-+1
2x4 11
--4
116F A, 11L a
n (loc) Ild efl Ltd PINES GRIP
0.01 11-12 240 MT20 197/144
-0.02 11-12 >999 180 1
0.00 6 n/a n/a
I Weight: 175 l
BRACING
T P I -I RD
BOT H 1D
Structural wood sheathing directly applied or 6-0-0
oc purli
- -
purli res.
Rigid veiling directly applied or 10-0-0 bracing.
REACTIONS Ike/size) 2=837/4-5-8, , ^83714- - , 12=511614-5-87 1 0=5116/4-5-83 '1 =-1132/4-5-83 '14=1856/4-5-8,
9--1132/4-5-8 7 8=1 8,5614-5-8
Max Uplift =- 'I load case ), =- 13(l ad case ), 1 =-1 loa case , 1 =-1 (l ad case )
, 13- -11 (1 oad case ), 14=-46 (1 oa d case , 9=-1 d l oa d case ), 8=460(l oad case
5)
Max ra =951(lo case ), 6= 951( load case ), 1 = 1 ( load case , 10=51 , ( load case ),
1 3=288(load case ), 14=1868( load case ), =288( load case , 8=1868( load case 2)
FORCES (lb) - Maximum Compress ion/Max! m tj Tension
TOFF H ICK 1 -2=0/6372 -3=-164/4313-4=-14731430.74-5=-1473/43 95-6=-164/43p6-7=0/63
BOT CHORD -14=0/909 13-14=0/90Y 1. -1 =0/90, 11-12=01903 10-11 =9-10=0/905- =0/90 6-.8=0/90
3
WEBS 3-12=-1594/434, 3-11 =-350,11 1 , -1'1=-322/11 5111=-350/1 , -1 0=1 5941434
M TP
1 -ply truss to be connected together with 0.131 " " N a i Is a s follows:
Top chords connected as follows: X 4 -1 row t 0-9-0 o .
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 o.
Webs connected as follows: 2 X 4 - °I row at -- .
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B)fare in the
LOAD CASE(S) seGtion. Ply to ply connections have been provided to distribute only loads noted I~ or
(B), unless otherwise indicated.
3) Wired: ASCE 7-02; ph; h= ft; T DL=4. p f l3L= . pf; Category 11, Exp ; enclosed;
E t ri r( Lumber DOL=1.33 plate grip .LC L=1. T
4) Truss designed for wird loads in the plane of the truss only. For studs exposed to wind (normal to the
face), see i liTe Standard Gable End Detail"
5) TOLL: ASCE 7-98; Pt -35.0 p f (flat roof snow); Exp , Fully Exp.
Continued on page
Job
Truss
Q3907 B1G ROOF TRUSS
,NOCK WlP IE T -I1`, Idaho Falls, ID 83403, Eric
Qty Ply 'RAN D � SLIP RCI NSON 5110 D (11D) H
2 n r
_Job Reference ptiol)
6.200 s Feb 1 +1 2d05 MiT k Industries, Inc. Mon Jun 07:20. 36 2005 Page
NOTES
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for greater of min roof live load of 18.0 p f or 1.00 tires flat roof load of 35.0 p f an overhangs,
non -concurrent. with other live i ad .
8) This truss has been designed for- a 10.0 p f bottom chord I ive I ad nonconcurr nt with any other live loads.
9) All plates are 1.5x4 MT20 unless otherwise indicated.
1 Gable studs spaced at 2-0-0 oc.
11 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 2, 313 Ib upiiff at joint
1384 1b uplift at joint 1 , 1384 ib uplift at joint 10, 11b uplift at jol'nt 1 , 460 lb uat joint 14, 1134 Ib uplift at joint 9 and 4601b uplift
joint 8.
1 This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced
standard ANSI/TPI 1.
1 ) Girder carries tie-in span(s): 36-9-0 furor 0-0-0 to 16-0-0
1 Uplift for first LC exceeds limits
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1,1 , Plate I n crease=1.1
Uniform Loads plf
Vert: 1-4--43, 4-7=431 2-6=-780(F -772)
Job
Truss Truss 'o�, _
Q3907 C1 ROOF TRUSS
STOCK COMPONENTS -IF, Idh Falls, ID 83403, Eric
1
M
r
n
C)
MOM
2-0-0
-4
Qty --.Ply. _ RANDY10 L/PARKINSON 5110 DG (!D) H
2 1
a Joh Reference
6.200 s Feb 11 20 MiTelk Industries, Inc. Mon Jun 06 07:20:38 2005 Page 1
5x6
0
17-7-4
23-10-0
gri-in-n -10-
5-8-4 6-2-12 2-0-0,
Scale = 1:52.0
--1
--1
11 10 9 8
%JAN
1.5x4
Plateff at)(t._J2:0 g e]; [6:0-1 -11 _1 Ed qe]
LOA D I N G (psf) TALL F�II�J -0-
��_.� Flat Ir�ra.e 1.�!(Roof � � Lumber Increase ra 1.15
H LL .� p StressInr ''E
E D L ,0 Code I I 03/TI� I
LUMBER
TOFF CHORD 2 X 4 SPF '1 OF 1.6E
BOT CHORD 2 X 4 SIF 1F 1.E
WEBS 2 X 4 SPF Stu d/Std
csi
TC 0.66
BC 0.40
W6 0.85
(Matrix)
REACTIONS (lh/sire)2=139110-3-8, 6=1391/0-3-3
Ma
=1391/ - -
a Uplift =-4 (l 1 case ), =-4 (I ad case 5)
MaxGray =1 1 (1 a case ), =1 1 � I ad case 3)
3x8 -
i
3x6
1.5x4 j C
ri_in_n
6-2-12
DEFL
in
(loc)
Ildefl
Lld
Vert(LL)
-Q.'I 0
10
,999
240
Vert.(TL)
-0.18
10-11
,999
780
Horz(TL)
0.07
6
nfa
nfa
BrRAGING
TOPCHORD
BOT FAD
PLATES
MT20
Weight: lb
P
GIMP
197/144
Structural mood sheathing directly applied or 3-11-8
OG purl
-11 -
purl n .
Frigid ceiling directfy applied or 10-0-0 bracing.
FORCES (1h) - Maximum u Compress ion/Maximum Tension
TOP CHORD 1-2=01120, 2-3=-2326/487, 3-4=-143914249 4-5=-14391424,5-6=-23261487, 6-7=0/120
BOT CHORD 2-11 =- 7'I11905, -11=-271119051 -1 0=-271/1905, B-9=-271/1905, 6-8=-271/1905
WEBS 3-11 `01225, -1 0=-9741212, 4-10=-'160/703, -1 0=-97412121 5-8=0/225
NOTES
1) Wired: ASCE 7-02; mph; h= ft T CSL= . p .f; B [ L- . p f; Category 11# Exp r en to d --
Etrir.); Lumber D 0 L=1.33 p late g rip l` L=1.33.
2) TOLL: ASCE 7.98 Pf=35.0 p f (flat roof rr • E • Fu[1y E
3) Unbalanced snow loads have been consideree for this design.
4 This truss has been designed for greater of miry roof live load of 18.0 f or 1 .00 times flat roof load of 35.0
pf on overhangs non -concurrent with other live loads.
5) This truss Inas been designed for a 10.0 p f bottom chord live load nonconcurrent with an
other live
loads.
6) Provide mechanical connection (by oth r) of truss to bearing plate capable of withstanding 456 lb uplift at
joint 2 and 456 lb uplift at joint 6.
7) This truss is designed in accordance with the 2003 International Residential Code
r>ections I.11.1 and
R802-10-2 and referenced standard ANSUTPI 1-
LOAD CASE(S) Standard
��
Job Tri
ss
Q3907 C1G
Truss
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
F
CD
-2-0-0 , 11-11-0
Qty
F
Ply
E
RAND 3"kLIPARKINSON 5110 D () H
Job Reference joptional}
6.200 s Feb 'I'I 2005 MiTek Industries, Inc. Mon Jun 06 47:20:39 2005
4x4
No
23-10-0
11-11
10-
-10-0
z -0-o
Scale = 1:47.4
Plate Offsets x ,
LOADING (psf)
T LL 35.0
(Roof n =. )
T [ L 8.0
B L L 0.0
-BCDL 8.0
LUMBER
TOILCHORD
BOTCHORD
OTHERS
Z.0 4 Z. is ZZ zi zu 19 18 17 1E ..-:3
-10-0
23-10-0
[2: 0 -1 `11, E d g eU,1 4:0-1-11 x E qg_� �,11 --810.3-0 -
SPACING 2-0-0 CSI
Plates Increase 1.1TC 0.60
Lumber Increase 1.15 BC 0.23
Rep Stress Incr NO WEA 0.15
Code IRC2003ITP12002 (Matrix)
aEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.08
0.01
BRACING
TOP HICK
ESOT HIL
lldfl
n/r
n/r
n1a
5x5
Lid
120
90
/a
PLATES
MT20
Weight: 101 lb
GIMP
197/144
C5
Structural wood sheathing directly applied or 6-0-0
oc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=385/23.-10-0 1=1 85/23-i'1 -, -203/23-1 R01 23=206123-10-05 24-196/23-10-01
25=236/23-10-0, 74/2 1 - � 20=203/23-10-05 19=206123-10-03 18=197/23-10-0,
17=241/23-10-0, 16=73,/23-10-0114=381/23-10-0
Max Uplif
1 7 / -1 -0114- 1/ 1 -
Uplif =- 41(load case ), 22=-64fload ease , =- (I ad case , 4=- (load ease ),
=-1 1 (1 d ease , =- (I ad case ), =n 4(l d ease , 1 =- (lead case ),
1 =— 7(load case ), 17=-11 l C ease ), 1 _- > a case , 14- (I d ease )
Max r = l d case ), 1=1 (I d case 1), = 1 d case ), = (1 d case),
4=285(1 .-d case 2), = 7(I d case ), 26=96(load case ), = (I .d case ,
1 =299(I d case ), 1 = (l d case ), 17= 4(l d case , 1 = (1 ad ,
14=575( I d case )
FORCES �Ib) - Maximum m press ion/Maximum Tension
TOPCHORD 1- i /1 1 ■ - =-11 1 ', -4= 69149■ 80/63, = 77/11 5 i7= -x'7/1 , 121
8-9=-84/2127 -1 0---V-79/166, 10-11 =-79111 , 11-12=-81/62, 12-13=-57/6,1, '13-14=-98!"1 ,
14-15=01119
ESOT CHORD 2 -2 6=0/1 3 77 -26=0/1 7, 24-25= 01137 7 -24=0/1 37 , 2 2 - -0/13 79 21-. =011 3 7, 1=011 37
19-20=01137, 1 1 =011 7, 17-18=01137, 1 -17= /14 , 14-16=0/142
WEBS -15 2/0, 7 -22 -277/84 - -2651101, 4 -260/9 — -26 =- 169135
9-20=-277/84P 10-1 9=-26611 01, 11 1 8=-260[92a 12-17=-296/113P 1 -1 l 69134
TE
1) Wind: ASCE 7-02; ph; h= ft; T DL=4. f; BC L=4. f; Category II; Exp ; enclosed; -
E ter»r( ; Lumber DOL=1.33 plate grip DOL=1.33,
2) Truss designed for wind loads in the lame of the truss only. For studs exposed to wind (normal to the
face), see MiTe "'Standard Gable End Df 11'
3) TOLL: ASCE 7-98; Pf=35.0 ps,f (flat roof snow); Exp Fully Exp.
4) Unbalanced snow loads have been considered for this design.
Continued on page
4
SPF
1OF 1.5E
X
4
SPF
1F 1.5E
4
SPF
Stu d/Std
aEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.08
0.01
BRACING
TOP HICK
ESOT HIL
lldfl
n/r
n/r
n1a
5x5
Lid
120
90
/a
PLATES
MT20
Weight: 101 lb
GIMP
197/144
C5
Structural wood sheathing directly applied or 6-0-0
oc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=385/23.-10-0 1=1 85/23-i'1 -, -203/23-1 R01 23=206123-10-05 24-196/23-10-01
25=236/23-10-0, 74/2 1 - � 20=203/23-10-05 19=206123-10-03 18=197/23-10-0,
17=241/23-10-0, 16=73,/23-10-0114=381/23-10-0
Max Uplif
1 7 / -1 -0114- 1/ 1 -
Uplif =- 41(load case ), 22=-64fload ease , =- (I ad case , 4=- (load ease ),
=-1 1 (1 d ease , =- (I ad case ), =n 4(l d ease , 1 =- (lead case ),
1 =— 7(load case ), 17=-11 l C ease ), 1 _- > a case , 14- (I d ease )
Max r = l d case ), 1=1 (I d case 1), = 1 d case ), = (1 d case),
4=285(1 .-d case 2), = 7(I d case ), 26=96(load case ), = (I .d case ,
1 =299(I d case ), 1 = (l d case ), 17= 4(l d case , 1 = (1 ad ,
14=575( I d case )
FORCES �Ib) - Maximum m press ion/Maximum Tension
TOPCHORD 1- i /1 1 ■ - =-11 1 ', -4= 69149■ 80/63, = 77/11 5 i7= -x'7/1 , 121
8-9=-84/2127 -1 0---V-79/166, 10-11 =-79111 , 11-12=-81/62, 12-13=-57/6,1, '13-14=-98!"1 ,
14-15=01119
ESOT CHORD 2 -2 6=0/1 3 77 -26=0/1 7, 24-25= 01137 7 -24=0/1 37 , 2 2 - -0/13 79 21-. =011 3 7, 1=011 37
19-20=01137, 1 1 =011 7, 17-18=01137, 1 -17= /14 , 14-16=0/142
WEBS -15 2/0, 7 -22 -277/84 - -2651101, 4 -260/9 — -26 =- 169135
9-20=-277/84P 10-1 9=-26611 01, 11 1 8=-260[92a 12-17=-296/113P 1 -1 l 69134
TE
1) Wind: ASCE 7-02; ph; h= ft; T DL=4. f; BC L=4. f; Category II; Exp ; enclosed; -
E ter»r( ; Lumber DOL=1.33 plate grip DOL=1.33,
2) Truss designed for wind loads in the lame of the truss only. For studs exposed to wind (normal to the
face), see MiTe "'Standard Gable End Df 11'
3) TOLL: ASCE 7-98; Pf=35.0 ps,f (flat roof snow); Exp Fully Exp.
4) Unbalanced snow loads have been considered for this design.
Continued on page
Job
Truss
Truss "
Q3907 C1GROOF TRUSS
STOCK C MPONENTS4F, 1-daho Falk, ID 83403, Eric
NOTES
Qty —Ply-- a -RANOYiJPARKINSQN 5110 DG (ID) Fi
1 't
Jots Reference I o ptioql
r Feb 11 2005 MiTek Industries, In -c". Mon Jury 06 07:20:39 2005 Page
5) This truss has been designed for greater of rain roof five load of 18.0 p f or 1.00 times flat roof load of 35.0 p f on overhangs
non -concurrent with ether lire loads.
6) This truss has been designed for a 10.0 f bottom chord live load nonconcurrent with any other live loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at i0-0 oc.
1 Provide mechanical nn ti n (by others) of truss to bearing plate capable of withstanding 241 lb, uplift t joint 2, 64 Ib uplift at joint 22
83 lb uplift at joint , 67 Ib. uplift at joint 24, 110 Ib uplift at joint 25, 80 Ib uplift at joint 26, 64 lb uplift at joint 20, 83 Ib uplift t joint 19,X67
Ib uplift at joint 18, 112 Ib uplift at joint 17, 82 Ili uplift at joint 16 and 239 Ib uplift at joint 14.
11) This true is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSUTPI 1.
LOAD CASE(S) Standard
Job -
Truss ..
Truss
Q3907 C2 ROOF TRUSS
STOCKCOMPONENTS-IF, Idaho Falls, i 83403} Eric
I
1 r
C3
---0
6-4-1
11-11-0
--4
Oty Ply
RANDY-A44�.,L/P F I1 01 5110 DG ( H2
'
.fob Reference (Optional)
.200 s Feb 11 2005 MiTIndustries, Inc. Mori dun 06 07:20-42 2005 Page l
5x6 11
N
17-5-4
5-6-4
-10-0
-4-1
Scale = 1:49.9
Plate Offsets PVY):
LOADING
(psf)
TOLL
35.0
(Roof
Snow=35.0)
TCQL
8.0
BCLL
0.0
BCI]L
8.0
LUMBER
TOPCHORD
BOTCHORD
WEBS
SLIDER
8x8
5x6
6-4-12 11-11-0 97-5-4 23-10-0
-4-1
_
5-6-4
5-6-4
Scale
--
[2:1 -1 -1� - -4], [2:11 -0 -15,
Ed 1,
[6:1-0-15, E d a ela
:1-1:1 , - -4]
SPACING1-0-0
1
DEFL in
(loo)
I/d fl
L/d
Plates Increase
1.15
TC 0.41
' rt(LL) -0.18
-1
240
Lumber incre
1.15.
B � 4
Vert(TL) -0.31
9-10
>918180
Rep Stress Irncr
NO
WB 0.86
Hor (TL) 0.11
6
rn1
n/a
Code fRC24031TP12002 (Matrix)
X 4 SPF 210OF 1.81E
X 6 BF 1F 1.6E
X 4 SPF Stu d/Std *Except*
W3 2 X 4 SPF 165OF 1.5E
Left 2 X 4 SPF 165OF 1.5E 6-0-39
Right 2 X 4 SPF 165OF 1.5E -0 -
REACTIONS (lb/sIze) 66049/0--, 2=6153/0-3-8
Max Horz 2=39fload case 5)
Max Upllf=-1 (id cage ), `-1 (Ioa...d case 5)
Max Grav 6=61 (1d case , 2=631 0(load case 2)
BRACING
TOP CHORD
BOT CHORD
-4-1.
PLATES
IT
Weight: 248 Ib
FIFA
197/144
Structural wood sheathing directly applied or -0-
oc purlins.
Rigid ceiling directly applied or 10-0-0 oc brie.
FORCES (lb) - Maximum CompressionlMaximum Tension
TO F H 0 D - =0164 y - =ml O 7 , - =- ' 1 /1 0, 4- .=:7 14/1 1, - =_1 42312696
BOT H F . -10=-235919253, -10=-235919253, -9=-237919298, 7- =-237919298, - '=-2379/9298
WEBS -1 0=-69912843, 3-9=-35611913, 4-9`-1 557/5948, 5-9=-3600/9367 5-7=-711/2859
NOTES
1) -ply truss to be connected together with 0.131"x3" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 c.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 c.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 0c..
2) All loads are considered equally applied to all plies, , except if noted as front (F) or back B face in the
LOAD CASE(S) section. Ply to ply connections have been provided to distribute nl loads noted F) or
(B), unless otherwise indicated.
3) Wind: ASCE 7-02; phi; h= ft; T L=4, p f; DL= . p f; Category II a Exp ; enclosed
Ext ri r(2) Lumber DOL=1-33 plate grip DOL.=1. .
4 T' LL: ASCE -; Pf=35.0 pf (flat roof snow); Exp ; Fully Exp*
5) Unbalanced now loads have been considered for this design.
6) This truss has been designed for greater of min roof live load Of 18.0 p f or 1.00 times flat roof load of 35.0
p f on overhangs non -concurrent with other live loads.
Continuedrn page
Job Truss Truss
Q3907 C2 ROOF TRUSS
STOCK € MPON E T -I F, Idaho h Falls, Ili 83403, Eric
Qty Ply _ r RAN D LIPARKI X11 S 0 N 5110D (ID) H
e
d 1 Job Reference (optional)
6.200 s Feb 11. 2005 MiTek In,d u trie , Inc. Mon Jun 06 07:20:42 2005 Fags
TE
7) This truss has been designed for a 10.0 psf bottom chord live load non on current with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1585 lb uplift at joint 6 and 1664 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2003 International Residential Code sect -Ions 8502.11'.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
1 Girder carries tie -ire pan((): 19-5-8 from 0-0-0 t 23-10-0
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.1 , Plate Increase=1.15
Uniform Loads lf)
Job
Truss
Truss ` I
D1 PF TRUSS
STOCK COMPONENTS -IF, I-daho Falls, ID 83403, Eric
---0, --5
12-6-3
6-.aa F1 z
Qty a Ply RAN DYwA4,LIPARKIN 5110 D ID) H
s
Job Reference a (optional
6.200 s Feb 11 2005 MiTek Industries, Inc. cin dun 06 07:20:44 2005 Page 1
18-6-0 1 24- -1 1 -5-11 1 36-9-0
-11-1 5-11-13 -11-1 --
lei
6x14 MT1$I-t:7-
iL!
4x4 --
3x6 = 4x4
n
l 4 MT1
-6-4 18-6-0 -5-1 i 36-9-0 i
-
Plate Offsets (X,y): [2:0-4-SXdqe]� [ Ed . ]_
LOADING (psf)
T LL
35.0
(Roof
Snow=35.0)
TCL
8,0
ELL
0.0
BDL
8.0
PACING --
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Inr YES
Code IRC2003ITP12002
1
TC 0.87
BC 0.86
B 0.80
(relatrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in (loc)
-0.2810-11
-0.55 10-11
.17 10
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOPCHORD
BOT CHORD 2 X4SPF 1 OF 1.5E
WEBS 2 X 4 SPF Stud/Std, BOT FI I D
WEBS
REACTIONS Ibl i e) 2=2061/0-5-8, 10=1851/Mechanical
Max Hr=(load case )
Max U pal ice -(bead case ), 1 =-482( load case 5)
Maxrav � 4 (1 I case ), 1 =2266( load case 3)
--4
Scale = 1:75.3
I'
Lo
Ildef I L/d PLATES GRIP
>999 240 MT20 197/144
180 IT1 8H 197/144
nfa n1
''eight: 146 Ih
Structural wood sheathing directly applied or 2-2-0
oc purlins.
i id Geiling directly applied or 8-2-13 bracing.
1 Flow at rn id pt 5-133 7-1
FORCES (1b) - Maximum Compression/Maximum Tension
TOP H F 1-2=0/1297 2-3=-4122188813-4=-35031821P 4-5=-3156/845x 5-6=-2179/7073 6-7=-223517077-
7-8=-3231/871,
-` =-223517077-
3. 31J 871, B-9=-35571848, 9-10=-4131/918
BOT H RD 14=-6 92/34751 1 -1 -489/2634, 12-13 =-498126 93 , 11 1 2= 498/2693, 1 11 -72613497
WEBS 3-14=-741/241, -14i-86/7679 5-13=4 333/32836-13=-402/1322Y 7-13=-1 252/3413 11 -115/7541
9-11 =-694/258
OTE
1) Wind: ASCE - ; 0mph; h= ft; T DL=4. f; BCDL=4. p f; Category 11; Exp ; enclosed;
E.. teri r( ; Lumber L=1.33 plate grip DCL=1. .
2) TOLL: ASCE 7-981 Pf=35.0 p f (flat roof snow); Exp ; Fully Exp.; L= 45-0-0
3) U
- -
Unkalaneed snow Roads have been considered for this design.,
4) This truss has been designed for greeter of resin roof live load of 18.0 p f or 1.00 times flat roof load of 35.0
p f on overhangs non -concurrent with other live loads.
5) Th is truss has been des igned for a 10.0 psf bottom chord live load non concu rr nt with a ny other I i e
loads.
6) All plates are MT20 plates unless otherwise indicated.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearinglate capableof withstanding 639 lb uplift at
joint 2 and 482 lb uplift at joint 10.
9) This truss is designed in accordance with the 2003 International Residential Code sections R5,02.11.1 and
R802.10.2 and referenced standard ANSI1TP1 1.
Continued on page
Job
Truss
D1 ROOF TRUSS
e.
STOCK COMPONENTS -IF, Idaho Falls, I D 83403, Eric
LOAD GASES? standard
0-
._Qty Ply RAN DY."i/PARKINSON 5I10 DG (ID) -H
1
Job Reference (optional)
6.200. s Feb 11 2005 MiTek Industries, Inc. Mon Jun 06 07: : 2005 Page
Job
Q3907
Truss-
D
Trust
_STOCK 1P NE T&IF,Idaho Falls, ID 83403, Eric
CD
--0
m
6.00 12
Qty
PIS i RANDYAONIPARKINSON1li I
1 1
a Job Reference Opti n
6.200 s Feb 11 2005 MiTekIndustries, Inc. Mon: Jun 06 07:20:45 2005 Page 1
5x5 =
12
--0
Scale = '1:69.2
5X5 = 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23
Plate Offsets (X,Y): [2:0-1-'! 1,Edge]
LOAD I(psf)
T L
35.0
(Roof
no =35.0)
TDL
8.0
BOLL
00
BDL
8.0
SPACING -0-0
Plates Increase 1,1
Lumber Increase 1.1
Rep Stress I n r NO
Code IRC2003/TP12002
LUMBER
TOP CHORD 2 X 4 SPI' 165OF 1.5E
BOT CHORD 2 X 4 SPF 1F 1.5E
OTHERS X 4 SPF Stud.
/Std
3x6
CSi
DEFL
in (loc)
Ilde#f
TC 0,65
Vert(LL)
-0.06 1
nlr
BC 0.21
Vert(TL)
-0.08 9
nlr
WB 0.32
Harz(TL)
0.01 22
n1a
(Matrix)
BRACING
TOPCHORD
BOT HIB
WEBS
3x6
L/d FOLATES
19f) MT9(1
90
nla
Weight: 185 Ib
22
GRIP
1971144
Structural wood sheathing directly applied or -0-
oc purlins. -
Rigid
url1n.Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at mldpt 12-325 11-33P 1 -
REACTIONS (Ib/size) 2=386/36-9-0., 32=185/36-9-0133=203/36-9-07 34=204/.36-9-09 35=204/36-9-0
36=204136-9-09 =205136- - � 38=199/36-9- , 39=225136-9-05 40=142/3-6-9-01
30=203136-9-0, 29=204/36-9-0., 28=204/36-9-0, 27=204/36-9-0, -0, =203/36- - .
25=207/36-9-0, 24=191/36-9-0, 23=249136-9-0, 22=103/36-9-0
Max Horz 2=73(foad case 5)
MaxUpIif =-1 (I ad! case ), =- lad case ), 4=- 4(I ad case ), =-7 I SI case 5),
=- (I ad case ), 7=-7 (I ad case , =- load case , =-1 08(load case 5),
4 =-4 (load case ), =- lad case ), =- 4 l ad case , = (l ad case 5),
7=- l d case ), =-76( load case , `- l a.d case , 4=-71 load case 5),
=-1 ld case 5)
Max rav =61 (I ad case , 32;1 load case 1), = (l d case , 4= 1 (l ad case ),
= 1 load case ). = 15(load case , = 1 (l ad case , =306 l ad case 2),
=353( load case ), 4 = 06( load case , = 0 I a case , = (l ad case),
—(load case ), =298( I oad case ), 26=296(load case ), =(lad case 3),
4= 78(l ad case ), = l ad case ), =14 (I ad case 3)
FORCES (1 b - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=01127, -=-1 29'34, 3-4=-79/01 4-=-761483 -=-84/43, -7=-83/44 -=-8318 =-
83/139,
9-10--83/1905 10-11=-831246, 11-1 =-88/286, 12-13=-85/286, 1 -14=-82/245 14-15--82/1907
15-16=-82/139, 1 -1 =-82/87, 1 7-1 =- f 371 1 -1 =-81 /381 1 - �- # 20-21=-86105
21-22=-140/57
BOT CHORD 2-40=01146. 39-40=01146,38-39=01146,37-38=0/146 _ _0
33-34=0/146, - =0/146, 31-32=01146,30-31=011465 - -0114 �28-29=01146Y27-28=0114
26-27=01146,25-26=0/146724-25=01146,j 4 01146, 01146
WEBS 12-32=-15510111-33=-294/743 1 - 4= 283/1 , -283/958-36=-283/96,
967
16-27=-2651969
2651969 1= J, 1 =. 268/97. 19-24=-255/921 21 =-302 17
Continued n page i
Job
Truss
Truss
Q3907 D1G RQ0F TRUSS
STOCK COMPONENTS -1F, Idaho Falls, ID 83403, Eric
Qty- Ply --- RANDYUPARKlNSaN 5110 DG JID) i-!
1
1
Job Reference optinI-
6.200 s Feb 11 2005 MiTek Industries, Inc. Mon Jun 0 7: 145 2005 Page
NOTES
1 'mind: ASCE 7-02; Oar ph; h= ft; T L= . f; DL'4. p f; Category 11; Exp ; enclosed; C -C E f ri r(2); Lumber DOL=1.33 plate grip
DOL=i ..
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiT "Standard Gable
End Detail To
3) TOLL. ASCE 7-; P'f=35.0 pf (flat roof snow); Exp Fully Exp, - L= 4-0-
4) Unbalanced snow loads have been considered for this ei n.
5) This truss has been designed for greater of min roof lire load of 18.0 f or 1.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
6) This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other live loads
7 ) All plates are 1.5x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing-
9)
Gable studs spaced at --
1) Provide mechanical connection (by others) of truss to bearing plat a p l f withstanding 185 lb u p int at joint 2, 55 lb uplift at joint
84 1b uplift at j Int 34, 75 Ib uplift at joint 35, 76 Ib uplift atjoint 36, 79 lb uplift at joint 37, 68 Ib uplift at joint 38, 108 lb uplift at joint 39, 44
Ib uplift at joint 40, 55 Ib uplift at joint 30, 84 lb uplift at joint 29, 75 1b uplift at joint 28, 77 Ib uplift at joint 27, 76 lb uplift at joint 26, 78 Ib
uplift at joint 25, 71 lb uplift at joint 24 and 1lb uplift at joint 23.
11 This truss is designed in accordance with the 2,003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
i Job
Truss
Truss
Q3907 D2 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ICS 83403, Erre
2-0-0 6-6-5
1--
D
RANQYl.IPARKINSON 5170 ❑G (ID) H
Job -Reference (otional
6.200 s Feb 11 2005 MiTek Industries, Inc. Mon Jun 0 07.20.47 2005 Page 1
5x6
�6
5-11-13 -11-1 6-3-5
Scale = 1:75.3
5x1 2 15 14 13 12 11
4x6 = 4x4 I 4
D10 11
9-6-4
78-6-4
27-5-12
30-9-4
36-9-0
(Roof
Snow=35th
Plates Increase
�1-
T 0.88
T[L
9-6-4
8-11-12
8-11-72
3-3-8
5-71-12
Plate Offsets ets (X�Y)* [2:0-2-5,Edge], [
LOAniW2, (n_tzfi
T LL
35.0
ISING
2-0-0
CSI
(Roof
Snow=35th
Plates Increase
�1-
T 0.88
T[L
-0,40
n
Lumber Increase
1.1
180
BOLL
.
0.0
Fop Stress In r
YES
WB 0.90
BCDL
8.0
Code II 00 /TP1
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
'REBS 2 X 4 SPFStud/Std
REACTIONS (I bl i 2=170310-5-8, 11=2219/0-5-8
Max
1=221 / - -
ax Hort =73(lo .d case )
Max Upli =- 4 l ad case ), 1 I=-578fload case 5)
Max ra =24+1 load case 2), 1 =271 (l ad case 3)
DEAL
in
(loc)
Ildefl
Ltd
Vert(LL)
-4.18
15
3999
24(}
Vert(TL)
-0,40
2-15
X919
180
Horz(TL)
0. 10
'I'I
nla
n1a
BRACING
TOFF CHORD
BOT HILA
WEBS.
PLATES
IST:
Weight: 149 ]b
GRIP
1971144
Structural wood sheathing directly applied or 2-7-9
oc
- '-
oc purlins.
Rigid oiling directly applied or 6-0-0 oc bracing.
1 Row at midpt -143 -1 } -1
FORCES (1b) Maximum prix n/Ilium Tension
TOFF CHORD 1-2=01129P 2-3=-36471688P 3-4--30251620P 4-5=-26771644P 5-6=-16,38/50Z 6-7=-143215011
7-8=-742/285, 8-9=-7941261,
--794121.F1■ 9-10=-132/972
BOT IS D -1 - 1613055, 14-15=-308/2203,,13-14=-1 39/1027P 1 nil .= 139/1027, 11-12=-51711395
10-11 673/175
WEBS 15=.-7521246,5-15=-190/774,, -1 -1338/331 3 6-14=-219/801 , 7-14=-38/43-81 7-12=-1 124/275,
9-12=-233114931 1 2564/581
MOTES
1) 'mind: ASCE7-02;9-mph, h= ft; T DL= . p f a E CSL= , p f; Category it ; Exp ; enclosed; -
Etrir()} Lumber DOL=1.33 plate grip DOL=1.33.
2) TOLL: ASCE -; Pf=35.0 psf (flat roof snow); Exp Fully Exp.; L&_ 4--
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 p f or 1.00 tires flat roof load of 35.0
p f on overhangs non -concurrent with other live loads.
5) This truss Inas been designed for a 10.0 p f bottom chord live load nonconcurrent with any other live
loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 Ib uplift at
joint 2 and 578 Ib uplift at joint 11.
7) This truss is designed in accordance with the, 2003 International Residential Code sections R502.11.1 and
.10. rid referenced standard ANSI/TPI 1
LOAD CASE(S) Standard
Job
Truss
Truss
Q3907 D3 ROOF TRUSS
STOCK MP ENT -1 F, Idaho Falls, ID 83403, Eric
I
CD
RANDY�,,LIPARKINSON 511€ DG (11D) IN
.jv meierenlionai)
6.200 s Feb 11 2005 MiTek Industries, In . I' ri Jun 0 �7: 0:48 2005 Fuge 1
--- -7- 10-6-10 15-6-0 18-6-0--1 .4- 0-- 7--0 39_0_01 -7- 4-11- 4-11-6 -0-0 6-0-4 6-0-4 6-5-8 2-0-o
Scale = 1:76.8
6.00 12
5X8
6x10 i 7
1 4 F 5 x 8
1
4 x 5
3.00 F1 2
1-o
7-5-1
-o-0
am
6x$ Mi`18R_—
Ham
-0-4
Plate et ,. ( , ■ ( i - ,0-1 '-1 ], - [ :0 -0+-1 4,E VV7.A]■f [11 : - 1 0,. - 8], [1 ■ +� 0, ], [1 ■ - 1/, 1- 1- 0
J �i
LOADING (psf)
FSI
TOLL
35.0
114 f. -V-
X01
(Roof now=35.0
Plates Increase 1.15
TC 0.85
T C L
8.0
Lumber Increase 1.15
BC 0.71
B L.L
0.0
Rep Stress In r YES
WB 0.94
BCDL
Code I I 0 /TP 1200
1atrix)
LUMBER
TOPCHORD
X 4
SPF 165OF 1.5E *Except*
T4 2 X 4 SPF 210OF 1.8E
BOTCHORD
2 X 4
SPF 165OF 1.5E *Except*
131 2
X 4 SPF 210OF 1.8E
WEBS
2 X 4
SPF Stud/Std *Except*
`14 2 X 4 SPF1 F1.EJ W9 2 X 4SPF 1 OF 1.5E
WEDGE
Left: 2 X 4 SPF Stud/Std
REACTIONS (IbIsize) 2_ 7 - ,1 =248910- -
Max Hor- =-1(load case 5)
Max Uplif =- o 1 ad case , 1 =-7 (l ad case )
Max G ray = 4 l d case ), 1= 04 l d vase 3)
ur.rL
Vert(LL)
Vert(TL)
Horz(TL)
n loo Iidf1
-0.60 16-17
.0.91 16-17
0.53 1'. 3 n/a
III
TOP CHORD
BOTCHORD
WEBS
L/d
240
180
n1a
7--0
PLATES
MT20
IT'1 H
Weight: 151 lb
GRIP
197/144
197/144
Structural wood sheathing directly applied or 1-10-1
oc purling.
Rigid ceiling directly applied or -4-4 oc bracing.
1 Row at midpt -1
FORCES (I - Maximum Compression/Maximunn Tension
TOPCHORD 1-2=0/1 231r 2-3=-65941946Y3-4=-5829/782,4-5=-5676/798, -7=-220"1 /401
=- 48/3801 - =-1 1 /20 -10=-147511 10-11=-50311851, - }
-�
E T HORD 2-17=-704/5822, 16-17=-44214855,15-16=-6613445,14-15=0/1320 1 -14=-16511641,
11-13=-1461/584
WEBS 3-17=-5861239, 5-17=-52/644, 5-16=-14251375, 6-16=-189/2510, 6-15=-2746/3137 7-15=-169/15635
8-15=-21/6935 B-14=-12041318, 10-14=-508/25403 1' -1 =-2768/664
NOTES
1 Wind: ASCE - ° mph h= ft- T C L=4* p f; B oL=4. p 'f; Category I I f Exp ; enclosed; -
E t ri r( ); Lumber DOL -=1.33 plate grip COOL=1 e .
2) TOLL: ASCE -' Pf=35.0 pf (flat roof snow); Exp ; Fully Exp.; L= 4--
3) Unbalanced snow loads have been considered for this design.
4) This truss Inas been designed for greater of ren its roof live load of 18.0 p f or 1.00 tires flat roof load of 35.0
psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 f hotf rn chord live load non on u rr nt with any other live
loads.
.
Continued on page
Job ':Truss Truss
Q3907 D3 FBF TRUSS
STOCKP EIT-IF, Idaho Falls, 183403, Eric
Qty s. Ply RAND . UP F I N 511 (ID) H
- -
I
r
_e.
Job Reference "inal)
6.200 s Feb 11 2005 MiTek Indo tfie , Inc. Mon Jun 06 07-.20:48 2005 Page
NOTES
6) All plates are MT20 plates unless otherwise indicated.
7) Bearing at joint(s) considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity of
bearing u dace.
8) Provide hani l connection (by others) of truss to bearing plate capable of withstanding 507lb uplift of joint 2 and 756 1b uplift at join
13.
9.) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANS11TP1 1.
.DAD CASE(S) Standard
Job
Truss
Truss
Q3907 D5 ROOF TRUSS
STOCKMP HENT 4F, Idaho Falls, ID 3403, Eric
I
--0
-7-
10-6-10
6.00 12
4-11-6 4x4a:!Y,
Ply
- RANDYAhNJPARKINSON 5110 D (ID) -H
_Job Reference (optional)
200 s Feb 11 2005 MiTek Industries, Inc. Mon Jun 07:20:49 2005 Page �1
4--1
sXfaMT, sR--
2x4
7
IN •
7-0-0
6-5-5
E
3X8 r- 44 1 1 0
15 14 1
3.001.12 I 3x8 1.5x4
-0-1
15-6-0
5--
17-6-
1-
7-5-1
7--1 --
0-11-8
Plate
-11-
Plata Offsets (X,Y): [ [12:1- -4,0-O-14], [16:0-4-4pO-2-8]
LOADING (psf)
TCLL
35.E
(Roof
Snow=35.0)
TCDL
8.0
BOLL
0.0
BCDL
8.0
SPACING --
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress 1cr YES.
Code IRC2003/TP12002
LUMBER
in
(loc)
E1defl
TOFF CHORD
2 X
4
DF 2400F 2.OE
ESOT CHORD
2 X
4
SPF 165OF 1.5E `Except*
B3
2
X 4 SPFStud/Std
WEBS
15
n1a
2 X
4
SPF
Stud/Std
CSI
TC 0.51
BC 0.60
B 0.92
(Matrix)
4--1
0-5-11 7-0-0
TEFL
in
(loc)
E1defl
Lld
Vert(LL)
-D.'1312-13
X999
240
Vert(TL)
-0.2412-13
X999
180
Horz(TL)
0.04
15
n1a
nla
BRACING
TOPCHORD
BOT H R
WEBS
PLATES
MT20
'IT18H
Scale =1:#35.1
Weight: 176 Ib
GRIP
197/144
197/144
Structural good sheathing directly applied or 4-11-.
oc purlins.
Rigid ceiling directly applied or 2-10-8 oc bracing.
I Row at m i dpt 9-16Y 11-14
REACTIONS I bI ize) 2=777/0-5-83 15=2476/0-5-8, 1 =688/t haT i al
MaxH o rz 2=71(i oad case 5)
Max plif =- lad case ), 1 =-580( load case ), 12=-21 0(load case 5)
Max r=1 lod cage , 1 =(lad case )a 1 =1 4(1d case 3)
FORCES (1b) - Maximum Corn press ion/Ma it u Tension
TOS' CHORD 1-2=011.241 2-3=-22801370,34=1 34311 , 4-5=-1 184/2 3, 5-6=-15011162, 6-7=-1 01/14961
a
7-8=-11911409P 8-9=-99/1281, 9-10=-602/r606, 10-11 =-922/567, 11-1 =-. 003/37
B OT C H O R D 2-18=-256/1922,17-18=-14815937 1 -1 r 1 /447 1 -1 2521 / 1I - =-
13-14=-309/1629, 12-1 =-3091 ■629
ES 3-18=-826/2663 -1 -821847, -17=--531 x'3885 17=014893 -1 922111 , 1 292/4333
9 -14= -871475,11 -14=-1105/292,11-13=0/236)
r-14=-475`11-11105/292,11'10/23 1- 14-16=-585/71018-16=-12691304 4-1 =-585/71 11 =-12691304
NOTES
1) Wind-, ASCE 7-02; mph; b= ft; T I L=4. p f DL=4. p f; Cats I]; E enclosed; -
t rir(.); Lumber DOL=1.33 plate r*lp DOL='I. .
2) TOLL: ASCE 7-98; Pf=35.0 f(flat roof snow E = -
� �� � , FII E��, L
3) Unbalanced snow loads have been considered for this design.
F
4) This truss has been designed for greater of nein roof live load of 1 . , psf or1.00 tires flat roof i
oad of 35.0
psf on overhangs nori-concurrent with other live loads.
5) This truss has been designed for a 10.0sf bottom chord live load non
concurrent ncurrnt with any other live
loads.
6) All plates are MT20 plates unless otherwise indicated.
7) Refer to girder(s) for true to truss connections.
8) Bearing at joint(s) considers parallel to grain value using ALIBI/TPI 1 angle to grain formula. Buildin
designer should verify capacity of bearing surface.
Continued on page
I Job Truss Truss
Q3907' D5 FF TRUSS
STOCK CUPONENTS-IF, Idaho Falls, ID 83403, Eric
'NSON 510 DG
Fly LI'�I.�j-j�__��____.�
1
_
Job Reference (optional)
6.200 s Feb 11 2005 MiTelk Industries, Inc. Mon Jun 06 07:20:49 2005 Page
NOTES -
9)
E -
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 2, 580 lb uplift at joint 1
and 210 Ib uplift at joint 12.
1 ) This truss is designed i n accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard
Job _ True -n Truss
Q3907 D6 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403} Eric
--
Qty Ply RANDY LIPARKINSON 5110 DG (1D)
Job Reference (o ti nal)
6.200 s Feb 11 2005 MiTek Industries, Inc. M'o n J u rs 06 07:20:50 2005 Fags I
-6- 12-6-3 18-6-0 24- -13 30-5-11 7-0-
--
5x10 MT
20K--
a
0
Scale = 1:79.6
fm+AkU --
9-1-14
9-1-14
14 13
Plate Offsets (X,Y): 12:0-4-610-1-8], [10-.0-10-030-0-10]
LOA DIIVG (psf)
TCLL 35.0
(Roof Snaw=35.0)
TCaL $.Q
BCLL 0.0
BCpL 8.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SPACING 2-0-0
Plates Increase 1..1
Lumber increase 1.15
Rap Stress In r YES
Code IRC2003/TP12002
7--4
CSI
TC 0.54
BC 0.52
I3 0.68
(Matrix)
7-1-
in A
--
-1 -10
DEFL
X
4
DF 240OF -E
Vert(LL)
X4
X999
SPF 1F 1.3E
Vert(TL)
X
4
SPF turd/Std
7--4
CSI
TC 0.54
BC 0.52
I3 0.68
(Matrix)
7-1-
in A
--
-1 -10
DEFL
in (Ioc)
Eldefl
Ud
Vert(LL)
-Q.'1810-1'I
X999
240
Vert(TL)
-0.4210-11
X549
180
Horz(TL)
0.02 10
nla
n!a
BRACING
TOPCHORD
T H RD
WEBS
REACTIONS (Iblsize)2=757/0-5-8,13=252410-5-8, 10=660/Mechanical
Max Hort = 3 l a i case 5)
PLATES
MT20
KITH
VVeight: 156 lb
1
C)
GRIP
197/144
1'48/108
Structural wood sheathing directly applied or 4-14
oc purlins.
Rigid id e11 i rig directly applied r 6-0-0 bracing.
1 Row at midpt 5-13, -13, 7-13
M ax
-29 oa
case ,
13=-(ioad case ),
1 =-1 7(lad Gale 5)
Max
G rav 2=1429(l oa d
case ,
1 3=-4(lad case 1 ,
10 = 1041 oa d case 3)
FORCES 0b) - Maximum mpr i n/ imum Tension
TOP CHORD 1-2=011 299 -. =-15271177 5 3 -4=-944/240 9 4-5=-597/330, 5 -6=-47/855, -7 = -2618 251 7.8= -6 6 8/258;
8-9=-994/223, 9-10=-1631/266
BOT CHORD 2-14=-102/1179113-14=-432/273.112-13=-3291401, 11-12=-3291401, 10-'1'1=-15411343
'EBS 3-14=-785/2525 5-14=-1161851,6-13=-13341338P-'1 =-11 1/239" 7-1 =-'l 1 T7-11=-122/8325
-11 = -85 1/206
NOTES
1) Wind: ASCE 7-02; mph; h= ft T l L=4. p f; BC L=4. p f Category 11; Exp ; enclosed; -
Ext rior(2); Lumber COOL='x .33 plate grip LC L=1 F33.
2) T LL: ASCE -; Pf=35,0 psf (flat roof noir); Exp ; Fully Exp.; L= 4-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of resin roof live load of 18.0 pf or 1.00 times flat roof load of 35.0
p f on overhangs non -concurrent with other live loads.
5) This truss has been designed for ar 10.0 psf bottom chord live load n non urr nt with any other live
loads.
). All plates are MT20 plates unless otherwise indicated.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at
joint 2, 668 Ib uplift at joint 13 and 172 lb uplift at `pint 10.
9) This truss is designed in accordance rith the 2003 International Residential Gude sections X50201.1.1 a n d
8.802.1.2 and referenced standard ANSI/TPI 1.
Continued on page
Job
Truss
Truss76
D6 ROOF TRUSS
STOCK COMPONENT5,11F, Idaho Falls, ID 83403, Eric
"LOAD CASE(S) Standard
1 Qty Pty RANDY /PARKINSON 511 (1D) H
Job Referen_(optional)6.200s Feb 11 2005 MiTe k Industries, Ire . Mon Jun.. 06 07:20:50 2006 Page
Job
Tess
`truss
Q3907 D7 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, IES 83403, Eric
1
-0-0 6-6-5
1-- 1--0
-11-1 -11-1
5.00 [f2
Qty PI
1
RANDYI_�IPARKINSON 510 DG (ID) H
lob Reference (optional)
6.200 s Feb 11 2005 MiTek Industries, Inc. Mon Jun 06 07:20:51 2005 Fuge 1
an
24-5-13 30-5-11 37-4-0
5-11-13 5-11-13 6-6-5
Scale = 1:75.6
5x6 = 14 13 12 11 5x6 =
6x8 = 4x4 = 3x6 = 4x4 6x8 =
am
4x8 =
--1
I'late Offsets(X,Y): -1 i11 Edge], [2:0-7-1210-1-8]5,LIO:0-5.1-11,E!!geL5jlO-.0-7-12tO-l-
LOADING
(psf)
TOLL 35.0
(Roof Snow=35.0)
rCDL 8.o
BOLL 0.0
EDL 8.0
SPACING -0-0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Incr YES
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 210OF 1.8E
WEBS 2 X 4 SPF Stu d/Std
WEDGE
Left: 2 X 6 DF H., Right: 2 X 6 DF No.2
1
TC 0.92
B 0.66
B 0.81
(Matrix)
)
REACTION'S (lb/s ize) 2=2068/0-3-8, 10=1866/0-3-8
Max Hort =lad case 5)
Max Uplif =- (fo d case ), 1=4Goad case 5)
Maxra = 4 (1 d case , 1 = 7(I d case 3)
DEFL
Vert(LL)
Vert(TL)
Harz(TL)
in (loc) Ildefl
-0.291U-'I'i X999
-0,55 10-91 X795
0.15 10 nla
BRACING
TOP H RD
BOTCHORD
WEBS
7-n,n
-
Lld PLATES
240 MT2D
18i]
nla
Weight: 150 lb
GRIP
1 97/1 44
Structural wood sheathing directly applied.
Rigid ceiling directly applied or B-10-6 bracing.
1 Flow. t midpt -1� 743
FORCES (1b) - Maxi m urn Compression/Maximum Tension
TOP CHORD 1-.2=011295 2-3=-419019077 3-4=-35591837 4-5=-3211186155-6=-2212/716,-7=-2270171
=-332618932 8-9=-3651/869Y -1 =-42531945
ESOT H RD 2-14=-713/3545, 13-14=-500126701112-13=-511/275.0, 11-°I _-5111276 i 10-11--755/3626
WEBS `14=-7721251. 5-14=-93/797, 5-13.=-1 3501332, -13=-41011361, 7-13=-1 288/348, 7-11 =-1 28181
-11=- 611274
NOTES
1) Wind: AE 7- 90mph; h= ft T L.=4. psf, E3DL=4f p f'; Cate 11; Exp . enclosed' -
E. t rior(2) Lumber D L=1.33 plate grip DOL=1.33;
2) TOLL: ASCE 7i; Ff�-=35.0 pf (flat roof snow); Exp Fully Exp.- L= 4--
3) Unbalanced snow loads have been considered for this design.
4) This true has been designed for greater of min roof live load of 18.0 psf or x1.00 times flit roof load of 35.0
psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 p f bottom chord live load no n concu rr nt with an
other live
loads.
6) Provide mechanical connection others) of truss to bearing plate capable of withstanding 638 lb uplift t
joint 2 and 486 1b uplift at joint 10.
7) This truss is designed in accordance with the 2003 International Residential Code sections
.10.2 and referenGed standard .TSI/TPI 1.
Continued on page 2
Job Truss Truss
7
D7
Q390!RGOFTRU
SS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Eric
LOAD CASE(S) Standard
Qty PIRANDY/PARKINSON 5/10 DG (0) H
y
2
Job Reference (ogtional)
6.200 s Feb 112005 MiTek Industries, Inc. Mon Jun 06 07.20:51 2005 Page 2
Job Tr - - j - _-- � Tru _...
Q3907 D8 RooF
STOCK COMPONENTS -IF, Idaho Falls., ID 83403, Eric
--0-
-0-0
-
i f !
4 1
RANDY "kLIPARF{1NSDN 5110 DG (!0) H
-Job Ifrenptinal - _
6.200 s Feb 11 2005 MiTek Industries, Inc. Mon Jun 06 07:20: 2-00 5 Page 1
�j
24-5-13,
7-0-0
* ■
5-11-1 -11-1 6-6-5 -0-0
Scale = 1:77.7
Ox0 — 15 14 13 12 5x6
zz
A=1
7--1
Plate -Offsets (X,.Y): [ [2-.0-7-12.0-1-8],
LOADING ( f)
TCLL
35.0
or/"'IryU
1 -u -U
L51
DEFL
in (Ivc)
(Roof
Snow=35.0)
Plates Increase
1.15
TC 0.83
Vert(LL)
-0.26 12-14
TCDL
8.0
Lumber Increase
1.15
BC 0.54
Vert(TL)
-0_48 14-15
Rri i
n n
Rep Stress
Incr
YES
WB
0.83
Horz[TL]
0.15 10
Code IRC20431TP12002 (Matrix)
BCDL 8.0-
LUMBER
.Q
LUM E
TOP CHORD 2 X 4 SEF 165OF 1.5E
BOT CHORD 2 X 4 SPF 210OF 1.8E
WEBS 2 X 4 SPF Stud/Std
WEDGE
Left: 2 X 6 DF I.,Right: 2 X 6 DF No.2
REACTIONS (lb/size) =2062/0--, 10=2062/0-3-8
MaxUplift=- (load case , 1 =- (l ad case )
Max Grav 2 =2736 (lad case , 1 = 7 (I d case 3)
BOT CHORD
WEEDS
7-0-0
--
I/d of I L/d PLATES GRIP
>999 240 MT20 19-71144
>922 180
n1 n/a r
Weight: 153 lb
Structural wood sheathing directly applied or 2-2-0
oc purlins.
Rigid ceiling directly applied or -10-1 oc bracing.
1 Row at m id pt 5-14Y 7-1
FORCES (lb) - Ma irn urn Compress ion/Maximumion/Maximum Tension
TOIL IS D 1-2=011295 2-3=4394/895, 394/895, - =-376418251 4-5=-3571/849, 5-6_-23591706, 6-7=-2359/7061
7-8=-3571/8495 8-9=-376418255 -10=4394/ � 10-11=0/129
SOT II I D 2-15=-630137269 14-15=-417/28537 1 -1 =- 1 / Y 12-13=-417/2853, 10-12=-630/3726
''EB 3-15=-7711251y 5-15=-92/7959 5-14=-13401332P 6-14=-40211384, 7-14=-1340/332, 7-12=-92/7959
9-12=-771/251
DOTES
1) Wind: ASCE 7-02; 90mph; h= T DL= . p t B L= . p f; Category II; E ; n l ed; . -
Etrir); Lumber DOL=1.33 plate grip DOL=1.33,
2) TOLL.- ASCE 7-98; Pf=35.0 p f (flat roof pow); Exp C Fully Exp.; L= 45-0-0
3) Unbalanced now loads have been considered for this design.
4) This truss has been designed for greater of ruin roof live load of 18.0 psf or 1 .00 times flat roof dad of 35.0
f on overhangs non -concurrent with other lire loads.
5) This truss has been designed for a 10.0, psf bottom chord live load n n on urr nt with any other live
loads.
6) Provide mechanical connection (by others) of truss to bearing p late capable of withstanding 632 lb uplift a
� t
i rpt 2 and 632 lb uplift at joi nt 10.
7) 1 nis truss is designed in accordance with the 2003 International Residential Code sections
.1 1.1 and
R802,10.2 and referenced to ndard ANS I/TPI 1
LOAD CASE(S) Standard
Job Truss Truss
Qty
c PiY RANDY IPIN 5110—D (10'"H
Q3907 DBG ROOF-TRUSSp �
Job Reference tjonl
STOCK COMPONENTS -IF, Idaho Falls, I"[ 83403, Eric 6.200 s Felt 112005 Mite a-6 d ustries, Inc. Mori Ju070-20:53 2005 P
age 1
I
---
N
5x5
-0-
139-0-0
2 -n -o
Scale = 1:70.8
Plate Offsets (X,.Y):
LOA ISI N G (psf)
TOLL 35.0
(Roof ow'=35.0)
TCL 8.0
BOLL 0.0
CSL 8.0
41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24
[22:0-1-11YEd
SPACING --
Plates Increase 1.1
Lumber Increase 1..1
Rep Stress Incr H
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 SPF 1650F I ,5E
BOT CHORD 2 X 4 SIF 1 F 1.5E
OTHERS X 4 SPF Stu d/Std
c � r
37-0-0
CSI � DEFL in (loc) UdefJ
TC Q.65 ..- ... , . .
BC 4.2'i
1JU8 0.32 �
(Matrix)
ver��L�.j
Vert(TL)
Horz(l"L)
-U.0
3
n/r
-0.08
n1r
.01
n/a
BRACING
TOP H RD
BOTCHORD
WEBS
5x5
L/d PLATES
1 T
90
n/a
Weight; '188 lb
C)
GRIP
1971144
Structural wood sheathing directly applied r 6-0-0
e purlins.
Rigid id� ceiling directlyapplied or 10--0.0 a gracing.
I Row t midpt 12-33P 11- , �1 -31
REACTIONS flb/size� =386137-0- , 33=186/37 -0 -Op 34=203/37-0-05 35=204137-0-03 36=204/37,0.05
37=204137-0-03 38=205/37-0-0,39=19-9/37-0-01 40=225/37-0-05 �1=142/37- -
31=203/37- x-03 30=204/37-0-0:7 29_204/37-0-0328=204/37-0-0x =205/37-0-��
26=199/37-0-0y25=225/37-0-0324=142137-0-05 22=386137-0-0
U plif =-1 (fo al case ), =- (load ease ), =- (l ad ease , =-7 load case 5),
37=-�'(Ied case ),=-Id ease ), =-(Id ease ), 4=-108. Ioad case 5),
41=44(l d case ), �1=- I ease , 0=- 1 nese ), (10 d case 5),
=-7 (l d case ), =- (I �d ease , =- load ease , =-108 l Yd ease .
� �r
4=-4 load ease ), =-1 ( load case 5)
Max r = 1 � load ease ), =1 ! (l ad case , 4=324 loads case �= �1 load case 2),
3 = �1 (l ad case , 37`31 l ad case ), = 1 (I�aed case . , = 6(Io�.d case ),
=3 3(I d case 2), 1= I d case , 1= 1 case ), 30=31 (lo d case 3),
=1 (1d ease , =�1 (led case , ='1 (Iod case ), = load case3),
=35(1ad case , =foad case ), =�1 iocase )
FORCES - Maximum um Compression/Maximum Tension
TOP H C 1- =0/127,2-3=-131/31, 3-4=-81/0, 4-5=-46145, 5-6=-87/409 - =- 8-9=-86/169P
9-1:0=-86/2203 10-1 1=-86/275, 1 �1 -1 _ 90/31 , 12-13=-90/316,13-14=-86/276, 14-15=-86/220,
15-16=.86/169, 1 1 =-861 ■ 1 i 17-18=-85/669 11871409 19-20=46/% 1 1/
21-22=-131/31, 22-23=01127
BOT CHORD2-41=0/192P40-41=0/1925 39-40=0/192Y 38-39=0/192)37-,38=011925- _
0/192, -34=011 , 32-33=011927 1- 011 , 31=011 =011 -
__3 �1 921
27-28=0/192, . 7' 0/192, = 11 ,24-25=0/192, =01192
''E 12-33=-180/0, 1 -34=-292/72, 10-35=-284/1047 - =-283194 8-37=-283/9G, =
-284/967
6-39=-281/93, =-/10 , - 3-41=-249160, 1 -292/7 # 14-30=-284/104, 1 -L =-./9
16-23=-2831961■7=-/d 18-26=-281193, 1 � 296/ .L 0 , 21-24=-249/60
Continued on page
;fob
Truss
Truss '►
Q3907 1= TIU
STOCK COMPONENTS -IF} Idaho Falk, 183403., Erie
Qty Ply ` RANDY /P � l NSON 511 G (ID)_H
Job Reference (optional)
6.200 s Feb 11 2005 i liT k Industries, Inc. Mon Jun 06 07:20:'532005 Page
NTE -
1) Wind-, ASCE 7- ; renph h^ ft T L= . pf; B L= . p f- Cate 11 Exp ; n l d;C-C E, t ri r Lumber
DOL=1.33 plate grip
[SOL=1. p
2) Truss des i gned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see 1 iT > "Standard GabIe
End D t iIIF
3) TOLL: ASCE 7-98- f=35.0 p f (flat roof snow),, Exp ; Fully Exp.; L= 45-0-0
4) Unbalanced snow I-oads have been considered for this design.
5) Th is truss has bee n desig n d for g renter ofm in roof live load of 18.0 p f or 1. 00 times flat roof load of 35.E psf on overha
non -concurrent with other live roads.
6) This truss has been desig n d for a 10.0 p f bottom cls ord I ive load n n con u r -r nt with any other I i e loads.
7 SII plates are 1.5x4 I' T 0 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) Gable studsspaced at 2-0-0 oc.
10) Provide mechanical connection (by other's) of truss to bearing plate capable f withstanding 199 lb uplift at joint 2, 53 Ih uplift at joint 34
85 ih uplift at joint35..u 7 lb uplift at joint , 7 lb uplift at j int , lb uplift t joint lb uplift t joint ,. 1 Ih uplift at joint 40, 44
Ib uplift t joint 41 Ifs lift �t joint �.p p 1, Ih uplift t joint 0, lb uplift at joint Ike uplift t joint , lb uplift t joint 27, 69 Ih
uplift at joint 26, 108 lb uplift at joint 25, 44 lb uplift at joint 24 and 199 lb uplift at joint .
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANS I/TPI 1.
LOAD CASE(S) Standard