Plans 5 A
Stonekine Garage Repair - Site Plan 6
{)EC 1 7.010
5W OAK MEADOW LN f'f
BUONO 01\11';.*K
30' 11,351
15.111 S - 0 0
Driveway
r
Area of Fire Repair---i
Garage
1
s .
13
V
i., 8 55' 50,33
Cli
CITY OF TIGARD
Approved .B.1.4a-..-.1As.F..[ ■-3/
Conditionally Approved
See Letter to: Follow [ ]
Attached
Permit Number: • Or" 10.4
Ad ess: tipArdAlalfiMMII
B Date: —WM
OFFICE COPY
13'
23,56'
•
45'
,--- CritY Or TIGARD - SITE PLAN REVIEW • 017
BUILDING PERMIT NO AA
PLANNING DIVISION:
Required Setbacks: j2(Approvedil 0 Not Approved
Side: .....:..3_—,. Street Side: ....4&..4._
Front. _L.6..-- GEy.a : .24_LI.._. Rear:
Visual Clearance: 1,0, Acp_royed 0 Not Approved
V---- Maximum Building, 1-leiji: .„: feet
CWS Service Provider Letter Required: 0-es 0 No
n Received
—
/ W-
1. .
ENGINEERING D RTIvIEN-F: .
Actual Slope: 5 % Z.I. Approved 0 Not Approved
Site P .n: El-Approved 0 ot A 4 4 roved ,
B. : Date: 2- 7—I l 0 ,
- ,
Notes: ety-v-e-d_ 1 214_ 4.44,--e---1"--'1":' S... -- v-- -
CIY 0 TIGARD - SITE PLAN RIENTIEW
BUILDING PERMIT NO: irl .. to --. - ,.. k TN .•
. ._ .
r 1
Street Trees:.-------.0( „pproved.. ,.., 0 Not Approved , I.
Prdtette&Treest , 'Approved 0 Not Approved i
I
,
: 8 /':. - • De e - 2 - •ii '
' INicitev.-----,...... i, . • ,...
............ __....... _.. . .._______ . ...•• .
........—„._ .... •
• •1
J
A Ston k i rg Garage Repair
i� 1 = 3/1E7"
A
N
Main Mouse
-3,, • - 3' -0" ,
n
1 to
1+, 6 D1 I Replace V2" Sheetrock on Walls
N
c i Replace 5/8" Sheetrock on Ceiling
fa E
to
L 0
Replace R -15 Wall 4 R -25 Ceiling Insulation
c
C m
T
co _
E
v 1 0 01 GARAGE
co -'
O
0
1 .' <31 Scrape 4 Seal Smoke Damaged Framing
1 llt
E I Replace Damaged Siding 4 2x4 Wall Studs
-----C1
1 16 0, C. t)/ P
....m.,
ie. -o
ip ft - Replace Overhead Garage Door
22 -0��
tett (00C .Q9 k- &
•
' Job Truss - ITruss Type Oty Ply TegrO, Inc
R32514282
. MM.04764 Al lc/est = 18 I I
I Job Reference (optional)
PRECISION TRUSS 8 LUMBER, INC., CIACKAMAS,OR. 97015 7250 a Nov 19 2010 MTek Industries, Inc Ned Dec 08 10:33:44 2010 Page 1
1D1b0Srn6TwGnLrR081 KY WO6By13127- S50Al) MFseLHFbOAd _D3iB50byrsLVpJHrc3hDhyBl 1r
I - - 1 12-0-0 24-0-0 26-&D
r 2-6-0 12-0-0 1 12-0-0 1 2-6-0
A.
, Sc =
Scale
U
4x4 =
9 10 11
4.00 ;12 7, 8 n 12
7 73
6 14
5 - 15
4 16
3 ` t7
III, 2 72 M'�1_ 18 I
3x5 — 35 34 33 32 31 30 29 20 27 26 25 24 23 22 21 20 3x5
3x4 =
I 24-0-0 I
24-0-0
LOADING (psf) ! SPACING 2-0-0 CSI DEFL in (lot) Udefl Lid ' PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.07 19 n/r 120 MT20 220/195
TCDL 7.0 I Lumber Increase 1.15 BC 0.13 Vert(TL) -0.10 19 n/r 90
BCLL 0.0 • Rep Stress Ina' YES WB 0.03 Horz(TL) 0.00 18 n/a Na
BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight; 118 lb FT = 20%
LUMBER BRACING — ._� --
TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc lm s.
BOT CHORD 2 x 4 OF No.1 &Btr G BOT CHORD Rigid celmg directly applied or 10-0 -0 oc bracing.
OTHERS 2 x 4 OF Std G MiTek recommends that Stabilizers and required cross bracing
c ` be Installed during truss erection, in accordance with Stabilizer
I nstallation guide.
'• REACTIONS All bearings 24-0 -0.
(Ib)- Max Horz 2=100(LC 3) -
y Max Uplift All uplift 100 lb or less at joint(s) 29, 30, 31, 32, 33, 27, 25, 24, 23, 22 except 2m280(LC 5),
18=-295(LC 6), 34= 116(LC 3), 21=-116(LC 4) j
Max Gray All reactions 250 lb or less at joint(s) 28, 29, 30, 31, 32, 33, 34, 35, 27, 25, 24, 23, 22, 21,20
except 2= 354(LC 1), 18 1) i
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-05; 100mph; TCDL= 4.2psf; BCDL h=25ft Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; I
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33
3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard
Gable End Detail"
4) AU plates are 2x3 MT20 unless other wise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc, chord 8) ' tril5s been designed for
toga Gve �d W �. on live load the bottom chord �1 alt reeswhere a 3-6-0 tall by 2 -0 0 wkle � 4 0 PR Q fi Sts
will fit between the bottom chord and any other members. �N� V �E'9 /p �
9) A plate rating reduction of 20% has been applied for the green lumber members. E
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 30, 31, 32, Q • '' � 1.. (
33, 27, 25, 24, 23, 22 except (it=lb) 2=280, 18=295, 34 =116, 21 =116. 1
11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSIJTPI 1. ''/ >" ,
j
LOAD CASE(S) Standard .r, ORE ,4
9 � R a �
FR S.Z 4
i
EXPIRATION DATE: 06/30 /12
h . December 8,2010
lc
, mom. Var(fl tparameers and RAW NO ES ONTHf54h1 INCLUDED REF�raa�sPAGSAOY -7415 rea 10 - 138 FORE 068- {
m
'
Design �d for use only with Welt connectors. This design 6 bored only upon pararnelers shown. and Is for an Individual building component, i
design paramenters and proper incorporation of component k responsibility of building designer -not fuss designer. Bracing drown A®
b for lateral support of indMduol web members only. Additional tertporay bracihg to insure stability during construction Is the M
responsibility d esg of the
erects. Adpermanent mpermanent bracing of the overeat structure structure k the respar>sm the lBty of e bNtd re
trig designer. For general guidance regarding 'Drawn �xm,.r- i
fabrication. quality control storage, delivery, erection and bracing, consult ANSVIPit Qunlly Criteria. 0SB-89 and SCSI Building Component 7777 Greenbeek lane, SWIe 109 i
Safely Information available from truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandra, VA 22314. Cline Heights, CrA, 95610
`• Job Truss Truss Type QIy !Ply i Tegrit, Inc.
I
R32514283
M-
M04764 A2 STANDARD 10 1
Job Reference (optional)
PRECISION TRUSS & LUMBER, INC., C ACJCAMAS,OR. 97015 7250 s Nov 19 2010 MiTek Industries, Inc Wed Dec 08 10:33:45 2010 Page 1
103 b 0 Sn6TwGnLcR081KYWO8By817X- xHCuwim(d,fP6CAtpYwi ejwilF7aE2P06dpEm8yB1lq
- • ( 6.4 12-0-0 17 - - 13 24-0-0 26-6-0
r 2-6-0 6-4-4 5-7 -13 5-7 -13 6 - 4 - 4 2-6-0
r,.
Sra1e = 1:46.6
4x5 11
4
4.00 12 it bGf \\ 4x4
5
2 All1111111■* 6
~ Y
01 i y [S :�: -.
11 10 9 e 3 7 °
4 = 8
304 = 3x4 = 3x4 =
305
1 6 1 15 - 3 I 22 240.0
8 - 13 7 6 ' 2 - 0 - 0 '
Plate Offsets (X,Y): [4:0- 2- 12,0 -2.0), 16:0 - 2-7,0.1 -81
LOADING (psf) 1 SPACING 2 -0-0 CSI DEFL in (foe) Ndell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.10 9-11 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.29 2 -11 >800 180
BOLL 0.0 * Rep Stress !nor YES WB 0.94 Horz(TL) 0.06 8 n/a n/a
BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 103 lb FT = 20%
LUMBER BRACING
TOP CHORD 2 x 4 DF No.1 &Blr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins.
BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceding directly applied or 10.0.0 oc bracing, Except
WEBS 2 x 4 DF Std G 6-0-0 oc bracing: 6-8
4. MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2= 1078/0 -3-8 (min. 0-1-8), 8=1255/0-3-8 (min. 0-1 -8)
Max Horz 2=85(LC 5)
Max Uplift 2=-276(LC 3), 8= 353(LC 4)
FORCES (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2- 3=1989/ 270, 3-4=-1713/217, 45= 1439/179, 5.6= 689/848
BOT CHORD 2- 11= 225/1815, 10-11= 95/1170, 9-1 95/1170, 8- 118/1350, 6-8= 746/729
WEBS 3-11= 386/171, 4- 11= 23/609.4 - 01291, 5-8=-2302/815
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; 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 truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
4) `This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will lit between the bottom chord and any other members. I
5) A plate rating reduction of 20% has been applied for the green lumber members. 'Q PRQf
6) Provide mechanical connection (by others) of truss to bearing plate capable withstanding 100 lb uplift atjoklt(s) except QNIb) " fi b s
2=276,8=353. c " ti." R /0
7) This truss is designed in accordance with the 2008 International Residential Code sections R502.11.1 and R802.10.2 and 4,V �
referenced standard ANSI/TPI 1. Cr. 1 e, '
LOAD CASE(S) Standard
I 1
i cb
Cb
Ali O •- ,' A.
1 EXPIRATION DATE, 06/30/12
December 8,2010
tr
r
a ifetRA - V design pa+' mmstera ciesdRSdD NOTES ONMS AND OICLUDIDIIyEXR$F BPAWdift7478 108SWORE Mg s
Design valid for use only With MOek connectors. This design k based only upon parameters sham. and Is for an IndINdual building component.
Applicah®ty of design pmarnentea and proper Incorporation of component is responsibility of btlldl sg designer- not buss designer. Bracing shown MiTek'
is fa lateral support of b clisAduotweb members only. Additional temporary bracing to Insure stabaty during construction is the responsibility of the M1 ek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r
fabdcatlon, quality control. storage. delivery, erection and brachia consult ANSUTPII Quality Cifede, DS8•b9 end aC51 Building Component 0 .o rw p 7777 Greenback e en
f.ene, &cla 109
Safety Infa nneaon avaiabie tom Truss Plato Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. per. c
Una Heights, CA, 85610