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10175 SW Barbur Blvd. Suite 200B, Portland, OR 97219
Consulting Engineers Ph: 503.892.9700 Fax: 503.892.9797
STRUCTURAL CALCULATION
Project: Tenant Shell Improvement
Harsch Investment Properties
Tigard Towne Square Shopping Center
Re: New Opening at (E) 6" Tilt -Up Panel
Client: LEEKA Architecture and Planning
Job No.: 12 -1025
Date: August 14, 2012
Attached sketches SKI and SK2 and calculations sheets 1 thru 8 verify the structural
adequacy of an existing 6" tilt -up panel with a new 3' -6 "x 7' -0" door opening.
These calculations are based on the OSSC 2010 and ASCE -05 building codes.
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AZH CONSULTING ENGINEERS SHEET NO C - - Z OF
10175 SW BARBUR BLVD.
SUITE 20013 J- _ p/ /1 1
PORTLAND, OR 97219 CALCULATED BY .7 DATE. 0 O 1 f / / ..
PH: 503.692.9700
FAX: 503.892.9797 CHECKED HY DATE
• CONSULTING ENGINEERS
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eLe AZH CONSULTING ENGINEERS SHEET NO. OF
10175 SW BARBUR BLVD.
SUITE 2008 (� �1 ��' 2
PORTLAND. OR 97219 CALCULATED HY UATF O 8
PH: 503.B92.9700 JOB (10\
FAX: 503.892.9797 CHECKED HY DATE
CONSULTING ENGINEERS ^�
PROJECT NO. C
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Conterminous 48 States
2009 International Building Code
Zip Code = 97224
• Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Data are based on a 0.05 deg grid spacing
Period Centroid Sa
(sec) (g)
0.2 0.918 (Ss)
1.0 0.333 (S1)
Period Maximum Sa
(sec) (g)
0.2 0.944 (Ss)
1.0 0.338 (S1)
Period Minimum Sa
(sec) (g)
0.2 0.895 (Ss)
1.0 0.330 (S1)
Conterminous 48 States
2009 International Building Code
Zip Code = 97224
Spectral Response Accelerations SMs and SM1
•
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D
Period Centroid Sa
(sec) (g)
0.2 1.040 (SMs, Fa = 1.133)
1.0 0.578 (SM1, Fv = 1.733)
Period Maximum Sa
(sec) (g)
0.2 1.060 (SMs, Fa = 1.122)
1.0 0.583 (SM1, Fv= 1.723)
Period Minimum Sa
(sec) (g)
' 1.0 0.575 (SM 1, Fv = 1.739)
Conterminous 48 States
2009 International Building Code
Zip Code = 97224
' Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2I3 x SM1
Site Class D
Period Centroid Sa
•
(sec) (g)
0.2 0.693 (SDs)
1.0 0.385 (SD1)
Period Maximum Sa
(sec) (g)
0.2 0.706 (SDs)
1.0 0.389 (SD1)
Period Minimum Sa
(sec) (g)
0.2 0.682 (SDs)
1.0 0.383 (SD1)
BUILDING DATA: 4
Basic wind speed (3 sec gust) = 90 MPH Figure 1609
-
Exposure l B .. 1609.4
Roof Pitch = 0 00 :12
Mean Roof Height h = 18 ft
Importance factor I„, = 1 00 Table 1604.5
1) IBC 1609.6 SIMPUFIED PROVISIONS FOR LOW -RISE BUILDING
Height Adjustment factor A = 1.00 Table 1609.6.2.1(4)
-10.70 -6.80 -10.70 -6.80
( -15 40) (8 80) I -15 40) ( -8 80)
1 CE11:17DEEEED
-4.00'
8.50 8.50 N =18.0
1`i All forces shown in psf 18 • 4 12 801
I = 75 - 1 - = 150 I '
TRANSVERSE ELEV. LONGITUDINAL ELEV.
1
8t • ' 2a= 14.4 It 10 % of least dimension= 7.5 ft
24.06 taps 40 % of the eave height = 7.2 ft
8 9pst
5 It 12 59 k 4 % of least dimension or 3 ft= 3.0 ft
9.3 psf
8 50 therefore a = 7.2 ft
150 ft
2a = 14.4 ft
All forces shown in psf 14.-'ft Example, from T- 1609.6.1(1) longitudinal for wall
horizontal load at end zone Paso = 12.8
x
= 8) 1=1= 1/50) Height Adjustment factor A = 1.00 = 12.80 psf
X
PLAN VIEW Importance factor Iw = 1.00
FIGURE 1609.6.2.1, Main Windforce Loading
TABLE 1609.6.2.1(1), MWFRS
Horizontal Loads Vertical Loads
Load Roof End Z one Interior zone End Zone Interior zone Overhang
Direction Angle Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (E) WW (G) LW (H) Eom G»
Transverse 0.0 12.80 -6.70 8.50 -4.00 -15.40 -8.80 -10.70 -6.80 -21.60 -16.90
Longitudinal All 0 -6.70 8.50 -4.00 -15.40 -8.80 -10.70 -6.80 -21.60 _ -16.90
' If roof pressure under honzontal loads is less than zero use zero
Wrnd pressure shown in (xxx) for End Zone
Plus and minus signs signify pressures acting toward and away from projected surfaces respectively
TABLE 1609.6.2.1(2), COMPONENT AND CLADDING
Effective Area for wall element = 54 Sq. Feet
Wall, Intenor Zone 4 = 12.95 -14.24 psf
End Zone 5 = 12.95 -16.39 psf
IBC 1805.2.1(LRFD) U = 0.9D + 1.6W, W shall be divided by .85 or K
IBC 1605.3.1(ASD), U = 06D + W, increase in allowable shall not be used.
IBC 1605.3.2(ASD), U. D + 1.3 W, allowable stress are permit to be increased.
•
JOB 1M — P
• (#14 • AZH CONSULTING ENGINEERS
10175 SW BARBUR BLVD.
SUITE 201313
PORTLAND. OR 97219 SHEET NO. OF
CALCI. RATED BY H • - 2 , DATE 0 6 /14 /1?
PH: 503 B92.9700
FAX 503.892.9797 CHECKED BY DATE
CONSULTING ENGINEERS
PROJECT NO. /2— PO S
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CALCULATED BY N • • DATE DS/ �4// 2
PORTLAND. OR 97219 111
PH: 503.892.9700
• FAX: 503.1392.9797 CHECKED BY DATE.
CONSULTING ENGINEERS
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Title Block Line 1 Title : Job #
You can change this area Engineer.
using the 'Settings' menu item Project Desc.:
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. Title Block Line 6 _ _ Pi°11H 1 13 ! Y. ;111.. . U1111
Concrete Slender Wall - - - - - -- File: C:IDoamtents and Settings\Engine D ocuments\ENERCALC Data Flesic-nu out-of -plane design.ec6
ENERCALC, INC. 1083.2011, 8u ld:6.12.01.12, Vor.6.12.01.12
Lic. # : KW- 06009328 Licensee : AZH Consulting Engineers
Descnption : 6' Tilt-up Panel Wall (out -of -plane design)
General Information Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05
• f c : Concrete 28 day strength = 4 ksi Wall Thickness 6.0 in Temp Diff across thickness = 0.0 deg F
Fy : Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of -Plane Dell Ratio = L / 150.0
Ec : Concrete Elastic Modulus = 3,122.0 ksi Rebar 'd' distance 3.0 in Minimum Vertical Steel % = 0.0020
X : Lt Wt Conc Factor = 1.0 Lower Level Rebar ... Using Stiffness Reduction Factor per ACI R.10.12.3
Fr : Rupture Modulus = 316.23 psi Bar Size # 4
Max % of p balanced = 0.60 Bar Count in Strip Widtl 5.0
Max Pu/Ag = fc * = 0.060
Concrete Density = 150.0 pcf
Width of Design Strip = 36.0 in
One - Story Wall Dimensions
A Clear Height = 18.0 ft l
P Parapet height = 2 ft F
' Wall Support Condition Top & Bottom Pinned
•
.
•
Vertical Loads
Vertical Uniform Loads . r Appiieu oe1 toot of Stun Widin) DL : Dead Load Lr : Roof Live Load Lf : Floor Live S : Snow Load
Ledger Load Eccentricity 5.0 in 1 180 0.0 0.0 1.50 k/ft
Concentric Load 0.0 0.0 0.0 0.0 k/ft
Lateral Loads
Full area WIND load 12.80 psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight
Fp 1.0 = 21.50 psf Seismic Wall Lateral Load 21.50 psf
Endpoints from Base (Apphed fo lull ST RIP W1dtt1
0 Lr L E W - top - bottom
Distnbuted Lateral Load 0.0 0.0 0.0 0.03750 0.0 kit 21.0 7.0 k/It
DESIGN SUMMARY Results reported for "Strip Width" of 36.0 in
Governing Load Combination . Actual Values ... Allowable Values...
PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4379
+1.20D +0.50L +0.20S +E Max Mu 5.920 k -ft Phi • Mn 13.520 k -ft
FAIL Service Deflection Check Min. Defl. Ratio 114.51 Max Allow Ratio • 150.0
D + L + S + E/1.4 Max. Deflection 1.886 in Max. Allow. Defl. 1.440 in
PASS Axial Load Check Max Pu / Ag 63.003 psi 0.06' f'c 240.0 psi
+1.20D +1.60S +0.80W at 12.00 to 12.60
[-'ASS Reinforcing Limit Check Controlling As/bd 0.009259 As/bd = 0.50 rho bal 0.01710
+1.40D
PASS Minimum Moment Check Mcracking 5.692 k -ft Minimum Phi Mn 12.397 k -ft
+1.40D Maximum Reactions ... for Load Combination....
Top Horizontal E Only 1.121 k
X O �F t E� r 'o a i S Vertical Reaction D L S 12.540 k
Base Honzontal E Only 0.6938 k
A
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0 C-cufi'_S O uLxi T
k r)ooR. lroCA;ot-) ')y oiC- r 5 1z, =
r - - 2 - . _ . %
' • Title Block Line 1 Title : Job #
You can change this area Engineer:
using the 'Settings' menu item Project Desc.:
and then using the Printing & Project Notes
Title Block' selection.
Title Block Line 6 . _ _ r 'rd 14 AUG 1.1112 : 011/.1
te C . g4 r Wall File: C:\Docvmenls and Senirr Docume \ENERCALC Data Fleslanu aria -plane design.ec6
ENERCALC, INC. 19832011, Buids.12.01.12, Ver.6.12.01.12
Lic- # 06009328= - -, - - - .._. --.- -'-- , - -, -,- -_,- Licensee? :;AZH'Consulting;Engineers
• Description : 6' Tilt -up Panel Wall (out -of -plane design)
Design Maximum Combinations - Moments _ _
Axial Load Moment Values 0.6 •
Load Combination Pu 0.061'0b1 Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal
to :.,i I. I, ii. ;
+1.40D at 17.40 to 18.00 0.000 17280 1.90 0.69 0.90 4.13 0.333 0.333 0.0093 0.0171
+1.20D+0.501.5+1.60L at 17.40 to 18.00 0 000 17.280 190 0.59 0.90 4.13 0.333 0.333 0.0093 0.0171
+120D +1.60L+0.505 at 17.40 to 18.00 0.000 17.280 1.90 020 0.90 4.13 0.333 0.333 0.0093 0.0171
+1.200 +1.60Lr+050L at 17.40 to 18.00 0.000 17280 1.90 0.59 0.90 413 0.333 0.333 0.0093 0.0171
+1.20D +1.60Lr+0.80W at 10.80 to 11.40 2.244 17280 1.90 0.90 0.88 4.45 0.333 0.371 0.0093 0.0171
+1.20D+0.50L +1.60S at 15.60 to 1620 4213 17.280 1.90 1.62 0.86 4.71 0.333 0.404 0.0093 0.0171
+1.200 +1.60S+0.80W at 12.00 to 12.60 4.536 17.280 1.90 2.05 0.86 4.75 0.333 0.409 0.0093 0.0171
+1.20D+0.50Lr+0.50L +1.60W at 9.60 to 10.2 2.352 17280 1.90 1.37 0.88 4.47 0.333 0.373 0.0093 0.0171
+1.20D+0.50L+0.50S+1.60W at 10.20 to 10.8 3.048 17.280 1.90 1.70 0.87 4.56 0.333 0.384 0.0093 0.0171
. +1.200+0.50L+0.20S +E at 9.60 to 1020 2.652 17.280 1.90 1.97 0.88 4.51 0.333 0.378 0.0093 0.0171
+1.20D?+0.50L+0.20S -1.0E at 7.80 to 8.40 2.814 17.280 1.90 1.03 0.88 4.53 0.333 0.380 0.0093 0.0171
+0.900 +1.60W at 9.60 to 10.20 1.764 17280 1.90 1.21 0.88 4.39 0.333 0.363 0.0093 0.0171
' +0.90D +E at 960 to 1020 1.764 17.280 1.90 t65 0.88 429 0.333 0263 0.0093 0.0171
+020D -1.0E at 8.40 to 9.00 1.845 17.280 1.90 1.11 0.88 4.40 0.333 0.364 0.0093 0.0171
Design Maximum Combinations - Deflections
Axial Load Moment Values Stiffness Deflections
Load Combination Pu Mcr Mactual I gross I cracked t effective Deflection Defl. Ratio
L 5 L 1I .. i• 1 :,
I:
D+ L + Lr at 9.60 to 1020 1.960 1.90 0.33 216.00 19.24 19239 0.346 624.6
D + L + W at 9.00 to 9.60 2205 1.90 0.91 216.00 19.27 19.269 0.920 234.9
D + L + W + S/2 at 9.00 to 9.60 2.755 1.90 1.19 216.00 19.76 19.758 1.185 182.3
D+ L + S+ W/2 at 9.60 to 10.20 3.460 1.90 120 216.00 2021 20.215 1 164 185.6
D+ L +S+ E/1.4 at 9.00 to 9.60 3.505 1.90 1.97 216.00 20.24 20244 1.886 114.5
D + 0.5(L +Lr) + 0.7W at 9.00 to 9.60 2.005 1.90 0.73 216.00 , 1927 19.269 0.746 289.4
D + 0.5(L +Lr)+ 0.7E at 9.00 to 9.60 2.005 1.90 1.30 216.00 19.27 19.269 1.279 168.9
Reactions - Vertical a Horizontal
Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base
D Only 0.1 0.08 8.040
S Only 0.1 0.10 : 4.500
W Only 0.3 0.43 ., 0.000 :.
E Only 0.7 1.12 L. 0.000
D +L +Lr 0.1 i 0.08 . 8.040
D +L +S 0.2 • 0.18 L 12.540
D +L +W +S /2 0.5 0.31 > 10.290
D +L +S +W/2 0.3 ; 0.04 - 12.540
'D +L +S +E/1.4 0.7 L 0.64 I 12.540