2007 CBC / ACI 05 / ASCE 7-05 / 2006 IBC 
CONCRETE SHEARWALL ANALYSIS AND DESIGN    1 10 6 0.002
RCWALLPRO by STRUCTECH Version  4.0 M 2 20 8 0.0025
Your company name  Project  : Your project 10/00 3 30 10 0.003
Your company address  Building : Your building Version  5.0 M 4 40 12 0.0035
Your company phone/fax  Wall ID  : WALL # 40  2/01   5 50 13 0.004
Version  6.0 M 6 60 16 0.0045
REQUIRED INPUT ARE INDICATED BY BLUE COLOR NUMBERS OR WITH BLUE SHADING 2/02 7 70 19 0.005
                  Version  7.0 M 8 80 20 0.0055
        INPUT         09/08 9 90 22 0.006
10 100 25 0.0065
Concrete Strength, f'c: 35 MPa Conc E, Econc: 27983 MPa 11 110 28 0.007
Rebar Yield Strength, fy: 420 MPa Steel E, Es: 200000 MPa 12 120 32 0.0075
Total Wall Length, Ltot: 18300 mm < includes end sections > 13 130 35 0.008
End 1 Length, L_1: 1200 mm < length of left end section > 14 140 44 0.0085
End 2 Length, L_2: 1200 mm < length of right end section > 15 150 57 0.009
Wall Thickness, T_0: 800 mm < thickness between end sects > 16 160 0.0095
End 1 Thickness, T_1: 1200 mm < thickness @ left end section > 17 170 0.01
End 2 Thickness, T_2: 1200 mm < thickness @ right end section > 18 180 0.0105
Wall Vert. Steel, As_0: 2  -    DIA  25   @ 150 mm, o.c. 19 190 0.011
Wall Horiz. Steel, As_h: 2  -    DIA  25   @ 150 mm, o.c. 20 200 0.0115
End 1 Rebar, As_1: 36  -    DIA  57 < total x pieces DIA y bar > 21 210 0.012
End 2 Rebar, As_2: 36  -    DIA  57 < total x pieces DIA y bar > 22 220 0.0125
Wall Dead Load, P_DL: 1450 kN < NOT including wall self wt > 23 230 0.013
Wall Live Load, P_LL: 1060 kN 24 240 0.0135
Wall Seismic Load, P_EQ: 0 kN < Seismic axial load @ wall center > 25 250 0.014
Cracked Section Modification Factor for Ig, Kcr 0.5 ndim 26 260 0.0145
Shear Distribution Coefficient,   Wv  1.33 ndim 27 270 0.015
28 280
Design Spectral Acceleration Parameter, SDs ASCE Chapter 11 1.5 g 29 290
Building Importance Factor, I - ASCE 7 Table 11.5-1 1.5 ndim 30 300
Deflection Amplification Factor, Cd - ASCE 7 Table 12.2-1 5 ndim 31 310
32 320
WALL SECTION PROPERTIES AND DEFLECTIONS 33 330
34 340
Int. Wall Length < wall length betw end sects >, L_0: 15900 mm 35 350
Total Gross Area, ATOT: 15600000 mm^2 36 360
Centroid Distance to End 1, NAXIS 9150 mm  37 370
Gross Moment of Inertia, I_GROSS: 4.79E+14 mm^4 38 380
39 390
Elastic Bending Deflection, d_eb: 775 mm 40 400
41 410
Elastic Shear Deflection : d_v 13 mm 42 420
43 430
Comb. Bending and Shear Defl. at Top of Wall, d-e tot : 789 mm 44 440
45 450
                  46 460
      STORY HEIGHTS & UNFACTORED FORCES     47 470
48 480
Story Story Story Story Height Story Dist Story Moment 49 490
Height EQ EQ Above EQ From Moment Diagram 50 500
Force Shear Base OTM Top 51 510
52 520
No. m kN kN m kN-m m kN-m kN-m 53 530
54 540
40 4.87 272.0 272.0 194.80 52986 4.87 1324.64 1324.64 55 550
39 4.87 272.0 544.0 189.93 51661 9.74 2649.28 3973.92 56 560
38 4.87 272.0 816.0 185.06 50336 14.61 3973.92 7947.84 57 570
37 4.87 272.0 1088.0 180.19 49012 19.48 5298.56 13246.4 58 580
36 4.87 272.0 1360.0 175.32 47687 24.35 6623.2 19869.6 59 590
35 4.87 272.0 1632.0 170.45 46362 29.22 7947.84 27817.4 60 600
34 4.87 272.0 1904.0 165.58 45038 34.09 9272.48 37089.9 61 610
33 4.87 272.0 2176.0 160.71 43713 38.96 10597.1 47687 62 620
32 4.87 272.0 2448.0 155.84 42388 43.83 11921.8 59608.8 63 630
31 4.87 272.0 2720.0 150.97 41064 48.70 13246.4 72855.2 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
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