Plans S tructural Calculations
for
Michael Residence Remodel
Partial GravityAnalysis
Portland, Oregon
Prepared for
� 3 5MOKk
Metroserv, Inc.
b �i�4-- August 29, 2003
JOB NUMBER 708 -003
***Limitations***
Engineer was retained in limited capacity for this project. Design is based upon information
provided by the client, who is solely responsible for the accuracy of same. No responsibility and/or
liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these
sheets. 1 r' sheet _ tnta • eluding this cover sheet.
( 'au CT U1t q
la PROP
•W � GIN o CITY OF TIGARD
CD 12,320 -
. Approved
CC randitionally Approved [ ]
J
r only the work as described in: "i
N OREGON 2 PERMIT NO.. M 5 T,.)cr13 �- co 7'
�CY y5,avu � See l.etterto: Follow i ]
� `. � �A, �t a,ej�
�N J. Et%0 Job Address`r" ? .u .+ 104 ipi 1
EXPIRES: t 3i o3 . —_�,_ Date: `1 -0
z y
This Packet of Calculations is Null and oid if Signature above is not Original
9600 SW Oak, Suite 230
Portland, Oregon 97223
Office 503 -452 -8003 RECEIVED
X Fax 503- 452 -8043
ALPHA ENGINEERING, INC. _REP 17 2003
Ws4lri iICPr"
BUILDING DIVISION
Sep. 9. 2003 5:31PM No.7212 P. 3
Design Criteria
Project Scope: Gravity Analysis Of New Window Headers and Posts
Design Specifications:
Dead Load:
Floor: 15 psf
Wall: 15 psf (Wood)
Roof 15 psf
Live Load:
Roof 25 psf (Snow)
Floor. 40 psf (Residential Floor)
Materials and Design Data:
Materials:
Wood Beams & Posts- DF -L #2
Design Assumptions
1. Allowable soil bearing pressure (qa) : 1500 psf (1997 UBC Table 18 -T -A)
2. Floor joist clear span of 14' -0" max over new windows.
3. Roof rafter clear span of 14' -0" max over new windows
4 6:12 max roof slope at new windows.
Structural Analysis Software Used:
WoodWorks — Sizer version 2000d
1
Sep. 9. 2003 5:31PM No.7212 P. 4
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DESIGNER DATE: 6 - A "1
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PAGE#
AEI A Plaza West, Suite 230 A 9600 SW Oak A Portland, Oregon 97223 A tel 503 452 8003 A fax 503 452 8043
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Sep. 9. 2003 5:32PM No.7212 P. 5
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JOB#7
DESIGNER: p a,5 DATE: 6 - ,e C.)3
PAGElt: 3
AEI A Plaza West, Suite 230 A 9600 SW Oak A Portland, Oregon 97223 A tel 503 452 8003 A. fax 503 452 8043
' Sep. 9. 2003 5:32PM No.7212 P. 6
F 447 ,LD b
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PAL = a 71 !b / 4 0
PLL = RS (q') c gas 6 /Pv- T RI
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DESIGNER: ...��, DATE 9-A5-03 PAGE*
AEI d. Plaza West Suitc 230 a 9600 SW Oak A Portland, Orcgon 97223 A lel.. 503 452.8003 . fax 503.452..
Sep. 9. 2903 5 :32PM No.7212 P • 7
COMPANY PROJECT
i:I;I WoodWorks®
os7w.I..og NVOD DEMN.
5p. 8, 20' 1,-3729 1 ww
Design Check Calculation Sheet
Sler2002
LOADS: (Ibs, psf, or pif)
Load Type niatribution Mgnttde Loc [Et] Ptterfl
Start End Start End Load?
Loadi Dead Pull QDL 447.0 No
LOad2 Live Full U0L 623.0 No
MAXIMUM REACTIONS (Ibs) a BEARING LENGTHS (in) : ___
- ••1
•0
6'
Dad 1369 1369
Live 1869 1869
TQtaJ. 3238 3228
Baring;
Length 1.5 1.5
Lumber-soft, D.Fir-L, No.2, 4x12"
Self Weigtit of 9.35 pif aut included in lo
Lateral support; top 16.00 bottom= at supports; [rn] Load combinations: ICBO-LJBC;
SECTION VS. DESIGN CODE N�$-1997; (stress=psi. and in)
Criterion Analysis Value Design Value Analvaia/8esign
shear fv @ - 85 - 95 tv/Fv' 0.89
Bcx1din9+) fb = 789 Fb = 988 fb/b 0.80
Live befl'n 0.03 <L/999 0.20 - L7360 0.14
Total Defl'n 0.06 - <T./999 0.30 L/240 0.19
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL C' CV Cfu Cr LC*
Fb't 900 1.80 100 1.00 0.998 1.10 1.000 1.00 1.00 2
Fv' - 95 1.00 1.00 1.00 2
Fcp 625 1.00 1.00 -
16 million 1.00 1.00 2
Bending(+) LC# 2 = 0+L, M = 4857 lbs-ft
Shear Lc* 2 - D+L, V - 3238, v8d - 2226 ].bs
Deflection; LC1 2 = D+L 61= 664..44u05 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D-dead L1ivC S -now W-wind I-imp C-'cooat3cti.on CLj-concentrated)
(A11 L.C's are liSt @d in the Analysis output)
DESIGN NOTES;
1. Please verify that the default deftection limits are appropriate for yatir application.
2. Sawn Iumber bending members shalt be laterally supported acoing to the provt&ons of NDS Clause 4.4.1.
5
Sep. 9. 2003 5:32PM No.7212 P. 8
COMPANY PROJECT
. WOOdWOrkS ®
4ORVAREFORWOODDESWM
Sep. 8, 2003 16:07:28 Beam 1_vowb
Design Check Calculation Sheet
Sizer 2002
LOADS: ( lbs, psf, or pit )
Load Type DiStribUtion. Magnitude Location [ft] Pattern
Start End Start End Load?
- • Loadl Dead FUll UDL 447.0 No
,Load2,Liye .Full UDL 623.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
. .
• , " " .
: .... ...... . ... . . .
. .
Li
0 ' 6,
Dead 1358 1358
Live 1869 1869
Total 3227 3227
Bearing:
Length - 1.6 _ 1.6 .
Glulam-Simple, VG West.DF, 24F-V4, 3-1113x7-112"
Self Weight of 5.57 plf automatically included in loads;
Lateral support: top= 24.00 bottom= at supports; [n] Load combinations: 1CBO-UBC;
SECTION vs. DESIGN CODE NDS-1997: ( stress=p6i, and in )
Criterion Analysis Value ,Design Value Analysis/Design
Shear fv @d 163 - 190 tv/Fv - 0.86
a.endinq(+) tb - 1982 Fb' = 2388 fb/Fb' = 0.83
Live Defl'n 0.09 = L/783 0.20 = L/360 0.46
Total Defl'n 0.19 - L/375 0.30 - L/240 0.64
-
ADDITIONAL DATA:
FAcTDRS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb 2400 1.00 1.00 1.00 0.995 1.00 1.000 1.00 1.00 2
•
Fv' 190 1.00 1.00 1.00 2
Fcp'- 650 1.00 1.00
E = 1.8 million 1.00 1.00
Bending(+): LC i 2 = D+L, M = 4840 1bs
Shear . : LC# 2 = D+L, V = 3227, v@d - 255d lbs
Deflection: Lc* 2 - 17+1.1 El 197.78e06 Lb
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live B=snow W.-wind I-impact C■c0c5trlICtJ,on CLd-concentrated)
(All LC's are listed in the Analysis output) •
DESIGN NOTES:
•
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv Is assumed to be unity for 311 oases. This is conservative except where point
loads occur at 113 points of a span (NDS Table 5.3.2)
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fop(tension), Fc43(comp'n).
5r
1
Sep. 9. 2003 5:33PM No.7212 P. 9
•.
COMPANY PROJECT
ffl WOO WOr S
60FTWARE FOR W000 DESIGN
Sep. 8, 2003 1838;18 Column 1.wwc
•
Design Check Calculation Sheet
Sizer 2002
LOADS: lbs, Pat or pif
Load Type Distributidn Magnitude Location [ft] Pattern
Start End Start End _Load?
Loadl Dead Axial 1369 (Eccentricity = 0.00 in)
Load2 Live Axial 1869 (Eccentricity - 0.00 in)
MAXIMUM REACTIONS (lbs):
' 7:7 ' ' •
• ' :::: _ .
0' 9'
Lumber Post, D.Fir-L, No.2, 4x4"
Self Weight of 2.91 plf automatically included in loads;
Pinned base: Loadface = width(b); Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld; 1.00 x 9.00= 9.00 [ft]; Load combinations: ICSO-LJEC:
•
SECTION vs. DESIGN CODE NDS-1997: ( stress=psl, and In )
Criterion Analysis value Design Value Analysis/Design
Axial fC = 266 Fc' = 465 fc/Fc' - 0.57
Axial Bearing fg = 266 Fq' - .020 fa/Fq' = 0.13
ADDITIONAL DATA:
FAcTDP.s: F CD CM Ct CL CP CV Cfu Cr LC*
Fc' = 1350 1.00 1.00 1.00 1.15 (Cp 0 2
E' = 1.6 million 1.00 1.00 0
Fg - 2020 1-00 1,00 2
Axial LC* 2 P - 3264 lbs
(D-dead L-live SsnOw W=wind I=impact C=conatruction)
(All LC's are listed in the Analysis output)
•
DESIGN NOTES:
1. Pease verify that the default deflection limits are appropriate for your application.
6
Sep. 9. 2003 5:33PM No.7212 P. 10
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Mr PROJECT:.. Mr C H ASL RE 5x'O9& R.tbpT. 'r...
CLIENT: Alt-_- 7Rp.5Rt/ / ZtIc JOB #,_ . OO 3—
DLSIGNER: . A S DATE1 ,r'- as -O 3 PAGE#- 7
AEI A Plaza West, suite 230 a 9600 SW Oak s Portland, Oregon 97223 A tel 503,452 8003 * fax. 503.452.8043
Sep. 9. 2003 5:33PM No.7212 P. 11
COMPANY PROJECT
111
1. WoodWorks'
s ,
Design Check Calculation Sheet
Sizer2002
LOADS: psf, or plf ) •
Load Type Distribution Magnitude Location (ft] Pattern
Start End. Start End Load?
Loadl Dead Full ODL 50.0 No
LOad2 Snow Full DDL 75.0 _ No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
.. • • . . . .
• •
. . . . . . .
. . . . . .• .
0' 5'
Dead 131 131
Live 187 187
Total 319 319
Bearing:
Length 1.0 _ 1.0
Lumber n-ply, D.Fir-L, No.2, 2x4", 2-Plys
Self Weight of 2.49 Of automatically Included In loads;
Lateral support: top= at supports, bottom .= at supports; Repetitive factor applied where permitted (refer to online help) Load combinations,
ICBO-UBC;
SECTION vs. DESIGN CODE NDS-1997: stress=psi, and in )
Criterton Analysis Value Design value Analysis/Design
Shear fv Nd = 40 Fv' = 109 fv/Fv' = 0.37
sending(t) fb = 781 Fb' = 1552 fb/Fb' = 0.50
Live Derl'n 0.06 - L/975 0.17 - L/360 0.37
Total Defl'n 0.25 = L/240 0.50
ADDITIONAL DATA:
FAQTQRS: F CD CM Ct CL CF Cv Cfu Cr LC4
Fb'+= 900 1.15 1.00 1.00 1,000 1.50 1-000 1.00 1.00 2
Fv' = 95 1.15 1.00 1.00 2
Fcp'- 625 1.00 1.00 -
E = 1.6 million 1.00 1.00 2
Wending(-) : LC4 2 - DtS, M - 398 lbs-'ft
Shear' : LC4 2 = D+S, V = 319, V@d - 282 ibs
Deflection: LC4 2 = D+S EI= 8.57e06 lb-in2/ply
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind Iimpact C-constrUCtiOn CLd-concentrated)
(All LC' s are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. •
3. BUILT-UP BEAMS; it is assumed that each ply is a single continuous member (that is no butt joints are present) fastened together securely at
Intervals riot exceeding 4 times the depth and that
each ply is equally topzloaded. Where beams are Side-loaded, special fastening details may be required.
8'
Sep. 9. 2003 5:33PM No.7212 P. 12
•
COMPANY PROJECT
WoodWorks®
Rep 8. 2003 16 Beam lorovob
Design Check Calculation Sheet
Suer 2002
LOADS: (Ibs. psf. or plf )
Load Type Distribution Magnitude Location [ft1 Pattern
Start End Start End Load?
Loadl Dead Full UDL 50.0 No
Load2 Snow Full UDL 75-0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
_ . ......... •
•
.. ..... ... .. . . . : . .
..... ........ .....
..... ..... ....,..... ........
0' 5'
Dead 131 131
Live 187 187
Total 319 319
Bearing:
Length 1.0 1.0
•
Lumber n-ply, D.Fir-L, No.2, 2x4", 2-Plys
Self Weight of 2.49 pif automatically included in loads;
Lateral support: top= at supports. bottom= at supports; Repetitive factor applied where permitted (refer to online help) Load combinations:
ICSO-UBC;
SECTION vs. DESIGN CODE NDS-1997: ( stressmpsl, and In )
Criterion Analysis Value Design Value Analysis/Design
Shear :V @CI = 40 Fv' = 109 fv/Fv' = 0.37
Bending(+) fb = 781 Fb' - 1552 fb/F10' - 0.50
Live Defl'n 0.06 - L/975 0.17 L/360 0.37
Total Defl'n 0.13 = L/475 0.25 = L/240 0.50
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Ctu Cr LCO
Fb0+- 900 1.15 1.00 1.00 1.000 1.50 1.000 1,00 1.00 2 -
Fv' = 95 1.15 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E - 1.6 million 1.00 1.00 2
•
Bending(+): LC# 2 = DtS, M 398 lhs-ft
shear LD# 2 - D+S, v - 319, V9d = 282 lbs
Deflection; LC II 2 = D+S EI= 8.,57e06 Lb-in2/ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D-dead L-live .5-sn0w W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1.
3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member that Is no butt Joints are present) fastened together securely at
intervals not exceeding 4 times the depth and that
each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required.
Sep. 9. 2003 5:34PM No.7212 P. 13
COMPANY PROJECT
Wood Works®
SOFTWAlti WOCID brwmy
Sp 5. 2°03 1 6200 7 Column
Design Check Calculation Sheet
Sizer 2002
LOADS: ( lbs, psf, or plf )
•
Load Type Distribution Magnitude Location [ft] Pattern
Start Snd Start End Load?
Loadl Dead Axial 130 (Eccentzicity = 0.00 in)
Load2 Live Axial 187 (sccent:icity - 0.00 in)
MAXIMUM REACTIONS (Ibs); •
18'
Lumber n-ply, D.Fir-L, NO.2, 2x4", 1-ply
Self Weight of 1.25 pif automatically included in loads;
Pinned base; Loaciface = width(b); Built-up fastener nails; Ka x Lb: 1,00 x 0,00 0.00 iftr Ke x Ld• 1.00 x 13 50= 13.50 [ft]; Repetitive factor
applied where permitted (refer to online help): Load combinations: ICC-IBC:
SECTION vs. DESIGN CODE NDS-t997: ( strespal, and In )
_ Criterion Analysis Value Design Value Analysis/Design
Axial fc = 65 Fc' = 217 fc/Fc' - 0.30
AXial Bearing _ fg = 65 Fo - 2020 _ fa/Fg' = 0.03
ADDITIONAL. DATA
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fc' - 1350 1.00 1.00 1.00 1.15 (Cp - 0.140) 2
E = 1.6 million 1.00 1.00 0
Fg' = 2020 1.00 1.00 2
Axial LC # 2 = b+L, P - 339 lbs
(D=dead L-live S-Snow W=wind I=impact C=constzuction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. •
Sep. 9. 2003 5:34PM No.7212 P. 14
COMPANY PROJECT
,Art, 0 Alpha Engineering, Inc. . "2400F e
WoodWorks 9.0 SW Oak, Suite 230
Portland, Oregon 97223 10 -pintas IA:Orr 1.0
40191VMAMMWOODOOSICM Office 503-452-8003
sap 9 9orr3 19.15.1e elea-0 e 51914 tottr
Design Check Calculation Sheet
Sizer 2002
LOADS: ( Ibs, psf, orplf )
Load Type Distribution Magnitude Location (ft) Pattern
Start End Start End Load?
DL Dead Full Area 15.00 (12.0)* No
LL Snow Full Area 25.00 (12.0)* No
Cone Snow ,Point 300 _ 7.50 No
*Tributary width (in)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) :
... ..„
..,.....,.,............. ... .
...... ... . „ „.... • • • •
V 15'
Dead 137 137
Live 337 337
Total 475 475
Bearing:
. Length 1.0 1.0
Lumber-soft, D.FIr-L, No.2, 2x10"
Spaced at 12" cJc; Self Weight of 3.3 plf automatically included in loads;
Lateral support top= full, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Load combinations; ICBO-UBC;
SECTION vs. DESIGN CODE NDS-1997: ( stress=psi, and in )
Criterion Analysis value Design Value Analysis/Desion
Shear fv @d - 48 Fv' = 109 fv/Fv' = 0.44
Bending(+) fb = 1314 Fb = 1309 fh/Flo - 1.00
Dead Defl'n 0.20 L/911
Live Defl'n 0.41 - L/438 0.75 = L/240 0.55
Total Defl'n 0.61 = L/296 1.00 = L/180 0.61
ADDITIONAL DATA;
FACTORS: P CD am Ct CL CF CV Cfu Cr LC*
F13 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2
Fv' = 95 1.15 1.00 1.00 2
Fcp'= 625 1.00 1.00 -
E' - 1.6 million 1,00 1.00 2
Bending0-1: i,C# 2 - D.PS, M - 2343 lbs-rt
shear : LCO 2 = D+S, V = 475, V@d = 441 lbe
Deflection: LC O 2 = D+S EI= 158.29e06 lb-in2
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
(D-dead S=e,now W=wind I=Impact C=construction CLd-concentrated)
(All LC' s are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
41
. . •
Sep. 9. 2003 5:34PM No.7212 P. 15
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CLIENT: f` 7 R050/q V ..XAJC•- • •
DESIGNER: R/3 S DATE: 6- .A.e- 0 3
PAGE ft: SK 1
AEI A Plaza West Suite 230 A 9600 SW Oak A Portland, Oregon 97223 A tel.. 503A52.8003 A fax. 503.452.8043
Sep. 9. 2003 5:35PM No.7212 P. 16
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CLIENT METRO SOR V ', ZN G 3c)Btt �C?� 3
DESIGNEIt: DATE: S''v' 63 PAGE#: 5k ,2,
AEI . Plaza west, Suite 230 A 9600 SW Oak A Portland, Oregon 97223 A tel 503.452 8003 A fax. 503 452 8043
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Sep. 9. 2003 5:35PM No.7212 P. 17
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AE1 A Plaza West, Suite 230 • 9600 SW Oak A Portland, Oregon 97 23 A WI 503 452 8003 A fax 503 452 8043