2007 CBC / ACI 05 / ASCE 7-05 / 2006 IBC |
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1 |
0.5 |
0.002
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CONCRETE SHEARWALL ANALYSIS
AND DESIGN |
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DON'T CHANGE THE LOCATION OF THE BAR AREA DATA
BELOW. |
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2 |
1 |
0.0025 |
RCWALLPRO by
STRUCTECH |
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3 |
1.5 |
0.003 |
Your
company name |
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Project : |
Your project |
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9/00 |
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4 |
2 |
0.0035 |
Your company address |
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Building : |
Your building |
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Version |
5.0 |
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5 |
2.5 |
0.004 |
Your company address |
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Wall ID : |
WALL # 1 |
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02/01 |
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rebar |
area |
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6 |
3 |
0.0045 |
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Version 6.0 |
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1 |
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7 |
3.5 |
0.005 |
REQUIRED INPUT
ARE INDICATED BY BLUE COLOR NUMBERS OR WITH BLUE SHADING |
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01/02 |
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2 |
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8 |
4 |
0.0055 |
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Version 6.1 |
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3 |
0.11 |
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9 |
4.5 |
0.006 |
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INPUT |
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02/08 |
Correct Du for ACI Checking |
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4 |
0.20 |
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10 |
5 |
0.0065 |
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Version 7.0 |
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5 |
0.31 |
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11 |
5.5 |
0.007 |
Concrete
Strength, f'c: |
4 |
ksi |
Conc E, Econc: |
3605 |
ksi |
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06/08 Revise to ASCE7-05 with minimum & max
axial load |
6 |
0.44 |
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12 |
6 |
0.0075 |
Rebar Yield
Strength, fy: |
60 |
ksi |
Steel E, Es: |
29000 |
ksi |
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7 |
0.60 |
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13 |
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0.008 |
Total Wall
Length, Ltot: |
360 |
in |
< includes end sections > |
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Version 7.1 |
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8 |
0.79 |
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14 |
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0.0085 |
End 1 Length,
L_1: |
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32 |
in |
< length of left end section > |
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Correct reference cell for shear strength
reduction factor |
9 |
1.00 |
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15 |
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0.009 |
End 2 Length,
L_2: |
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32 |
in |
< length of right end section > |
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Fix the load factor for selfweight of wall |
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10 |
1.27 |
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16 |
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0.0095 |
Wall Thickness,
T_0: |
20 |
in |
< thickness between end sects > |
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Fix control for Vn max |
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11 |
1.56 |
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17 |
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0.01 |
End 1
Thickness, T_1: |
32 |
in |
< thickness @ left end section > |
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18 |
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0.0105 |
End 2
Thickness, T_2: |
32 |
in |
< thickness @ right end section > |
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19 |
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0.011 |
Wall Vert.
Steel, As_0: |
2 |
layers - # |
7 |
@ |
12 |
in, o.c. |
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14 |
2.25 |
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20 |
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0.0115 |
Wall Horiz.
Steel, As_h: |
2 |
layers - # |
7 |
@ |
12 |
in, o.c. |
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21 |
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0.012 |
End 1 Rebar,
As_1: |
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28 |
-
# |
11 |
< total x pieces #y bar > |
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22 |
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0.0125 |
End 2 Rebar,
As_2: |
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28 |
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# |
11 |
< total x pieces #y bar > |
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23 |
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0.013 |
Wall Dead Load,
P_DL: |
320 |
kips |
< NOT including wall self wt > |
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18 |
4.00 |
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24 |
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0.0135 |
Wall Live Load,
P_LL: |
235 |
kips |
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25 |
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0.014 |
Wall Seismic
Load, P_EQ: |
455 |
kips |
< Seismic axial load @ wall center > |
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26 |
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0.0145 |
Wall
Selfweight, P_SW |
614 |
kips |
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27 |
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0.015 |
Total Wall
Height, H_TOT |
74 |
feet |
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28 |
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29 |
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Gross Section
Total Elastic Deflection At Top of Wall |
0.446 |
inch |
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30 |
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Factored
Overturning Moment at Critical Section, MOM_EQ |
51684 |
kips-ft |
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31 |
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Factored Shear
Force at Critical Section, V |
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763 |
kips |
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32 |
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Design Spectral
Acceleration Parameter, SDs ASCE Chapter 11 |
1.5 |
g |
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33 |
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Building
Importance Factor, I - ASCE 7 Table 11.5-1 |
1.5 |
ndim |
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34 |
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35 |
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Deflection
Amplification Factor, Cd - ASCE 7 Table 12.2-1 |
5 |
ndim |
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36 |
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Cracked Section
Modification Factor for Ig, Kcr |
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0.5 |
ndim |
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37 |
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Shear Distribution Coefficient,
Wv |
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1.33 |
ndim |
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38 |
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39 |
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40 |
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WALL SECTION PROPERTIES |
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41 |
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42 |
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Int. Wall
Length, L_0: |
296 |
in |
< wall length betw end sects > |
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43 |
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44 |
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Area |
Centrd |
A*y |
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Naxis |
A*d^2 |
Ipart |
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45 |
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Dist |
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Dist |
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bh^3/12 |
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46 |
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in^2 |
in |
in^3 |
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in |
in^4 |
in^4 |
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47 |
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1000's |
1000's |
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48 |
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49 |
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Int. Wall: |
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5920 |
180 |
1065600 |
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0 |
0 |
43224 |
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50 |
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End 1: |
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1024 |
16 |
16384 |
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164 |
27542 |
87 |
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51 |
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End 2: |
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1024 |
344
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352256 |
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-164 |
27542 |
87 |
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52 |
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Total: |
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7968 |
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1434240 |
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55083 |
43399 |
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53 |
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54 |
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Centroid Dist.
To End 1, NAXIS: |
180.00 |
in |
I_gross: |
98482 |
10^3in^4 |
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55 |
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56 |
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WALL LOADING AND AXIAL LOAD LIMIT - ACI |
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57 |
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58 |
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Wall Geometry |
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SYMMETRIC |
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59 |
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Factored Shear,
Vu: |
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763 |
kips |
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60 |
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61 |
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COMBINED
BENDING WITH MAXIMUM AXIAL LOAD |
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62 |
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Wall Axial
Load, P'u: |
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2091 |
kips |
< P'u = 1.2D + L + Ev + Eh> |
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63 |
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Factored
Moment, Mu: |
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51684 |
kip-ft |
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64 |
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Factored Axial Force |
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0.07 |
Ag.fc' |
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65 |
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Compressive Strength, Po |
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26969 |
kips |
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66 |
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Ratio of Pu /Po
= |
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0.078
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OK,
CAN BE USED AS SHEARWALL |
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67 |
|
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|
|
ABCDEFGHIJKLMNOPQRSTUVWXYZ |
|
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|
|
68 |
|
|
COMBINED
BENDING WITH MINIMUM AXIAL LOAD |
|
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69 |
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|
70 |
|
|
Wall Axial
Load, P'u min: |
|
105
|
kips |
< P'u = 0.9D -Ev -Eh> |
|
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|
71 |
|
|
Factored EQ
Moment, Mu: |
|
51684 |
kip-ft |
|
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|
|
OK, CAN BE USED AS SHEARWALL |
|
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|
72 |
|
|
Factored Axial Force |
|
0.00 |
Ag.fc' |
|
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|
|
DESIGN AS NON LATERAL ELEMENT |
|
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|
73 |
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|
74 |
|
|
NOMINAL
FLEXURAL CAPACITY M'N @ P'u |
|
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|
75 |
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|
76 |
|
|
Wall Vert
Steel, Rhov: |
0.00500 |
ndim |
|
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|
77 |
|
|
Wall Horiz
Steel, Rhoh: |
0.00500 |
ndim |
|
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|
78 |
|
|
End 1 Steel,
As_1: |
|
43.68 |
in^2 |
|
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|
79 |
|
|
End 2 Steel,
As_2: |
|
43.68 |
in^2 |
|
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|
80 |
|
|
Beta1: |
|
|
0.85 |
ndim |
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|
81 |
|
|
Conc Yld
Strain, eecy: |
0.00300 |
ndim |
|
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|
82 |
|
|
Steel Yld
Strain, eesy: |
0.002069 |
ndim |
|
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83 |
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|
84 |
|
|
UNDER MAXIMUM
AXIAL LOAD |
|
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|
85 |
|
|
Compr Zone
Length, c: |
44.58
|
in |
Iterate C until Sum of Forces = 0 |
|
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|
86 |
|
|
Sum of Forces,
ftot: |
0 |
kips |
OK |
M'n: |
123410 |
k-ft |
|
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|
87 |
|
|
Maximum Steel Strain, Et_max |
0.021 |
ndim |
|
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|
88 |
|
|
Strength Red.
Factor, Phi |
0.77 |
|
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|
89 |
|
|
Phi M'n: |
|
|
94876 |
kip-ft |
OK > Mu at P'u |
|
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|
90 |
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|
91 |
|
|
UNDER MINIMUM
AXIAL LOAD |
|
|
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|
92 |
|
|
Compr Zone
Length, c_min: |
29.79 |
in |
Iterate C until Sum of Forces = 0 |
|
|
|
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|
|
OK |
|
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|
93 |
|
|
Sum of Forces,
ftot: |
-61 |
kips |
RETRY.. |
M'n: |
97941 |
k-ft |
|
|
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|
|
RETRY.. |
|
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|
94 |
|
|
Maximum Steel Strain, Et_min |
0.033 |
ndim |
|
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|
95 |
|
|
Strength Red.
Factor, Phi |
0.90 |
ndim |
|
|
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|
|
OK >
Mu at P'u |
|
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|
96 |
|
|
Phi M'n: |
|
|
88147 |
kip-ft |
OK > Mu at P'u |
|
|
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|
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|
|
Understrength Section, ADD REBAR!! |
|
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|
97 |
|
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|
98 |
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|
99 |
|
|
BOUNDARY ELEMENT
REQUIREMENT PER ACI SECTION 21.6.6 |
|
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|
100 |
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|
|
Total Elastic
Displacment at Top of Wall, d_e tot: |
0.45
|
inches |
|
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|
|
Approximate
Design/Expected Inelastic Displacement, d_u: |
2.97 |
inches |
|
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|
Design
Displacement/Height Ratio |
|
|
0.003 |
ndim |
|
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|
|
Maximum Compr Zone
Length, C_max Per Eq. (21-8) |
|
85.71 |
inches |
|
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|
|
Minimum Boundary Zone
Length, L_BZ_ACI : |
|
0.00 |
inches |
|
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|
|
Maximum Height Above The
Base, H_BZ_ACI |
|
0.00 |
inches |
|
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|
|
Hoop Spacing Sx Per Eq. (21-5) |
|
|
4.00 |
inches |
|
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|
|
Max. Horizontal
Spacing of Hoop/Crossties, hx |
|
14.00 |
inches |
|
|
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|
|
NO GOOD! STRAIN LIMIT EXCEEDED! |
|
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|
|
Thickness, T_BZ_ACI |
|
|
|
|
32.00 |
in |
|
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|
|
Hoops Vertical Spacing, S_v_ACI |
|
|
6.00 |
in |
|
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|
|
Dist. from
Face of Concrete to Center of Hoops, D_c_ACI |
1.50 |
in |
|
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|
|
Req. Area of
Hoops in Longitudinal Dir., Ash_x: |
|
0.00
|
in^2 |
|
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|
|
Req. Area of
Hoops in Transverse Dir., Ash_y: |
|
0.00
|
in^2 |
|
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|
|
Max.
Hoops Vertical Spacing If Boundary Element is Not Required : 8.00 inches |
|
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|
|
BOUNDARY
ELEMENT IS NOT REQUIRED PER ACI |
|
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|
|
SHEAR DEMAND
AND CAPACITY |
|
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|
|
Wall's Height
to Length Ratio |
|
|
2.5 |
|
|
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|
|
|
Coefficient
ALFA_C |
|
|
|
|
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 |
2218 |
kips |
|
|
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|
|
|
Nominal Shear
Strength,Vn |
|
|
|
3071 |
kips |
|
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|
|
Ratio of Vp/Vn |
|
|
|
|
0.72 |
ndim |
|
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|
|
|
Shear Strength
Reduction Factor, Phi_v |
|
|
0.75 |
ndim |
|
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|
|
|
Shear Capacity,
Phi Vn: |
|
|
|
2303 |
kips |
|
|
|
|
|
|
|
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|
|
|
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|
|
|
|
|
|
|
|
|
Maximum Usable
Shear Capacity, Phi_v Vn max: |
|
3415 |
kips |
OK |
|
|
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|
|
|
|
|
|
Shear
Demand/Capacity, Vu/(Phi_v Vn) |
|
0.33 |
ndim |
OK |
|
|
|
|
|
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|
|
|
|
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|
|
|
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END OF
CALCULATIONS |
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BOUNDARY ELEMENT IS NOT
REQUIRED PER ACI |
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To
report any 'bug' in the spreadsheet, please contact structech@gmail.com |
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BOUNDARY
ELEMENT IS REQUIRED PER ACI |
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www.structech.us |
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INTERMEDIATE CALCULATIONS |
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STRESS - STRAIN COMPATIBILITY
ANALYSIS AND SECTION EQUILIBRIUM |
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UNDER MAXIMUM AXIAL LOAD |
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Stress Block
Length, a: |
37.90 |
in |
(c/dt)= |
0.12960 |
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Steel Strain @
End 2: |
0.02122 |
ndim |
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Vertical Forces Acting |
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Magnitude |
Distance to Comp. |
Moment on the |
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on Wall
Critical Section |
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End of Wall |
Critical Section |
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SHEAR CAPACITY EXCEEDS CODE ALLOWABLE .. Vn
> Acv(10 * Vf'c) !!! INCREASE SHEAR REINFORCEMENT OR WALL THICKNESS !!! |
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kips |
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in |
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k-ft |
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a_ |
b_ |
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OK |
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Compr Conc End
1, C1c: |
-3481.6 |
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16.00
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-4642 |
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30.7
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0.0 |
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NOT GOOD ! |
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Compr Conc
Wall, C0c: |
-400.9 |
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34.95 |
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-1168 |
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Compr Steel End
1, C1s: |
-2436.3 |
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16.00 |
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-3248 |
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Compr Steel
Wall, C0sa: |
0.0 |
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32.00 |
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0 |
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Compr Steel
Wall, C0sb: |
-1.2
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36.19 |
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-4 |
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Wall Load P'u: |
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2091.0 |
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180.00 |
|
31365 |
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Tens Steel
Wall, T0sa: |
1516.0
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201.66
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25477 |
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Tens Steel
Wall, T0sb: |
92.2
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65.08
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500 |
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Tens Steel End
2, T2s: |
2620.8
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344.00 |
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75130 |
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M'n = |
123410 |
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UNDER MINIMUM AXIAL LOAD |
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Stress Block
Length, Amin: |
25.32 |
in |
(c/dt) min = |
0.0866 |
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Steel Strain @
End 2: |
0.03325 |
ndim |
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Vertical Forces Acting |
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Magnitude |
Distance to Comp. |
Moment on the |
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on Wall
Critical Section |
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End of Wall |
Critical Section |
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kips |
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in |
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k-ft |
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a_min |
b_min |
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Compr Conc End
1, C1c: |
-2755.2 |
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12.66 |
|
-2907 |
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20.5
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2.2 |
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Compr Conc
Wall, C0c: |
0.0 |
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32.00 |
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0 |
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Compr Steel End
1, C1s: |
-1759.3 |
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16.00 |
|
-2346 |
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Compr Steel
Wall, C0sa: |
0.0 |
|
32.00 |
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0 |
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Compr Steel
Wall, C0sb: |
0.0
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31.26 |
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0 |
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Wall Axial
Load, P'u: |
105.4 |
|
180.00 |
|
1581 |
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Tens Steel
Wall, T0sa: |
1666.0
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189.17
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26262 |
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Tens Steel
Wall, T0sb: |
60.9
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43.52
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221 |
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Tens Steel End
2, T2s: |
2620.8
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344.00 |
|
75130 |
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-61.39998 |
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M'n = |
97941 |
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To print
intermediate calculations, extend the print area. |
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< stress = fy > |
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< stress < fy > |
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< stress = fy > |
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< stress < fy > |
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