Plans (610) 91' -0" R F EI V ED
JUT1 0 6 2008
1 CITY )FTIGARD
BUILDING DIVISION
Plot Plan •
1/8 " = 1 inch
CV
CARMEN PARK, LOT 2
•
12020 SW CARMEN ST.
TIGARD'OR, 97223 r--
Owner: "'
Travis Horak
21' -0"
14' -0"
r ° 6' -0"
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CITY OF TIG SITE LAN REVIEW - .
BUILDING PERMIT ;r ' NO.: �%��!a ' ra��®�`
PLANNING DIVISION: Approved ®Not Approves
Required t Side: Setbacks: Street -1
Visual Clearance: Front. � — Ga ppp�ov d [] Not Approved
Maximum Building Height•- feet Yes ❑ No
CWS'Servic Provider Letter Required: 0 Received
B Date: ..
ENGINEERING DEPARTMENT: roved
Actual Slope: Not App
% � Approved 0 roved
Site Pl... : Approved ❑ of pp Date: 6 /'
Notts:
- CITY .. REVIEW
I Oit'I'IGA�D IP�1
BUILDING PERMIT NOM -CC« � J
Street Trees: ti Approved 0 Not Approved
Protect : Approved 0 o Approved
B pr Date: G� 0 ¢)
Notes`
91' -0" R F EI V ED
JUT1 0 6 2008
1 CITY )FTIGARD
BUILDING DIVISION
Plot Plan •
1/8 " = 1 inch
CV
CARMEN PARK, LOT 2
•
12020 SW CARMEN ST.
TIGARD'OR, 97223 r--
Owner: "'
Travis Horak
21' -0"
14' -0"
r ° 6' -0"
14 ' -4 '1
io
� *15 0, h �, '
CD
CD
M �o
ti� n
20'-6"
CV
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Ali
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4 "' a
•
CITY OF TIG SITE LAN REVIEW - .
BUILDING PERMIT ;r ' NO.: �%��!a ' ra��®�`
PLANNING DIVISION: Approved ®Not Approves
Required t Side: Setbacks: Street -1
Visual Clearance: Front. � — Ga ppp�ov d [] Not Approved
Maximum Building Height•- feet Yes ❑ No
CWS'Servic Provider Letter Required: 0 Received
B Date: ..
ENGINEERING DEPARTMENT: roved
Actual Slope: Not App
% � Approved 0 roved
Site Pl... : Approved ❑ of pp Date: 6 /'
Notts:
- CITY .. REVIEW
I Oit'I'IGA�D IP�1
BUILDING PERMIT NOM -CC« � J
Street Trees: ti Approved 0 Not Approved
Protect : Approved 0 o Approved
B pr Date: G� 0 ¢)
Notes`
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Job Reference fontiona0 -
PRECISION TRUSS 8 LUMBER, INC., CLACKAMAS,OR. 97015 7.080 s Aug 6 2008 MiTek`Intl Inc; Tue Sep -02 10:26:22 2008 Page 1
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LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) 1 /dell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.03 17 n/r 120 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 'BC 0.09 Vert(TL) -0.04 17 n/r 90
BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 16 n/a n/a
BCDL 10.0 Code IRC217031TPI2002 (Matrix) Weight'. /25/6 •
LUMBER BRACING t
TOP CHORD 2 x 4 DF No. 188h G TOP CHORD Structural Wood'sheathing directly applied or 6 -0 -0 oc purlins.
SOT CHORD 2 x 4 DF No.18Bo G BOT CHORD Rigid ceiling directly applieo or 10 - oc bracing.
1) r IERS ? x 4 DF Std , MiTek recommends Thal Stabilizers and required cross bracing be I •
installed during.lruss erection, in accordance with Stabilizer •
Inslallalion guide.
REACTIONS (lb/size) 2= 293/22 -0 -0. 16 =293/22 -0- 0, =104/22 -0 -0, 25 =112/22.0 -0, 26= 112/22 -0 -0, 27= 112/22 -0 -0, 28 =114/22 -0 -0,
29 =100/22 -0-0, 30= 158/22 -0-0, 23= 112 -0-0. 22= 112/22 - - 0, 21= 112/22 -0 -0. 20= 114/22 -0-0, 19= 100/22 -0-0,
18= 158/22 -0 -0
Max Horz2=129(LC 5)
Max Uplif12 =- 188(LC 5), 16 =- 2,13(LC.6). 25 =40(LC 5), 26 = -64(LC 5), 27 = -60(LC 5). 28 = - 49(LC 5). 29= -92(LC 5), 30 = - 33(LC 6).
23 = -34(LC 6), 22=- 66(LC,6). :21 = -60(LC 6) -49(LC 6), 19 = - 92(LC 6), 18 = -33(LC 5)
Max Grav2 =293(LC 1), 16= 293(LC 1), 24=120(LC 6), 25= 114(LC 9). 26= 113(LC 9), 27 =112(LC 1), 28= 1 9), 29= 100(LC 9)
, 30= 158(LC 9), 23= 114(LC 10), 22 =113(LC 10), 21 =112(LC 1), 20= 114(LC 10), 19= 100(LC 10), 18 =158(LC 10)
FORCES (Ib) - Maximum Compession/Maximum Tension
TOP; CHORD 1 -2 =0/56, 2 -3 =- 93/56, 3- 4=- 41/86, 44.. 28/106,, 5-6=-29/136, 6-7=- 29/162, 7-8 =- 29/192, 8 -9 =- 29/207, 9-10 = - 29/202,
10- 11=- 29/174, 11 -12 =- 29/133, 12.13= 29/95, 13 -14= 28/57,14 -15 =- 35/32, 15 -16 =- 62/29, 16-1.7=0/56 '
BO'r CHORD 2 -30 =0/152, 29- 30=0/152,28 -29= 01152, 27.28 =0/152,28 -27 =0/152,25 -26 =0/.152,24 - 25=0/152,23 -24 =0/152,22 -23= 0/152,
21 -22 =0/152, 20 -21= 0/152, 19-20=0/152.18-19=0/152,16-18=0/152
WEBS 9- 24=- 104/0 -25- 87/56, 7.26= 86/81, 6 -27=- 85/74, 5. 264-88/75, 4 -29 =- 70/74, 3.30 =- 133/91, 10 23 =- 87/50, 11 -22 =- 86/82,
12 -21 =- 85/74, 13 -20 =- 88/75, 14 - 19 = - 70/74, 15.18 = - 133/90
NOTES
1) Uribalancetl •rooflive. loads have•been considered for this design. c,0 PRDr
2) Wnd. •ASCE:7.05j•100mph; TCDL=4.2psf; BCDL= 6'.0psl 5025//: •Cal. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever tell -<(. . ) c ^ ;4? 55�,
and nghl.exposed ; end vertical lett and ngtti exposed: Lumber DOL =1 .33 plate grip DOL =1,33 ' ' �� 0
3) Truss designed for wind loads M the plane 0/ the truss only. For stutls exposed to wind (normal to the face), see Standard Industry Gable � -
End Details as applicable, or consult qualified building designer as per ANSI/7P11-2002. CC- 1#01..? 4 = 1
4) All plates are 2x3 M720 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing. xi 4, ,,_/
6) Gable studsapaced at 1-4-0 lac. 1�� X- This truss,has• been designed -fora 10.0 psi bottom chordllivelload nonconarrent with any other live loads, l-.'
g
8) A plate rating reduction of 20% has been applied. for the green lumber members. -O OR ,
9) Provide. mechanicabconnection (by others) of truss to.beanng plate capable of withstanding 188 Ib uplift at joint 2, 213 lb; uplift.at joint 16, 40 'O 2. Ib uplift 91/010125 6416 uplft• a 26, 601 uplift at joint 27, 49 Ib uplift at joint28, 92 Ib uplifrat joint 29, 33 Ib uplift at )oint30, 34 Ib uplift 1 '& , G
.at joint 23: 66 /b uplift atjcint.22, 60 Ib uptift-at joinf;2f,•49 Ib uplift at joint 20, 92 lb uplift at joint 19 and 33 Ib uplift at joint 18. /11 S - \\
10) This truss is designed in accordance withythe 2003•Intemational Residential Code sections R502.11,1 and R802.10.2 and referenced.
standard ANSI/TPI 1.
LOAD CASE(S) Standard {, EXPIRATION DATE: 01Oi30i10j
September 2.2008
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WARN1rJ(r.• V� de r,'1 J0. 0e-!erx N0l•I'.•,, C'IYl':IR; AND JN(''l.i/VWi 14711 -SF/ 1?rrNC. •1,2(1 91 ;,D2.?CliD't1' MS
Design void for use only th Wok connectors. This design is oosea 00/ upon paromelen shown arta is for cn Wvidua1 6,261/9 0o ponenf.
Appkcabl ry of de dr
sign pamenfen ood proper a fr corporaftoh of clamponen; esconsibiity of bu4dk p
+g doe not Ira, deslgner. •8 0c ng shown a0�n I
is for lolerp s uppod d ndrvidud web members only. Addllionai lemporory br0ckig /0 insure sloolity curing constrvcla u t. a responsbiky of the MITek l
tic for.. Addikino permanent bracing of the overall I RUC il120 is' the resporu'bifry 01 the building designer to general g Nonce regarding .o....n ....n..
obcoran.. control.storeg. erection one placing, coml9 Aniiitll •Q Iffy Crtiario.'552.09and iCSii. a inkling Component 7777 Greenbau lane, Suite 109
Safely Inlormalbn available from Truss Plate Institute. 963 D'Onolno•9nve. Mods°, Vn 53719.
Citrus Heights, CA. 95610
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CITY TIGAR D ° SIITI f' LAIC
BUILDING PERMIT NO.: Air± r:t��'
PLANTING DIVISION: Approved 0 Not Approved
Required Setbacks: 0 pp
Side: Street Side:
Garage: �' Rear:
Front. �
V isua1 Clearance: at Approved N Approved
Maximum Building Height. feet
CWS Servic - Provider Letter Required: 0 Yes 0 No
0 Received
to ^
Date: - _ r
ENGINEERING DEPARTMENT: roved
Actual Slope: S % E Not A pp
. Approved 0 roved
Site PI` : 1 . Approved 0 ot.. r
Date: _._ _ -
Notes:
MY 011t"l IGARD Asp OD •.
- ' �: PLAN ED/BM
BUILDING PERIl�91T'N®: I , r d
Street Trees: ti Approved 0 Not Approved
Protectet me : Approved E3/ Approved
By: j e i Date: G
Notes:
RE CEIVE') CITY of roGaF
Approved
C.jnditionally Approved
JUN 0 6 2008 For only the wo# as described it
PERMIT NO. OA } ( X ) ti ( -GZ
CM' OFTIGARD See Letter to: Follow
Attach
BUILDING DIVISION
Job Address: /1-00 5:x.1 ( c
ar _All - - [date•,.
•3- 2x4KStuds
• 2 - 2x12 Header
Z ;k • 3 -2x6 Trim
JJJ l
I I I I I I I I 1
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ti 1 i i i 1 1 i 1
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•
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•
• 3- 2x8 Trim I i i i i i i I
• 3- 2x4KStuds 1 i i i i i i i
• 2- 2xe Garage Door i i i
for Header I 1 i i
i i i i i i
ti i i i i i i ! !
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1 1 I I 1 1 I I I
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r2A/'At C uNt2S
f rx4NA.E 24'-0"
• . . • ,. aLe. -
- ' Gd a • l (7 ' CaNr -rNtq o u $ Sp/LA-Nit D Wm(
,r..; 0 >' C.AL- �RA� �.. G —
, ULOGA Alt FAA. L_
.. EDGES. FA s p V.) 2 Vat's
@ 6" c2C. AT /24 -"- L i OC i S
1k c 1" oc 1' r � � g4 5
L
v"
•
m ill I S Z
'Mow 12
Engineered
Trusses at 24"
O.C.
2x4 Studs at 1$" O.C.
T1 -11, Sheathing ---
S &L ATrAcuup
A PA to rA -L /'L -0
QQ -r I q l v1S 4 D f 5 J
B U .L PA. ?J -L . '
24' -0•
Nob: Foundition lido .
e Proasun Tieasd sln plate sttll %e1D' • $k
/Anchor bons at S'.r O.C. we, r emDearonr, • Canorob w
: Shan to a minimum
Maximum 1r R comma an coea and and of plates spad9ad strerpnr of Tx
ea shown In D72 Table R4 ORSC
R �m� ' a
MwmHhlo Fo detlon • Robot: sor
Mlnm at ono No. 4 two
w4NT a n 1 the top of the atom Mt0
1 V-C L 6 mho one Nn a located r to P from
•m bottom of Ova footing as pm' 12021'
R403.1A1
F
1i. .
N sf
10:
2x4 Studs at 18" O.C. \ o .
Hurricane Strap
T1 -11 Sheathing
8x7
O.H.G.G
27-0'
Monolithic Fotindaticn
R403.1.4.1
• Fow daeon constructed moredithicidly shah
2 x e Presses Treated plee with IS x1D' te permitted to have a mbdmum of two No. 4
bars placed In IM footing
/ AMINO, toe. et ea o.c: Mtiu 7 erucem.en, Fro
Me roman 17 from corners and eiid of petm
R403.1.8
Monolithic Found. n • The wood sob plate at extorter wale on
mermlaldc slits and wood .el pate. shah be.
t
anchored spaced a maximum ate teed on center. Them
..Cr shah be minlnium of two boas per pets
section web one bolt fooibd not nine than 1202C
12 Metes or to than .wen tea demon
• from each and of plats action.
• hob WW1 be al lead W b diameter and shah
be a minimum o1,7 inches into masonry or
co acres
1.•
•
« WALL CONSTRUCTION
O °6)(A�cC)l r
TABLE R602.10.5
LENGTH REQUIREMENTS FOR BRACED WALL PANELS IN A CONTINUOUSLY SHEATHED WALL °Ac
MINIMUM LENGTH OF BRACED WALL PANEL (inches) MAXIMUM VERTICAL ROUGH OPENING HEIGHT
NEXT TO THE REQUIRED BRACED WALL PANEL
8-foot wall 9 -foot wall 10 -foot wall 11 -foot wall 12 -foot wall (% of wall height)
32 36 40 44 48 85%
•
24 27 30 33 36 65%
For S1: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound per square foot = 0.04791(N/m'.
a. Linear interpolation shall be permitted.
b. Full- height sheathed wall segments to either side of garage openings that support light frame roofs only, with roof covering dead loads of 3 psf or less shall be per-
mitted to have a 4:1 aspect ratio.
c. Corners sheathed in accordance with Section R602.10.5 and Figure R602.10.5 shall be permitted to:ha+e a 4:1 aspect ratio.
i
11
WOOD STRUCTURAL PANEL II
• INSTALLED IN ACCORDANCE - - 1
WITH TABLE R602.3(1)
i 16d NAIL AT 24 INCHES O.C.
WHEN GYPSUM BOARD IS PRESENT
� INSTALL IN ACCORDANCE WITH CHAPTER 7
8d NAIL AT 12 INCHES O.C. ON /1 I
ALL FRAMING MEMBERS -- - - --e-
NOT AT PANEL EDGES iyy - -_ -T- `�. _ ._ -. - ^1
- --- —_ _- WOOD STRUCTURAL PANEL
� �� \. / �., - INSTALLED IN ACCORDANCE
!` WITH TABLER602.311)
8d NAIL AT 6 INCHES O.C. 8d NAIL AT 12 IN. O.C.
(ALL PANEL EDGES) / ON ALL FRAMING MEMBERS
NOT AT PANEL EDGES
(a) OUTSIDE CORNER DETAIL
WIIEN GYPSUM'BOARD IS PRESENT.
INSTALL IN ACCORDANCE WITH CHAPTER 7
WOOD STRUCTURAL PANEL
w. - INSTALLED IN ACCORDANCE
1 , WITH TABLE R602.3( I)
16d NAIL AT24 INCH O.C. 1
C 8d NAIL AT 6 INCH O.C.
(ALL PANEL EDGES)
+— 8d NAIL AT 12 INCH O.C. ON - —`
1 ALL FRAMING MEMBERS
I i NOT AT PANEL EDGES
WWD STRUCTURAL
L IN ACCORDANCE TRUCUR WITH TABLER602.3( INSTALLE 1)
(b) INSIDE CORNER DETAIL
•
For SI: 1 inch = 25.4 mm. -
FIGURE R602.10.5
EXTERIOR CORNER FRAMING
2005 OREGON RESIDENTIAL SPECIALTY CODE 6-17
- _ 6 uP 24-° x- --q�
WALLS ° VBO61�RI 12 001
t APA Rated Siding Joint Details
?:;r Vertical Wall Joints Vertical Inside & Outside Corner Joints
. Shiplap _� _ _ = R everse B oar d an B a tt en Butt& Caulk IF
tf
. :, 11 �I �� — _— I ;:.5 = `,.,; g Siding
r - T1.11 &
• ' ® Channel Groove
• =� Caulk
Note: Nailing
• � Z ' ' � shiplap joint o /both panel edges along
is required when wall
S i
.. gnt must m wall b or
•r''" ..:„..1..: en segment
shear eel wall requ
t " Vertical Batten
Board C
' _
Corner oar : , Batten "-- E = — If d n l idi is pp a li e d •
i;; � groovepaes ap Siding
Use ring -shank nails for the
•
qi battens, applied near the edges 0 I
• in in n n two staggered rows \ I �l- = - .,
: , . .: it: J/� Corner boards
• Jk Cy
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. .• .•.• .• .• . r APA Rated Siding Joint Details (cont.)
Wood Window Detail
Horizontal Wall Joints
(For metal window details, contact the
American Architectural Manufacturers Association.)
iaJ
�I
6 Butt & Flash I }! Siding Head �� Siding
t [ ®®MI Flashing
III � Blocking ��¢� 8 caulk
tlit
It; Flashing (goly. w�le Finish wall
r ' 1 I ) woo/
or aluminum
III Int. casing
L ap Siding Glass
Ii�t ! Blocking
: + r 1•�i4� ItI . Lop top pone) over
-1 �� Ii
4 t 1.111 bottom panel
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SCISSORS R29231146 I
j PRECISION TRUSS 8 LUMBER, INC.. CLACKAMAS,OR. 97015 ,inn Referenrri Notional)
).060 s Aug 6 2008 Mi7eklntlusiries. Inc. Tue Sep 02 102522 2008 Page 1
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2-0-0 0 • 0 , 0 0 0 0 0 0
1 2.0 i 6 5-0 I 11-0-0 • I • •3-0 • 0 0 0 0 72.00 2• -0n
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Plate Offsets 1X,Y): 14:0.2- 0.0 -1- 121,(9:0.4 -0,0 -3-41
LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.36 9 >714 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 8C 0.67 Vert(LL) -0.88 9-10 >297 180
BCLL 0.0 I Rep Stress Ina YES WB 0.99 HOrz(TL) 0.73 6 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix)
I Weight: 8716
LUMBER BRACING
TOP CHORD 2 v 4 DF No.1885 G TOP CHORD Structural wood sheathing dir?ctly applied or 2 -11 -0 oc punins.
SOT CHORD 2 . 4,DF No. 1801r G 50T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, •
WEBS 2 Std G
1 MTek recommends that Stabilizers and required cross bracing be i ,
instal during truss erection, in accordance with Stabilizer
REACTIONS (lb /size) 2 =1049/0 -3 -8, 6= 1049/0 -3-8 Insta llation guide. j
Max HOrz 2= 112(LC 5)
Max Uplill2= 230(LC 5), 8 =- 230(LC 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =0/55, 2 -3 =- 3829/380, 3 -4=- 2873/206, 4 -5 =- 2873/218. 56 =- 3829/239, 6 -7 =0/55
•
BOT CHORD 2.10 =- 347/3499, 9-10=-347/3501, 8- 9=- 164/3501, 6-8=- 167/3499
WEBS 4 -9 =- 109/2249, 3-10=0/223, 5 -8= 0/223. 3 -9 =- 878/249, 5- 9= •878/271 ,
NOTES
1) Unbalanced roof live loads have -been considered for this design.
2) Wlnd:,ASCE 7 -05; 100mph; TCDL= 4:2psf; BCDL =6.Opsf; h =25ft; Cat..11; Exp C; enclosed; MWFRS (low -rise); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL =1 .33 plate grip DOL =1.33
3) This Indss has been designed for al 0.0 psf bottom chord live load nonconcurtent with any other live loads.
4) A plate rating reduction of 20% has been applied for the green lumbe•members..
5) Bearing at 2, 6 considers parallel to grain value using ANSI/TPI'1 angle to grain formula. Building designer should verify capacity of
bearing surface:
6),Provide mechanical connection,(by others) o1lruss to bearing plate capable of withstanding 230 Ib uplift at joint 2 and 230 Ib uplift at joint 6. F\E� PR'�f•�
7) This truss'is designed in- accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referercad �- S�
standard ANS✓TPI 1. c <- ' - • EF . 9 / O
•
9 •
LOAD CASE(S) Stan
•
A BLt Q -0 c? S • O tQ ¢- 0 PPR0v )7 .� - !ti / � •
Ct� c2
EVIS
C,,� q•e o8 ( EXPIRATION DATE: 06/30/1
2 � September 2,2008
1e> Ml/.W9ni.." �' tGi:erX• 0.0 41 9S9Y1•1 , 0. M9w5.tYIH rth1+.. .. :- W' 000anT: A�r}�.r.vU'e•.`'1•R
Al W A N A.4 • Y nJy .0 *, /pm p.rr rt.. s' mmd READ N')T7.. ow 7 :7 AND .NCI c - r LS11'1- •r4J21 iFNCS P10,R tic! 747:1 )U*Pe%Rri 1111*;=.
Design valid I e only with Mnek m ectors f he de g a based only upon porameten shown and s f. on d quoI boding component. i
App6caoury of design poro antes and proper Incorporation pl. component a i0d 4
esponsty of b l g designer of rut designer. Bracing •shown i)S
e I.,Ioterd support of nd iduol web members only Additional temporary for¢ rig to insure stabd N dung constructron it the resprnsibibty or he MiTek-
erect.. AciditiCnClaerrnanerit of the overall stn.ct is the re spora40N of the buildup descrier. Fageneral gt,idance regarding •= ... ro ...
fooricotion. quality coned. orage.. delivery. erection and bracing. con101 ANSI/MI Ou=r5N Creerle. 025•89 and SCSII Budding Composer/
- Safcly Information cvailablcrhum mu Pfau, Initiiute. 593 D'Onolno Drive. Mcdifon. WI 53719. 7777 Greenpeck lane. Suite 109 !
Citrus Heights. CA, 95610
OFFICE COPY
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0 • R29231145
6345 Al QUEENPOST 2 1
Job Reference fontiona0 -
PRECISION TRUSS 8 LUMBER, INC., CLACKAMAS,OR. 97015 7.080 s Aug 6 2008 MiTek`Intl Inc; Tue Sep -02 10:26:22 2008 Page 1
000 000 9 0 00 0•
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I nao
2 2-0-0 - .
LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) 1 /dell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.03 17 n/r 120 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 'BC 0.09 Vert(TL) -0.04 17 n/r 90
BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 16 n/a n/a
BCDL 10.0 Code IRC217031TPI2002 (Matrix) Weight'. /25/6 •
LUMBER BRACING t
TOP CHORD 2 x 4 DF No. 188h G TOP CHORD Structural Wood'sheathing directly applied or 6 -0 -0 oc purlins.
SOT CHORD 2 x 4 DF No.18Bo G BOT CHORD Rigid ceiling directly applieo or 10 - oc bracing.
1) r IERS ? x 4 DF Std , MiTek recommends Thal Stabilizers and required cross bracing be I •
installed during.lruss erection, in accordance with Stabilizer •
Inslallalion guide.
REACTIONS (lb/size) 2= 293/22 -0 -0. 16 =293/22 -0- 0, =104/22 -0 -0, 25 =112/22.0 -0, 26= 112/22 -0 -0, 27= 112/22 -0 -0, 28 =114/22 -0 -0,
29 =100/22 -0-0, 30= 158/22 -0-0, 23= 112 -0-0. 22= 112/22 - - 0, 21= 112/22 -0 -0. 20= 114/22 -0-0, 19= 100/22 -0-0,
18= 158/22 -0 -0
Max Horz2=129(LC 5)
Max Uplif12 =- 188(LC 5), 16 =- 2,13(LC.6). 25 =40(LC 5), 26 = -64(LC 5), 27 = -60(LC 5). 28 = - 49(LC 5). 29= -92(LC 5), 30 = - 33(LC 6).
23 = -34(LC 6), 22=- 66(LC,6). :21 = -60(LC 6) -49(LC 6), 19 = - 92(LC 6), 18 = -33(LC 5)
Max Grav2 =293(LC 1), 16= 293(LC 1), 24=120(LC 6), 25= 114(LC 9). 26= 113(LC 9), 27 =112(LC 1), 28= 1 9), 29= 100(LC 9)
, 30= 158(LC 9), 23= 114(LC 10), 22 =113(LC 10), 21 =112(LC 1), 20= 114(LC 10), 19= 100(LC 10), 18 =158(LC 10)
FORCES (Ib) - Maximum Compession/Maximum Tension
TOP; CHORD 1 -2 =0/56, 2 -3 =- 93/56, 3- 4=- 41/86, 44.. 28/106,, 5-6=-29/136, 6-7=- 29/162, 7-8 =- 29/192, 8 -9 =- 29/207, 9-10 = - 29/202,
10- 11=- 29/174, 11 -12 =- 29/133, 12.13= 29/95, 13 -14= 28/57,14 -15 =- 35/32, 15 -16 =- 62/29, 16-1.7=0/56 '
BO'r CHORD 2 -30 =0/152, 29- 30=0/152,28 -29= 01152, 27.28 =0/152,28 -27 =0/152,25 -26 =0/.152,24 - 25=0/152,23 -24 =0/152,22 -23= 0/152,
21 -22 =0/152, 20 -21= 0/152, 19-20=0/152.18-19=0/152,16-18=0/152
WEBS 9- 24=- 104/0 -25- 87/56, 7.26= 86/81, 6 -27=- 85/74, 5. 264-88/75, 4 -29 =- 70/74, 3.30 =- 133/91, 10 23 =- 87/50, 11 -22 =- 86/82,
12 -21 =- 85/74, 13 -20 =- 88/75, 14 - 19 = - 70/74, 15.18 = - 133/90
NOTES
1) Uribalancetl •rooflive. loads have•been considered for this design. c,0 PRDr
2) Wnd. •ASCE:7.05j•100mph; TCDL=4.2psf; BCDL= 6'.0psl 5025//: •Cal. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever tell -<(. . ) c ^ ;4? 55�,
and nghl.exposed ; end vertical lett and ngtti exposed: Lumber DOL =1 .33 plate grip DOL =1,33 ' ' �� 0
3) Truss designed for wind loads M the plane 0/ the truss only. For stutls exposed to wind (normal to the face), see Standard Industry Gable � -
End Details as applicable, or consult qualified building designer as per ANSI/7P11-2002. CC- 1#01..? 4 = 1
4) All plates are 2x3 M720 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing. xi 4, ,,_/
6) Gable studsapaced at 1-4-0 lac. 1�� X- This truss,has• been designed -fora 10.0 psi bottom chordllivelload nonconarrent with any other live loads, l-.'
g
8) A plate rating reduction of 20% has been applied. for the green lumber members. -O OR ,
9) Provide. mechanicabconnection (by others) of truss to.beanng plate capable of withstanding 188 Ib uplift at joint 2, 213 lb; uplift.at joint 16, 40 'O 2. Ib uplift 91/010125 6416 uplft• a 26, 601 uplift at joint 27, 49 Ib uplift at joint28, 92 Ib uplifrat joint 29, 33 Ib uplift at )oint30, 34 Ib uplift 1 '& , G
.at joint 23: 66 /b uplift atjcint.22, 60 Ib uptift-at joinf;2f,•49 Ib uplift at joint 20, 92 lb uplift at joint 19 and 33 Ib uplift at joint 18. /11 S - \\
10) This truss is designed in accordance withythe 2003•Intemational Residential Code sections R502.11,1 and R802.10.2 and referenced.
standard ANSI/TPI 1.
LOAD CASE(S) Standard {, EXPIRATION DATE: 01Oi30i10j
September 2.2008
y Y4nkrt..rx.r. , p , —vTzF , J+rc+NGR'MF .. ,. .. ^ s T7n ro^ F.T- 7m• a4sawz>; p,' �*', iv: rm Y7n 'rRr� , u mq.Rerrn , -....&^.+°+.a� ,,,, F -.+; ar/. eT. Pt,r¢*?. rf: F"='> tc. 4vcmwm! F4 ^"°f *s',:„,....r;a ^,,. _a,ss•r: ,.,, ,
WARN1rJ(r.• V� de r,'1 J0. 0e-!erx N0l•I'.•,, C'IYl':IR; AND JN(''l.i/VWi 14711 -SF/ 1?rrNC. •1,2(1 91 ;,D2.?CliD't1' MS
Design void for use only th Wok connectors. This design is oosea 00/ upon paromelen shown arta is for cn Wvidua1 6,261/9 0o ponenf.
Appkcabl ry of de dr
sign pamenfen ood proper a fr corporaftoh of clamponen; esconsibiity of bu4dk p
+g doe not Ira, deslgner. •8 0c ng shown a0�n I
is for lolerp s uppod d ndrvidud web members only. Addllionai lemporory br0ckig /0 insure sloolity curing constrvcla u t. a responsbiky of the MITek l
tic for.. Addikino permanent bracing of the overall I RUC il120 is' the resporu'bifry 01 the building designer to general g Nonce regarding .o....n ....n..
obcoran.. control.storeg. erection one placing, coml9 Aniiitll •Q Iffy Crtiario.'552.09and iCSii. a inkling Component 7777 Greenbau lane, Suite 109
Safely Inlormalbn available from Truss Plate Institute. 963 D'Onolno•9nve. Mods°, Vn 53719.
Citrus Heights, CA. 95610