2007 CBC / ACI 05 / ASCE 7-05 / 2006 IBC |
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R |
1 |
0.5 |
0.002
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SDs |
Cd |
CONCRETE SHEARWALL ANALYSIS
AND DESIGN |
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2 |
1 |
0.0025 |
0.01 |
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RCWALLPRO by
STRUCTECH |
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6 |
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1 |
3 |
1.5 |
0.003 |
0.02 |
1 |
Your company name |
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Project : |
Your project |
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DON'T CHANGE THE LOCATION OF THE BAR AREA DATA
BELOW. |
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1.25 |
4 |
2 |
0.0035 |
0.03 |
1.25 |
Your company address |
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Building : |
Your building |
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Changes on 2.2 |
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1.5 |
5 |
2.5 |
0.004 |
0.04 |
1.5 |
Your company phone/fax |
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Wall ID : |
WALL # 1 |
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Conditional format on Shear Checking. |
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rebar |
area |
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2.0 |
6 |
3 |
0.0045 |
0.05 |
1.75 |
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Conditional format and data validation for
input R and Phi_v. |
1 |
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2.5 |
7 |
3.5 |
0.005 |
0.06 |
2.0 |
REQUIRED INPUT
ARE INDICATED BY BLUE COLOR NUMBERS OR WITH BLUE SHADING |
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Conditional format for wall steel ratio |
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2 |
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3.0 |
8 |
4 |
0.0055 |
0.07 |
2.25 |
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Block heading color - purple. |
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3 |
0.11 |
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3.25 |
9 |
4.5 |
0.006 |
0.08 |
2.5 |
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INPUT |
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Expand input description. |
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4 |
0.20 |
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3.5 |
10 |
5 |
0.0065 |
0.09 |
3.0 |
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Correction for #14 and #18 bars table. |
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5 |
0.31 |
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4.0 |
11 |
5.5 |
0.007 |
0.10 |
3.25 |
Concrete
Strength, f'c: |
4 |
ksi |
Conc E, Econc: |
3605 |
ksi |
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Condition for Mn > Mu ; Replace 1.4*OMTOT
with Mu |
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6 |
0.44 |
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4.5 |
12 |
6 |
0.0075 |
0.15 |
3.5 |
Rebar Yield
Strength, fy: |
60 |
ksi |
Steel E, Es: |
29000 |
ksi |
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7 |
0.60 |
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5.0 |
13 |
6.5 |
0.008 |
0.20 |
4.0 |
Total Wall
Length, Ltot: |
360 |
in |
< includes end sections > |
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Changes on 2.3X |
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8 |
0.79 |
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5.5 |
14 |
7 |
0.0085 |
0.25 |
4.5 |
End 1 Length,
L_1: |
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0 |
in |
< length of left end section > |
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Custom footer to include total pages. |
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9 |
1.00 |
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6.0 |
15 |
7.5 |
0.009 |
0.30 |
5.0 |
End 2 Length,
L_2: |
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0 |
in |
< length of right end section > |
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Conditional formatting for symmetrical wall. |
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10 |
1.27 |
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6.5 |
16 |
8 |
0.0095 |
0.35 |
5.5 |
Wall Thickness,
T_0: |
20 |
in |
< thickness between end sects > |
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Data validation for number of layers, bar
spacing, |
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11 |
1.56 |
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7.0 |
17 |
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0.01 |
0.40 |
6.0 |
End 1
Thickness, T_1: |
0 |
in |
< thickness @ left end section > |
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reinforcement
ratios, compression zone length, hoop vertical |
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7.5 |
18 |
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0.0105 |
0.45 |
6.5 |
End 2
Thickness, T_2: |
0 |
in |
< thickness @ right end section > |
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spacing, and boundary element thickness. |
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8.0 |
19 |
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0.011 |
0.50 |
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Wall Vert.
Steel, As_0: |
2 |
layers - # |
8 |
@ |
12 |
in, o.c. |
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Fix the formula for boundary element height. |
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14 |
2.25 |
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20 |
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0.0115 |
0.55 |
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Wall Horiz.
Steel, As_h: |
2 |
layers - # |
8 |
@ |
12 |
in, o.c. |
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21 |
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0.012 |
0.60 |
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End 1 Rebar,
As_1: |
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0 |
-
# |
11 |
< total x pieces #y bar > |
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Changes on 3.0 |
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22 |
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0.0125 |
0.65 |
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End 2 Rebar,
As_2: |
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0 |
-
# |
11 |
< total x pieces #y bar > |
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To consider the wall height to length ratio for
shear capacity. |
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23 |
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0.013 |
0.70 |
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Wall Dead Load,
P_DL: |
320 |
kips |
< NOT including wall self wt > |
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Add warning flag for shear capacity > code
allowable value. |
18 |
4.00 |
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24 |
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0.0135 |
0.75 |
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Wall Live Load,
P_LL: |
235 |
kips |
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25 |
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0.014 |
0.80 |
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Wall Seismic
Load, P_EQ: |
455 |
kips |
< Seismic axial load @ wall center > |
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Changes on 3.1 |
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26 |
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0.0145 |
0.85 |
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Design
Spectral Acceleration Parameter, SDs ASCE Chapter 11 |
1.5 |
g |
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Unlock Pu so the user can input their own Pu. |
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27 |
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0.015 |
0.90 |
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Building
Importance Factor, I - ASCE 7 Table 11.5-1 |
1.5 |
ndim |
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28 |
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0.95 |
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Changes on 4.0 |
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29 |
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1.00 |
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Deflection
Amplification Factor, Cd - ASCE 7 Table 12.2-1 |
5 |
ndim |
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Validation with drop down input for fc,fy,Bar
Size and Spacing, |
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30 |
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1.05 |
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Cracked Section
Modification Factor for Ig, Kcr |
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0.5 |
ndim |
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Number of Layer,Thickness,End Length,Number of
End Bars,R,Phi_v |
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31 |
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1.10 |
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Shear Distribution
Coefficient, Wv |
1.33 |
ndim |
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Height, Boundary Dimensions |
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32 |
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1.15 |
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33 |
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1.20 |
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STORY HEIGHTS & UNFACTORED FORCES |
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Changes on 5.0 |
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34 |
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1.25 |
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Add ACI's boundary zone requirement per Section
21.6.6. |
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35 |
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1.30 |
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Story |
Story |
Story |
Story |
Height |
Story |
Dist |
Story |
Moment |
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36 |
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1.35 |
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Height |
EQ |
EQ |
Above |
EQ |
From |
Moment |
Diagram |
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Changes on 6.0 |
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37 |
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1.40 |
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Force |
Shear |
Base |
OTM |
Top |
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Refine compressive forces C0sb |
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38 |
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1.45 |
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Revise ACI Design Displacement on 6.1 |
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39 |
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1.50 |
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No. |
feet |
kips |
kips |
feet |
k-ft |
feet |
k-ft |
k-ft |
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40 |
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1.55 |
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Changes on
7.0 & 7.01 |
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41 |
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1.60 |
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10 |
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0.0 |
74.00 |
0 |
0.00 |
0 |
0 |
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Take out 97 UBC provisions |
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42 |
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1.65 |
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9 |
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0.0 |
74.00 |
0 |
0.00 |
0 |
0 |
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Incorporate ASCE 7-05 seismimc parameters |
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43 |
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1.70 |
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8 |
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0.0 |
74.00 |
0 |
0.00 |
0 |
0 |
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Add minimum axial load case |
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44 |
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1.75 |
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7 |
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0.0 |
74.00 |
0 |
0.00 |
0 |
0 |
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Strain based bending and axial strength
reduction factors |
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45 |
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1.80 |
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6 |
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0.0 |
74.00 |
0 |
0.00 |
0 |
0 |
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Add shear capacity limit |
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46 |
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1.85 |
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5 |
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0.0 |
74.00 |
0 |
0.00 |
0 |
0 |
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Calculate shear strength reduction factor |
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47 |
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1.90 |
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4 |
26.00 |
650.0 |
650.0 |
74.00 |
48100 |
26.00 |
16900 |
16900 |
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48 |
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1.95 |
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3 |
16.00 |
27.0 |
677.0 |
48.00 |
1296 |
42.00 |
10832 |
27732 |
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Changes on 7.1 |
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49 |
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2.00 |
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2 |
16.00 |
57.0 |
734.0 |
32.00 |
1824 |
58.00 |
11744 |
39476 |
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Take out R input |
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50 |
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2.05 |
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1 |
16.00 |
29.0 |
763.0 |
16.00 |
464 |
74.00 |
12208 |
51684 |
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Correct bug for ACI displacement ratio |
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51 |
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2.10 |
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Changes on 7.2 |
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52 |
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2.15 |
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Total: |
74.00 |
763.0 |
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51684 |
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Correct reference cell for shear strength
reduction factor |
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53 |
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2.20 |
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Fix the load factor for selfweight of wall |
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54 |
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2.25 |
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WALL SECTION
PROPERTIES AND DEFLECTIONS |
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Fix control for Vn max |
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55 |
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2.30 |
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56 |
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2.35 |
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Int. Wall
Length < wall length betw end sects >, L_0: |
360 |
in |
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57 |
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2.40 |
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Total Gross
Area, ATOT: |
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7200 |
in^2 |
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58 |
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2.45 |
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Centroid
Distance to End 1, NAXIS |
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180 |
in |
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59 |
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2.50 |
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Gross Moment of
Inertia, I_GROSS: |
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77760 |
X 10^3 in^4 |
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60 |
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61 |
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Elastic Bending
Deflection, d_eb: |
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0.565 |
in |
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62 |
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
63 |
|
|
|
|
Elastic Shear
Deflection : d_v |
|
|
0.072 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
64 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
65 |
|
|
|
|
Comb. Bending
and Shear Defl. at Top of Wall, d_e tot : |
0.637 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
66 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
67 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
68 |
|
|
|
|
WALL LOADING AND AXIAL LOAD LIMIT - ACI |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
69 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
70 |
|
|
|
|
Wall Geometry |
|
|
SYMMETRIC |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
71 |
|
|
|
|
Wall Self
Weight, P_SW: |
|
555 |
kips |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
72 |
|
|
|
|
Factored Shear,
Vu: |
|
|
763 |
kips |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
73 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
74 |
|
|
|
|
COMBINED
BENDING WITH MAXIMUM AXIAL LOAD |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
75 |
|
|
|
|
Wall Axial
Load, P'u: |
|
2003 |
kips |
< P'u = 1.2D + L + Ev + Eh> |
|
|
|
|
|
|
|
|
ABCDEFGHIJKLMNOPQRSTUVWXYZ |
|
|
|
|
|
|
|
|
|
|
|
|
|
76 |
|
|
|
|
Factored EQ
Moment, Mu: |
|
51684 |
kip-ft |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
77 |
|
|
|
|
Factored Axial Force |
|
0.07 |
Ag.fc' |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
78 |
|
|
|
|
Compressive Strength, Po |
|
21730 |
kips |
|
|
|
|
|
|
|
|
|
|
|
|
OK, CAN BE USED AS SHEARWALL |
|
|
|
|
|
|
|
|
|
|
|
|
|
79 |
|
|
|
|
Ratio of Pu /Po
= |
|
|
0.09 |
OK, CAN BE USED AS
SHEARWALL |
|
|
|
|
|
|
|
|
|
|
DESIGN AS NON LATERAL ELEMENT |
|
|
|
|
|
|
|
|
|
|
|
|
|
80 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
81 |
|
|
|
|
COMBINED
BENDING WITH MINIMUM AXIAL LOAD |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
82 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
83 |
|
|
|
|
Wall Axial
Load, P'u min: |
|
70
|
kips |
< P'u = 0.9D -Ev -Eh> |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
84 |
|
|
|
|
Factored EQ
Moment, Mu: |
|
51684 |
kip-ft |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
85 |
|
|
|
|
Factored Axial Force |
|
0.00 |
Ag.fc' |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
86 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
87 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
88 |
|
|
|
|
NOMINAL
FLEXURAL CAPACITY M'N @ P'u |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
89 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
90 |
|
|
|
|
Wall Vert
Steel, Rhov: |
0.00658 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
91 |
|
|
|
|
Wall Horiz
Steel, Rhoh: |
0.00658 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
92 |
|
|
|
|
End 1 Steel,
As_1: |
|
0.00 |
in^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
93 |
|
|
|
|
End 2 Steel,
As_2: |
|
0.00 |
in^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
94 |
|
|
|
|
Beta1: |
|
|
0.85 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
95 |
|
|
|
|
Conc Yld
Strain, eecy: |
0.003 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
96 |
|
|
|
|
Steel Yld
Strain, eesy: |
0.0021 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
97 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
98 |
|
|
|
|
UNDER MAXIMUM
AXIAL LOAD |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
99 |
|
|
|
|
Compr Zone
Length, c: |
65.85 |
in |
Iterate C until Sum of Forces = 0 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
100 |
|
|
|
|
Sum of Forces,
ftot: |
0 |
kips |
OK |
M'n: |
60514 |
k-ft |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Maximum Steel
Strain, Et |
0.013 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Strength Red.
Factor, Phi |
0.90 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Phi M'n: |
|
|
54463 |
kip-ft |
OK > Mu at P'u |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
OK |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
UNDER MINIMUM
AXIAL LOAD |
|
|
|
|
|
|
|
|
|
RETRY.. |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Compr Zone
Length, c_min: |
39.59 |
in |
Iterate C until Sum of Forces = 0 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Sum of Forces,
ftot: |
0 |
kips |
OK |
M'n: |
39305 |
k-ft |
|
|
|
|
|
|
|
|
|
OK >
Mu at P'u |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Maximum Steel Strain, Et_min |
0.024 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
Understrength Section, ADD REBAR!! |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Strength Red.
Factor, Phi |
0.90 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Phi M'n: |
|
|
35375 |
kip-ft |
Understrength
Section, ADD REBAR!! |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
BOUNDARY ELEMENT
REQUIREMENT PER ACI SECTION 21.7.6 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Total Elastic
Displacment at Top of Wall, d_e tot: |
0.64 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Approximate
Design/Expected Inelastic Displacement, d_u: |
4.25 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Design
Displacement/Height Ratio |
|
|
0.005 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Maximum Compr Zone
Length, C_max Per Eq. (21-8) |
|
85.71 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Minimum Boundary Zone
Length, L_BZ_ACI : |
|
0.00 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Minimum Height Above The
Base, H_BZ_ACI |
|
0.00 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Maximum Hoop Spacing Sx Per
Eq. (21-5) |
|
|
4.00 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Max. Horizontal
Spacing of Hoop/Crossties, hx |
|
14.00 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Thickness, T_BZ_ACI |
|
|
|
|
32.00 |
in |
|
|
|
|
|
|
|
|
|
|
NO GOOD! STRAIN LIMIT EXCEEDED! |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Hoops Vertical Spacing, S_v_ACI |
|
|
6.00 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Dist. from
Face of Concrete to Center of Hoops, D_c_ACI |
1.50 |
in |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Req. Area of
Hoops in Longitudinal Dir., Ash_x: |
|
0.00
|
in^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Req. Area of
Hoops in Transverse Dir., Ash_y: |
|
0.00
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Max.
Hoops Vertical Spacing If Boundary Element is Not Required: 8.00 inches |
in |
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BOUNDARY ELEMENT IS NOT REQUIRED |
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SHEAR DEMAND AND CAPACITY |
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Wall's Height
to Length Ratio |
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2.5 |
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Coefficient
ALFA_C |
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2.0 |
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SHEAR STRENGTH
REDUCTION FACTOR FOR SPECIAL CONCRETE WALL PER ACI SEC. 9.3.4 |
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Approximate
Shear Demand Corresponding to Maximum Mn, Vp |
1088 |
kips |
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Nominal Shear
Strength,Vn |
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3755 |
kips |
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Ratio of Vp/Vn |
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0.29 |
ndim |
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Shear Strength
Reduction Factor, Phi_v |
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0.75 |
ndim |
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Shear Capacity,
Phi_v Vn: |
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2816 |
kips |
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Maximum Usable
Shear Capacity, Phi_v Vn max: |
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3415 |
kips |
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Shear
Demand/Capacity, Vu/(Phi_v Vn) |
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0.27 |
ndim |
OK |
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END OF
CALCULATIONS |
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To report any
'bug' in the spreadsheet, please contact structech@gmail.com. |
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BOUNDARY
ELEMENT IS NOT REQUIRED |
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www.structech.us |
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BOUNDARY
ELEMENT IS REQUIRED |
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NO GOOD! STRAIN LIMIT EXCEEDED! |
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SHEAR CAPACITY EXCEEDS CODE ALLOWABLE .. Vn
> Acv(10 * Vf'c) !!! INCREASE SHEAR
REINFORCEMENT OR WALL THICKNESS !!! |
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OK |
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NOT GOOD ! |
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