Specifications 5 17 o 7- 000
S TR UC TUALCAL • CU LA I_
for
CMU Sound Wall <
Longstaff Condominiums c °��
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August 6, 2007 <,0 . �'�i
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JOB NUMBER 0328 -0028 X 04 '
** *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.
sheets total including this cover sheet.
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This Packet of Calculations is Null and Void if Signature above is not Original
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COMMUNITY DEVELOPMENT
9200 SW Nimbus Ave.
Beaverton, OR 97008
Office (503) 452 -8003
Fax (503) 452 -8043
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"= CLIENT: A E'I,.QY' 1- 1M-47 ►.144-..1 . T'Z i}4°1 JOB #:
COMMUNITY DEVELOPMENT 6.) www.alphacommunity.com DESIGNER: 'h1 '7
a DATE: -s — q - L, - 7 PAGE*:
9 200 SW Nimbus Avenue, Beaverton, Oregon 97008 T503.452.8003 F503.452.8043
5 0 1 N E H o o d Ave, S u i t e 3 1 0 Gresham, O r e g o n 9 7 0 3 0 T 5 0 3 . 4 8 9 . 1 8 0 3 F 5 0 3. 4 8 9. 1 8 4 3
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All rights reserved. Use Subject to License /Copyright
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Converting Addresses to /from Latitude/Longitude in One Step
Stephen P. Morse, San Francisco
Batch Mode J ( Deg /Min /Sec to Decimal J ( Frequently Asked Questions 3
My Other Webpages J
address 10890 SW 95th Ave latitude
city Tigard longitude
state Oregon above values must be in decimal
zip '97223
country !United States � Determine Address
Determine Latitude /Longitude ) Takes a while, be patient
from geocoder decimal deg -min -sec
latitude 45.441155 45° 26' 28.158"
longitude - 122.774420 -122° 46' 27.912"
10890 SW 95th Ave , Tigard OR 97223
(45.441155, - 122.774420)
from yahoo 'decimal 'deg -min -sec
latitude 45.441296 45° 26' 28.6656"
longitude - 122.774303 -122° 46' 27.4908 1
10890 SW 95TH AVE, TIGARD, OR 97223 -6510
from terraserver decimal deg -min -sec
latitude 45.44127800 45° 26' 28.6008"
longitude - 122.774499001 -122° 46' 28.1964"
10890 SW 95th Ave, Tigard, OR 97223 -6510
Data presented here comes from the following websites:
terraserver.microsoft.com. (US addresses only)
geocoder:us. (US addresses only)
yahoo.com. (US addresses only)
maporama.com.
locatienet.com. (European addresses only)
a
Longstaff Sound Wall
MCE Ground Motion - Conterminous 48 States
Latitude = 45.4411, Longitude = - 122.7744
Period MCE Sa
(sec) ( %g)
0.2 106.2 MCE Value of Ss, Site Class B
1.0 037.1 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
0.2 114.6 Sa = FaSs, Fa = 1.08
1.0 061.7 Sa = FvS1, Fv = 1.66
Alpha Community Development Title : Job #
9600 SW Oak Suite 230 Dsgnr: Date: 10:21AM, 28 MAR 07
Portland, Oregon 97223
Description :
Scope :
Rev: 580018
User KW-0604625, Ver5.8.0, 1- Dec -2003 SCE 7 -0 arthquake Load Calculations Page 1
(c)1983 -2003 ENERCALC Engineering Software 328-028 sound well ecwCalculations
Description Sound Wall
+- A-9c -e 7 — oS
Occupancy Category ASCE 7 -02 Table 1 -1, 2003 IBC Table 1604.5
"I" : Buildings and other structures that represent a low hazard to human life in the event of failu
Occupancy Importance Factor = 1.00 ASCE 7 -02 9.1.4
Seismic Use Group = I ASCE 7 -02 Table 9.1.3
Ground Motion ASCE 7 -02 9.4.1.1, 2003 IBC 1615.1
Latitude = 0.000 deg North
Longitude = 0.000 deg West
Location :
Max. Ground Motions, 5% Damping, from USGS 1996 maps : S s = 1.146 g, 0.2 sec response
S 1 = 0.617 g, 1.0 sec response
Site Classification ASCE 7 -02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1
"D" : Shear Wave Velocity 600 to 1,200 ft/sec = D
Site Coefficients Fa & Fv ASCE 7 -02 9.4.1.2.4, 2003 IBC 1615.1.2
(using straight -line interpolation from table values)
Fa = 1.04
Fv = 1.50
Maximum Considered Eartquake Acceleration
ASCE 7 -02 Equation 9.4.1.2.4 -1 & 2, 2003 IBC Equations 16 -38 & 16 -39
S MS = Fa *Ss = 1.194
S =Fv *S1 = 0.926
Design Spectral Acceleration ASCE 7 -02 9.4.1.2.5, 2-3 IBC 1615.1.3
SDS S MS 213 = 0.796
S =S rum 2/3 = 0.617
Seismic Design Category = D ASCE 7 -02 9.4.2.1, 2003 IBC 1616.3
( SDS is most severe )
Basic Seismic Force Resisting System ASCE 7 -02 Table 9.5.2.2, 2003 IBC Table1617.6.2
Bearing Wall Systems
Ordinary reinforced masonry shear walls
NOTE! See ASCE 7 -02 for all applicable footnotes.
Response Modification Coefficient " R " = 2.50 Building height Limits
System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit
Deflection Amplification Factor " Cd " = 1.75 Category "C' Limit: Limit = 160
Category "D" Limit: Not Permitted
Category "E" Limit: Not Permitted
Category "F" Limit: Not Permitted
•
Alpha Community Development Title : Job #
9600 SW Oak Suite 230 Dsgnr: Date: 10:21AM, 28 MAR 07
Portland, Oregon 97223 Description
Scope :
Rev: 580016
User. KW- 0604625, Ver 5.8.0, 1- Dec -2003 ASCE 7 -02 Earthquake Load Calculations 328-028 ecw s
( c)1983 -2003 ENERCALC Engineering Software
Description Sound Wall
Average Floor Area per Level = 500 ft2
User defined Shear Carrying % Ratio = 1.000 Reliability Factor " p " = 1.106
Equivalent Lateral Force. Procedure ASCE 7 - 02 9.5.2.5, 2003 IBC 1617.4
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 9.5.5
Determine Building Period
Use ASCE 9.5.5.3.2 -1
Structure Type for Building Period Calculation : All Other Structural Systems
" Ct "value = 0.020 " hn " : Height from base to highest level = 9.00
" x " value = 0.75
" Ta " Approximate fundemental period using Eq. 9.5.5.3.2 -1 : Ta = Ct * (hn ^ x) = 0.104
" Cu " factor from Table 9.5.5.3.1 = 1.40
Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed = 0.145 sec
Building Period " Ta " Calculated from Approximate Method selected = 0.104 sec
" Cs " Response Coefficient ASCE 7 -02 9.5.5.2.1
SDS : Short Period Design Spectral Response per 9.4.1.2 = 0.796
" R " : Response Modification Factor from 9.5.2.2 = 2.50
" I " : Occupancy Importance Factor from 9.1.4 = 1.00
From Eq. 9.5.5.2.1 -1 : Preliminary Cs = 0.32
From Eq. 9.5.5.2.1 -2 Cs need not exceed = 0.00
From Eq. 9.5.5.2.1 -3 & 4 Cs shall not be less than = 0.04
9.5.5.2.1 : Seismic Response Coefficient = 0.32
Seismic Base Shear ASCE 7 - 02 9.5.5.2
Cs = 0.3183 from 9.5.5.2.1 W ( see Sum Wi below) = 0.70 k
Seismic Base Shear V = Cs *W = 0.22 k
Vertical Distribution of Seismic Forces ASCE 7 - 02 9.5.5.4
" k " : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level...
Level # Wi : Weight Hi : Height Wi * Hi ^k Cvx Fx =Cvx * V Sum Story Shear Sum Story Moment
1 0.70 4.50 3.16 1.00 0.22 0.22 0.00
Sum Wi = 0.70 k Total Base Shear = 0.22 k
Sum (Wi * Hi ^k) = 3.2 k -ft Base Moment = 1.0 k -ft
Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7 - 02 9.5.2.6.4.4
Level # WI Fi Sum Fi Sum Wi Fpx
1 0.70 0.22 0.22 0.70 0.22
Alpha Community Development Title : Job #
9600 SW Oak Suite 230 Dsgnr: Date: 10:21AM, 28 MAR 07
Portland, Oregon 97223 Description
Scope :
Rev: 580016
User: KW- 0604625, Ver5.8.0, 1- Dec -2003 ASCE 7 -02 Earthquake Load Calculations
Page 3
(c)1983 -2003 ENERCALC Engineering Software `r 328 -028 sound wall.ecw:Calculations
Description Sound Wall
Wpx Weight at level of diaphragm and other structure elements attached to it.
Fi Design Lateral Force applied at the level.
Sum Fi Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level 0.20 * S DS* 1 * Wpx
MAX Req'd Force @ Level 0.40 * S DS* I *Wpx
Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x - >n) wi, x = Current level, n = Top Level
Combination of Load Effects ASCE 7 - 02 9.5.2.7, 2003 IBC 1617.1.1
p Q H & V Load Effect E
Load Description Dead Load Seismic Load
0.000 0.000 E = p * Qe +0.20* SDS * D = 0.000
0.000 0.000 E = p * Qe + 0.20 * SDS * D = 0.000
0.000 0.000 E = p ' cue + U.2U - SUS ` u = 0.000
0.000 0.000 E =p *Qe +0.20 * SOS *D = 0.000
0.000 0.000 E = * Qe + 0.20 * SDS *D = 0.000
0.000 0.000 E =p *Qe +0.20 * SDS *D = 0.000
0.000 0.000 E = p * Qe + 0.20 * SDS *D = 0.000
0.000 0.000 E = *Qe + 0.20 * SDS * D = 0.000
•
' ' Alpha Community Development Title : Job #
9600 SW Oak Suite 230 Dsgnr: Date: 10:36AM, 28 MAR 07
Portland, Oregon 97223 Description
Scope :
Rev: 580002
User KW- 0604625,Ver580 1 Dec2003 General Footing Anal 1
Analysis & Design Page 1
(c)1983-2003 ENERCALC Engineering Software y
328-028 sound wall ecw Calculations A
Description Sound Wall Foundation ¢ a
General Information Code Ref ACI 318-02, 1997 UBC 2003 IBC 2003 NFPA 5000 a
Allowable Soil Bearing 1,500.0 psf Dimensions...
. -y.x
Short Term Increase 1.330 Width along X -X Axis 2.500 ft
Seismic Zone 4 Length along Y -Y Axis 1.000 ft
L
Footing Thickness 12.00 in
Live & Short Term Combined
Col Dim. Along X -X Axis 8.00 in
Pc 3,000.0 psi Col Dim. Along Y -Y Axis 12.00 in
Fy 60,000.0 psi Base Pedestal Height 0.000 in
Concrete Weight 145.00 pcf
Overburden Weight 120.00 psf Min Steel % 0.0014
Rebar Center To Edge Distance 3.50 in
Loads
k, ,,0 .., ;a, , .s . , ym� .f, . r t.1.. ,n x. «,,,. ,w,._A; :,...,,, .,,, ��4 ,, '._ 1-..,. , ;_4 1 ,.C. , , ,,,, , w',V
Applied Vertical Load...
Dead Load 0.702 k ...ecc along X -X Axis 0.000 in
Live Load k ...ecc along Y -Y Axis 0.000 in
Short Term Load k
Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Moments... (pressures @ left & right) (pressures @ top & bot)
Dead Load k -ft k -ft
Live Load . k -ft
k -ft
Short Term 0.710 k -ft k -ft
Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Shears... (pressures @ left & right) (pressures @ top & bot)
Dead Load k k
Live Load k k
Short Term 0.160 k k
Summary
Caution: X(short)ecc >Widt
2.50ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 8.00 x 12.00in x 0.0in high
DL +LL DL +LL +ST Actual Allowable
Max Soil Pressure 513.8 1,495.3 psf Max Mu 0.578 k -ft per ft
Allowable 1,500.0 1,995.0 psf Required Steel Area 0.259 in2 per ft
"X' Ecc, of Resultant 0.000 in 8.128 in
"Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn 'Phi
1 -Way 3.869 93.113 psi
X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Wa 0.607 186.226 psi
Y -Y Min. Stability Ratio 1.846
Footing Design K
Shear Forces � ACI C -1 ACI C -2 ACI C -3 Vn * Phi �
Two -Way Shear 0.59 psi 0.61 psi 0.39 psi 186.23 psi
One -Way Shears...
Vu @ Left 0.92 psi 3.87 psi 2.49 psi 93.11 psi
Vu @ Right 0.92 psi -0.76 psi -0.49 psi 93.11 psi
Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi
Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi
Moments ACI C -1 ACI C -2 ACI C -3 Ru / Phi As Req'd
Mu @ Left 0.15 k -ft -0.16 k -ft -0.10 k -ft 2.4 psi -0.26 in2 per ft
Mu @ Right 0.15 k -ft 0.58 k -ft 0.37 k -ft 8.9 psi 0.26 in2 per ft
Mu @ Top 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.0 psi 0.02 in2 per ft
Mu @ Bottom 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.0 psi 0.02 in2 per ft
0
'AI'pha Community Development Title : Job #
9600 SW Oak Suite 230 Dsgnr: Date: 10:36AM, 28 MAR 07
Portland, Oregon 97223 Description
Scope :
Rev: 580002
User KW -0604625 Ver580 1 Dec2003 General Footing Analysis & Design age 2
(c)1983-2003 ENERCALC Engineering Software 9 n 328 -028 sound wall ecw.Calculalions
Description Sound Wall Foundation
Soil Pressure Summary r
nc; '.,:✓r ,., .. ^:.
Service Load Soil Pressures Left Right Top Bottom
DL + LL 513.80 513.80 513.80 513.80 psf
DL + LL + ST 0.00 1,495.27 513.80 513.80 psf
Factored Load Soil Pressures
ACI Eq. C -1 719.32 719.32 719.32 719.32 psf
ACI Eq. C -2 0.00 2,093.38 719.32 719.32 psf
ACI Eq. C -3 0.00 1,345.75 462.42 462.42 psf
ACI Factors (per ACI 318-02, applied intemally to entered loads)
ACI C -1 &C-2 DL 1.4 ACI 6-2 Group Factor ..rte 0. Add u F orS is 1.400
"I '1.4" Factor for Seismic
ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900
ACI C -1 & C -2 ST • 1.700 ACI C -3 Short Term Factor 1.300
....seismic = ST * : 1.100 Used in ACI C -2 & C -3
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CLIENT: At4 oct..1 S-L-Or VI e-rt t-. TC'AI'l JO Bit: 32,..S - Mr!"
COMMUNITY DEVELOPMENT
DESIGNER: k.-i‘o DATE: ,S -1.7 - cr-i PAGE:
0
www.alphacommunity.com
9200 SW Nimbus Avenue, Beaverton, Oregon 9 7008 T503.4 5 2.8003 F503.452.8043
501 NE Hood Ave, Suite 310 Gresham, Oregon 97030 T503.489.1803 F50 3 4 8 9.1843