2007 CBC / ACI 05 / ASCE 7-05 / 2006 IBC |
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CONCRETE SHEARWALL ANALYSIS AND DESIGN |
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1 |
10 |
6 |
0.002 |
RCWALLPRO by
STRUCTECH |
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Version |
4.0 M |
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2 |
20 |
8 |
0.0025 |
Your company name |
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Project : |
Your project |
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10/00 |
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3 |
30 |
10 |
0.003 |
Your company address |
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Building : |
Your building |
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Version |
5.0 M |
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4 |
40 |
12 |
0.0035 |
Your company phone/fax |
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Wall ID : |
WALL # 40 |
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2/01 |
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5 |
50 |
13 |
0.004 |
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Version |
6.0 M |
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6 |
60 |
16 |
0.0045 |
REQUIRED INPUT
ARE INDICATED BY BLUE COLOR NUMBERS OR WITH BLUE SHADING |
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2/02 |
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7 |
70 |
19 |
0.005 |
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Version |
7.0 M |
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8 |
80 |
20 |
0.0055 |
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INPUT |
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09/08 |
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9 |
90 |
22 |
0.006 |
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10 |
100 |
25 |
0.0065 |
Concrete
Strength, f'c: |
35 |
MPa |
Conc E, Econc: |
27983 |
MPa |
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11 |
110 |
28 |
0.007 |
Rebar Yield
Strength, fy: |
420 |
MPa |
Steel E, Es: |
200000 |
MPa |
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12 |
120 |
32 |
0.0075 |
Total Wall
Length, Ltot: |
18300 |
mm |
< includes end sections > |
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13 |
130 |
35 |
0.008 |
End 1 Length,
L_1: |
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1200 |
mm |
< length of left end section > |
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14 |
140 |
44 |
0.0085 |
End 2 Length,
L_2: |
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1200 |
mm |
< length of right end section > |
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15 |
150 |
57 |
0.009 |
Wall Thickness,
T_0: |
800 |
mm |
< thickness between end sects > |
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16 |
160 |
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0.0095 |
End 1 Thickness,
T_1: |
1200 |
mm |
< thickness @ left end section > |
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17 |
170 |
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0.01 |
End 2 Thickness,
T_2: |
1200 |
mm |
< thickness @ right end section > |
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18 |
180 |
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0.0105 |
Wall Vert.
Steel, As_0: |
2 |
-
DIA |
25 |
@ |
150 |
mm, o.c. |
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19 |
190 |
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0.011 |
Wall Horiz.
Steel, As_h: |
2 |
-
DIA |
25 |
@ |
150 |
mm, o.c. |
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20 |
200 |
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0.0115 |
End 1 Rebar,
As_1: |
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36 |
-
DIA |
57 |
< total x pieces DIA y bar > |
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21 |
210 |
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0.012 |
End 2 Rebar,
As_2: |
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36 |
-
DIA |
57 |
< total x pieces DIA y bar > |
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22 |
220 |
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0.0125 |
Wall Dead Load,
P_DL: |
1450 |
kN |
< NOT including wall self wt > |
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23 |
230 |
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0.013 |
Wall Live Load,
P_LL: |
1060 |
kN |
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24 |
240 |
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0.0135 |
Wall Seismic
Load, P_EQ: |
0 |
kN |
< Seismic axial load @ wall center > |
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25 |
250 |
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0.014 |
Cracked Section
Modification Factor for Ig, Kcr |
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0.5 |
ndim |
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26 |
260 |
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0.0145 |
Shear Distribution
Coefficient, Wv |
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1.33 |
ndim |
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27 |
270 |
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0.015 |
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28 |
280 |
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Design
Spectral Acceleration Parameter, SDs ASCE Chapter 11 |
1.5 |
g |
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29 |
290 |
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Building
Importance Factor, I - ASCE
7 Table 11.5-1 |
1.5 |
ndim |
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30 |
300 |
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Deflection
Amplification Factor, Cd
- ASCE 7 Table 12.2-1 |
5 |
ndim |
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31 |
310 |
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32 |
320 |
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WALL SECTION
PROPERTIES AND DEFLECTIONS |
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33 |
330 |
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34 |
340 |
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Int. Wall Length
< wall length betw end sects >, L_0: |
15900
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mm |
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35 |
350 |
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Total Gross
Area, ATOT: |
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15600000 |
mm^2 |
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36 |
360 |
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Centroid
Distance to End 1, NAXIS |
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9150 |
mm |
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37 |
370 |
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Gross Moment of
Inertia, I_GROSS: |
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4.79E+14 |
mm^4 |
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38 |
380 |
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39 |
390 |
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Elastic Bending
Deflection, d_eb: |
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775 |
mm |
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40 |
400 |
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41 |
410 |
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Elastic Shear
Deflection : d_v |
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13 |
mm |
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42 |
420 |
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43 |
430 |
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Comb. Bending
and Shear Defl. at Top of Wall, d-e tot : |
789 |
mm |
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44 |
440 |
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45 |
450 |
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46 |
460 |
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STORY HEIGHTS & UNFACTORED FORCES |
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47 |
470 |
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48 |
480 |
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Story |
Story |
Story |
Story |
Height |
Story |
Dist |
Story |
Moment |
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49 |
490 |
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Height |
EQ |
EQ |
Above |
EQ |
From |
Moment |
Diagram |
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50 |
500 |
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Force |
Shear |
Base |
OTM |
Top |
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51 |
510 |
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52 |
520 |
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No. |
m |
kN |
kN |
m |
kN-m |
m |
kN-m |
kN-m |
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53 |
530 |
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54 |
540 |
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40 |
4.87 |
272.0 |
272.0 |
194.80 |
52986
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4.87 |
1324.64 |
1324.64 |
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55 |
550 |
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39 |
4.87 |
272.0 |
544.0 |
189.93 |
51661
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9.74
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2649.28 |
3973.92 |
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56 |
560 |
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38 |
4.87 |
272.0 |
816.0 |
185.06 |
50336 |
14.61 |
3973.92 |
7947.84 |
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57 |
570 |
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37 |
4.87 |
272.0 |
1088.0 |
180.19 |
49012 |
19.48 |
5298.56 |
13246.4 |
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58 |
580 |
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36 |
4.87 |
272.0 |
1360.0 |
175.32 |
47687
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24.35 |
6623.2 |
19869.6 |
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59 |
590 |
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35 |
4.87 |
272.0 |
1632.0 |
170.45 |
46362
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29.22 |
7947.84 |
27817.4
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60 |
600 |
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34 |
4.87 |
272.0 |
1904.0 |
165.58 |
45038
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34.09 |
9272.48 |
37089.9
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61 |
610 |
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33 |
4.87 |
272.0 |
2176.0 |
160.71 |
43713
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38.96 |
10597.1 |
47687
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62 |
620 |
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32 |
4.87 |
272.0 |
2448.0 |
155.84 |
42388
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43.83 |
11921.8 |
59608.8
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63 |
630 |
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31 |
4.87 |
272.0 |
2720.0 |
150.97 |
41064
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48.70 |
13246.4 |
72855.2
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|
|
|
|
|
|
|
|
|
|
|
|
64 |
640 |
|
|
30 |
4.87 |
272.0 |
2992.0 |
146.10 |
39739
|
53.57
|
14571 |
87426.2
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
65 |
650 |
|
|
29 |
4.87 |
272.0 |
3264.0 |
141.23 |
38415
|
58.44
|
15895.7 |
103322 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
66 |
660 |
|
|
28 |
4.87 |
272.0 |
3536.0 |
136.36 |
37090
|
63.31
|
17220.3 |
120542 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
67 |
670 |
|
|
27 |
4.87 |
272.0 |
3808.0 |
131.49 |
35765
|
68.18 |
18545 |
139087 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
68 |
680 |
|
|
26 |
4.87 |
272.0 |
4080.0 |
126.62 |
34441
|
73.05
|
19869.6 |
158957
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
69 |
690 |
|
|
25 |
4.87 |
272.0 |
4352.0 |
121.75 |
33116 |
77.92
|
21194.2
|
180151
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
70 |
700 |
|
|
24 |
4.87 |
272.0 |
4624.0 |
116.88 |
31791
|
82.79
|
22518.9
|
202670 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
71 |
710 |
|
|
23 |
4.87 |
272.0 |
4896.0 |
112.01 |
30467
|
87.66
|
23843.5 |
226513 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
72 |
720 |
|
|
22 |
4.87 |
272.0 |
5168.0 |
107.14 |
29142
|
92.53
|
25168.2 |
251682 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
73 |
730 |
|
|
21 |
4.87 |
272.0 |
5440.0 |
102.27 |
27817
|
97.40
|
26492.8
|
278174 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
74 |
740 |
|
|
20 |
4.87 |
272.0 |
5712.0 |
97.40 |
26493
|
102.27 |
27817.4
|
305992 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
75 |
750 |
|
|
19 |
4.87 |
272.0 |
5984.0 |
92.53 |
25168 |
107.14 |
29142.1
|
335134 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
76 |
760 |
|
|
18 |
4.87 |
272.0 |
6256.0 |
87.66 |
23844 |
112.01 |
30466.7
|
365601 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
77 |
770 |
|
|
17 |
4.87 |
272.0 |
6528.0 |
82.79 |
22519
|
116.88 |
31791.4
|
397392 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
78 |
780 |
|
|
16 |
4.87 |
272.0 |
6800.0 |
77.92 |
21194
|
121.75 |
33116 |
430508 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
79 |
790 |
|
|
15 |
4.87 |
272.0 |
7072.0 |
73.05 |
19870 |
126.62 |
34440.6
|
464949 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
80 |
800 |
|
|
14 |
4.87 |
272.0 |
7344.0 |
68.18 |
18545 |
131.49 |
35765.3
|
500714 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
81 |
810 |
|
|
13 |
4.87 |
272.0 |
7616.0 |
63.31 |
17220 |
136.36 |
37089.9
|
537804 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
82 |
820 |
|
|
12 |
4.87 |
272.0 |
7888.0 |
58.44 |
15896 |
141.23 |
38414.6
|
576218 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
83 |
830 |
|
|
11 |
4.87 |
272.0 |
8160.0 |
53.57 |
14571 |
146.10 |
39739.2
|
615958 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
84 |
840 |
|
|
10 |
4.87 |
272.0 |
8432.0 |
48.70 |
13246 |
150.97 |
41063.8
|
657021
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
85 |
850 |
|
|
9 |
4.87 |
272.0 |
8704.0 |
43.83 |
11922 |
155.84 |
42388.5
|
699410
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
86 |
860 |
|
|
8 |
4.87 |
272.0 |
8976.0 |
38.96 |
10597 |
160.71 |
43713.1
|
743123 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
87 |
870 |
|
|
7 |
4.87 |
272.0 |
9248.0 |
34.09 |
9272 |
165.58 |
45037.8
|
788161 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
88 |
880 |
|
|
6 |
4.87 |
272.0 |
9520.0 |
29.22 |
7948 |
170.45 |
46362.4
|
834523 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
89 |
890 |
|
|
5 |
4.87 |
272.0 |
9792.0 |
24.35 |
6623 |
175.32 |
47687
|
882210 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
90 |
900 |
|
|
4 |
4.87 |
272.0 |
10064.0 |
19.48 |
5299 |
180.19 |
49011.7 |
931222 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
91 |
910 |
|
|
3 |
4.87 |
272.0 |
10336.0 |
14.61 |
3974 |
185.06 |
50336.3 |
981558 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
92 |
920 |
|
|
2 |
4.87 |
272.0 |
10608.0 |
9.74 |
2649 |
189.93 |
51661
|
1033219 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
93 |
930 |
|
|
1 |
4.87 |
272.0 |
10880.0 |
4.87 |
1325 |
194.80 |
52985.6
|
1086205 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
94 |
940 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
95 |
950 |
|
|
Total: |
194.80 |
10880 |
|
|
1086204.8 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
96 |
960 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
97 |
970 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
98 |
980 |
|
|
WALL LOADING AND AXIAL LOAD LIMIT - ACI |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
99 |
990 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
100 |
1000 |
|
|
Wall Geometry |
|
|
SYMMETRIC |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1010 |
|
|
Wall Self
Weight, P_SW: |
|
72933
|
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1020 |
|
|
Factored Shear,
Vu: |
|
|
10880
|
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1030 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1040 |
|
|
COMBINED
BENDING WITH MAXIMUM AXIAL LOAD |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1050 |
|
|
Wall Axial Load,
P'u: |
|
112635
|
kN |
< P'u = 1.2D + L + Ev + Eh> |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1060 |
|
|
Factored Axial Force |
|
0.21 |
Ag.fc' |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1070 |
|
|
Factored EQ
Moment, Mu: |
|
1086205 |
kN-m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1080 |
|
|
Compressive Strength, Po |
|
461152 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1090 |
|
|
Ratio of Pu /Po
= |
|
|
0.244 |
OK, CAN BE USED
AS SHEARWALL |
|
|
|
|
|
|
|
|
|
|
ABCDEFGHIJKLMNOPQRSTUVWXYZ |
|
|
|
|
|
|
|
|
|
|
|
|
|
1100 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1110 |
|
|
COMBINED
BENDING WITH MINIMUM AXIAL LOAD |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1120 |
|
|
Wall Axial Load,
P'u: |
|
44630 |
kN |
< P'u = 0.9D - Ev - Eh> |
|
|
|
|
|
|
|
|
|
OK, CAN BE USED AS SHEARWALL |
|
|
|
|
|
|
|
|
|
|
|
|
|
1130 |
|
|
Factored Axial Force |
|
0.08 |
Ag.fc' |
|
|
|
|
|
|
|
|
|
|
|
|
DESIGN AS NON LATERAL ELEMENT |
|
|
|
|
|
|
|
|
|
|
|
|
|
1140 |
|
|
Factored EQ
Moment, Mu: |
|
1086205 |
kN-m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1150 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1160 |
|
|
NOMINAL
FLEXURAL CAPACITY M'N @ P'u |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1170 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1180 |
|
|
Wall Vert Steel,
Rhov: |
0.00818
|
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1190 |
|
|
Wall Horiz
Steel, Rhoh: |
0.00818
|
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1200 |
|
|
End 1 Steel,
As_1: |
|
91887 |
mm^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1210 |
|
|
End 2 Steel,
As_2: |
|
91887 |
mm^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1220 |
|
|
Beta1: |
|
|
0.80 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1230 |
|
|
Conc Yld Strain,
eecy: |
0.00300 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1240 |
|
|
Steel Yld
Strain, eesy: |
0.0021 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1250 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1260 |
|
|
UNDER MAXIMUM
AXIAL LOAD |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1270 |
|
|
Compr Zone
Length, c: |
6081
|
mm |
Iterate c until Sum of Forces = 0 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1280 |
|
|
Sum of Forces,
ftot: |
0 |
kN |
OK |
M'n: |
1688713 |
kN-m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1290 |
|
|
Maximum Steel
Strain, Et |
0.006 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1300 |
|
|
Strength Red.
Factor, Phi |
0.90 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1310 |
|
|
Phi M'n: |
|
|
1519841 |
kN-m |
OK > Mu at P'u |
|
|
|
|
|
|
|
|
|
OK |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1320 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
RETRY.. |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1330 |
|
|
UNDER MINIMUM
AXIAL LOAD |
|
|
|
|
|
|
|
|
|
NOT GOOD !! |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1340 |
|
|
Compr Zone
Length, c: |
3414
|
mm |
Iterate c until Sum of Forces = 0 |
|
|
|
|
|
|
|
|
|
OK >
Mu at P'u |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1350 |
|
|
Sum of Forces,
ftot: |
0 |
kN |
OK |
M'n: |
1343944 |
kN-m |
|
|
|
|
|
|
|
|
|
Understrength Section, ADD REBAR!! |
|
|
|
|
|
|
|
|
|
|
|
|
1360 |
|
|
Strength Red.
Factor, Phi |
0.90 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1370 |
|
|
Phi M'n: |
|
|
1209549 |
kN-m |
OK > Mu at P'u |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1380 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1390 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1400 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1410 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1420 |
|
|
BOUNDARY ELEMENT
REQUIREMENT PER ACI SECTION 21.7.6 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1430 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1440 |
|
|
Total Elastic
Displacment at Top of Wall, d_e tot: |
789
|
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1450 |
|
|
Approximate
Design/Expected Inelastic Displacement, d_u: |
5259 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1460 |
|
|
Displacement/Height
Ratio |
|
|
|
0.027 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1470 |
|
|
Maximum Compr Zone
Length, C_max Per Eq. (21-8) |
|
1130 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1480 |
|
|
Minimum Boundary Zone
Length, L_BZ_ACI : |
|
4251 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1490 |
|
|
Maximum Height Above The
Base, H_BZ_ACI |
|
24959 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1500 |
|
|
Maximum Hoop Spacing Sx Per
Eq. (21-5) |
|
|
100 |
mm |
|
|
|
|
|
|
|
|
|
|
NO GOOD! STRAIN LIMIT EXCEEDED! |
|
|
|
|
|
|
|
|
|
|
|
|
1510 |
|
|
Max. Horizontal
Spacing of Hoop/Crossties, hx |
|
350 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1520 |
|
|
Thickness, T_BZ_ACI |
|
|
|
|
1200 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1530 |
|
|
Hoops Vertical Spacing, S_v_ACI |
|
|
150 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1540 |
|
|
Dist. from
Face of Concrete to Center of Hoops, D_c_ACI |
38 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1550 |
|
|
Req. Area of
Hoops in Longitudinal Dir., Ash_x: |
|
4697
|
mm^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1560 |
|
|
Req. Area of
Hoops in Transverse Dir., Ash_y: |
|
1265
|
mm^2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1570 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1580 |
|
|
BOUNDARY
ELEMENT IS REQUIRED PER ACI |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1590 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1600 |
|
|
|
|
|
SHEAR DEMAND
AND CAPACITY |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1610 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1620 |
|
|
Wall's Height to
Length Ratio |
|
|
10.6 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1630 |
|
|
Coefficient
ALFA_C |
|
|
|
|
0.166 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1640 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1650 |
|
|
SHEAR STRENGTH
REDUCTION FACTOR FOR SPECIAL CONCRETE WALL PER ACI SEC. 9.3.4 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1660 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1670 |
|
|
Approximate
Shear Demand Corresponding to Maximum Mn, Vp |
11530 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1680 |
|
|
Nominal Shear
Strength,Vn |
|
|
|
64695 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1690 |
|
|
Ratio of Vp/Vn |
|
|
|
|
0.18 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1700 |
|
|
Shear Strength
Reduction Factor, Phi_v |
|
|
0.75 |
ndim |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1710 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1720 |
|
|
Shear Capacity,
Phi_v Vn: |
|
|
|
48521 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1730 |
|
|
Maximum Usable
Shear Capacity, Phi_v Vn max: |
|
53916 |
kN |
OK |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1740 |
|
|
Shear
Demand/Capacity, Vu/(Phi_v Vn) |
|
0.22 |
ndim |
OK |
|
|
|
|
|
|
|
|
|
SHEAR CAPACITY EXCEEDS CODE ALLOWABLE .. Vn
> Acv(0.83 * Vf'c) !!! INCREASE SHEAR REINFORCEMENT OR WALL THICKNESS !!! |
|
1750 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1760 |
|
|
END OF
CALCULATIONS |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1770 |
|
|
To report any
'bug' in the spreadsheet, please contact structech@gmail.com. |
|
|
|
|
|
|
|
|
|
|
BOUNDARY
ELEMENT IS NOT REQUIRED PER ACI |
|
|
|
|
|
|
|
|
|
|
|
1780 |
|
|
www.structech.us |
|
|
|
|
|
|
|
|
|
BOUNDARY
ELEMENT IS REQUIRED PER ACI |
|
|
|
|
|
|
|
|
|
|
|
|
1790 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1800 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1810 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1820 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1830 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1840 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1850 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1860 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1870 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1880 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1890 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1900 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1910 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1920 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1930 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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1940 |
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1950 |
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1960 |
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1970 |
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1980 |
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1990 |
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2000 |
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