2007 CBC / ACI 05 / ASCE 7-05 / 2006 IBC  1 0.5 0.002
CONCRETE SHEARWALL ANALYSIS AND DESIGN  DON'T CHANGE THE LOCATION OF THE BAR AREA DATA BELOW. 2 1 0.0025
RCWALLPRO by STRUCTECH               3 1.5 0.003
Your company name  Project  : Your project 9/00 4 2 0.0035
Your company address Building : Your building Version  5.0 5 2.5 0.004
Your company address Wall ID  : WALL # 1  02/01 rebar     area 6 3 0.0045
Version 6.0 1 7 3.5 0.005
REQUIRED INPUT ARE INDICATED BY BLUE COLOR NUMBERS OR WITH BLUE SHADING 01/02 2 8 4 0.0055
                  Version 6.1 3 0.11 9 4.5 0.006
        INPUT         02/08 Correct Du for ACI Checking 4 0.20 10 5 0.0065
Version 7.0 5 0.31 11 5.5 0.007
Concrete Strength, f'c: 4 ksi Conc E, Econc: 3605 ksi 06/08 Revise to ASCE7-05 with minimum & max axial load 6 0.44 12 6 0.0075
Rebar Yield Strength, fy: 60 ksi Steel E, Es: 29000 ksi 7 0.60 13 0.008
Total Wall Length, Ltot: 360 in < includes end sections > Version 7.1 8 0.79 14 0.0085
End 1 Length, L_1: 32 in < length of left end section > Correct reference cell for shear strength reduction factor 9 1.00 15 0.009
End 2 Length, L_2: 32 in < length of right end section > Fix the load factor for selfweight of wall 10 1.27 16 0.0095
Wall Thickness, T_0: 20 in < thickness between end sects > Fix control for Vn max 11 1.56 17 0.01
End 1 Thickness, T_1: 32 in < thickness @ left end section > 18 0.0105
End 2 Thickness, T_2: 32 in < thickness @ right end section > 19 0.011
Wall Vert. Steel, As_0: 2 layers - #  7   @ 12 in, o.c. 14 2.25 20 0.0115
Wall Horiz. Steel, As_h: 2 layers - #  7   @ 12 in, o.c. 21 0.012
End 1 Rebar, As_1: 28  -   #  11 < total x pieces #y bar > 22 0.0125
End 2 Rebar, As_2: 28  -   #  11 < total x pieces #y bar > 23 0.013
Wall Dead Load, P_DL: 320 kips < NOT including wall self wt > 18 4.00 24 0.0135
Wall Live Load, P_LL: 235 kips 25 0.014
Wall Seismic Load, P_EQ: 455 kips < Seismic axial load @ wall center > 26 0.0145
Wall Selfweight, P_SW 614 kips 27 0.015
Total Wall Height, H_TOT 74 feet 28
29
Gross Section Total Elastic Deflection At Top of Wall 0.446 inch 30
Factored Overturning Moment at Critical Section, MOM_EQ 51684 kips-ft 31
Factored Shear Force at Critical Section, V 763 kips 32
Design Spectral Acceleration Parameter, SDs ASCE Chapter 11 1.5 g 33
Building Importance Factor, I - ASCE 7 Table 11.5-1 1.5 ndim 34
35
Deflection Amplification Factor, Cd - ASCE 7 Table 12.2-1 5 ndim 36
Cracked Section Modification Factor for Ig, Kcr 0.5 ndim 37
Shear Distribution Coefficient,  Wv  1.33 ndim 38
39
                  40
      WALL SECTION PROPERTIES       41
42
Int. Wall Length, L_0: 296 in < wall length betw end sects > 43
44
Area Centrd A*y Naxis A*d^2 Ipart 45
Dist Dist bh^3/12 46
in^2 in in^3 in in^4 in^4 47
1000's 1000's 48
49
Int. Wall: 5920 180 1065600 0 0 43224 50
End 1: 1024 16 16384 164 27542 87 51
End 2: 1024 344 352256 -164 27542 87 52
Total: 7968 1434240 55083 43399 53
54
Centroid Dist. To End 1, NAXIS: 180.00 in I_gross: 98482 10^3in^4 55
                  56
WALL  LOADING AND AXIAL LOAD LIMIT - ACI  57
58
Wall Geometry  SYMMETRIC 59
Factored Shear, Vu: 763 kips 60
61
COMBINED BENDING WITH MAXIMUM AXIAL LOAD 62
Wall Axial Load, P'u: 2091 kips < P'u = 1.2D + L + Ev + Eh> 63
Factored Moment, Mu: 51684 kip-ft 64
Factored Axial Force 0.07 Ag.fc' 65
Compressive Strength,  Po 26969 kips 66
Ratio of Pu /Po = 0.078 OK, CAN BE USED AS SHEARWALL 67
      ABCDEFGHIJKLMNOPQRSTUVWXYZ 68
COMBINED BENDING WITH MINIMUM AXIAL LOAD 69
70
Wall Axial Load, P'u min: 105 kips < P'u = 0.9D -Ev -Eh> 71
Factored EQ Moment, Mu: 51684 kip-ft OK, CAN BE USED AS SHEARWALL 72
Factored Axial Force 0.00 Ag.fc' DESIGN AS NON LATERAL ELEMENT 73
74
NOMINAL FLEXURAL CAPACITY M'N  @ P'u 75
76
Wall Vert Steel, Rhov: 0.00500 ndim 77
Wall Horiz Steel, Rhoh: 0.00500 ndim 78
End 1 Steel, As_1: 43.68 in^2 79
End 2 Steel, As_2: 43.68 in^2 80
Beta1: 0.85 ndim 81
Conc Yld Strain, eecy: 0.00300 ndim 82
Steel Yld Strain, eesy: 0.002069 ndim 83
84
UNDER MAXIMUM AXIAL LOAD 85
Compr Zone Length, c: 44.58 in Iterate C until Sum of Forces = 0 86
Sum of Forces, ftot: 0 kips OK M'n: 123410 k-ft 87
Maximum Steel Strain, Et_max  0.021 ndim   88
Strength Red. Factor, Phi 0.77 89
Phi M'n: 94876 kip-ft OK  > Mu at P'u 90
91
UNDER MINIMUM AXIAL LOAD 92
Compr Zone Length, c_min: 29.79 in Iterate C until Sum of Forces = 0 OK 93
Sum of Forces, ftot: -61 kips RETRY.. M'n: 97941 k-ft RETRY.. 94
Maximum Steel Strain, Et_min  0.033 ndim 95
Strength Red. Factor, Phi 0.90 ndim OK  > Mu at P'u 96
Phi M'n: 88147 kip-ft OK  > Mu at P'u Understrength Section, ADD REBAR!! 97
98
99
BOUNDARY ELEMENT REQUIREMENT PER ACI SECTION 21.6.6 100
Total Elastic Displacment at Top of Wall, d_e tot: 0.45 inches
Approximate Design/Expected Inelastic Displacement, d_u: 2.97 inches
Design Displacement/Height Ratio 0.003 ndim
Maximum Compr Zone Length, C_max Per Eq. (21-8) 85.71 inches
Minimum Boundary Zone Length, L_BZ_ACI : 0.00 inches
Maximum Height Above The Base, H_BZ_ACI  0.00 inches
Hoop Spacing Sx Per Eq. (21-5) 4.00 inches
Max. Horizontal Spacing of Hoop/Crossties, hx 14.00 inches NO GOOD! STRAIN LIMIT EXCEEDED!
Thickness, T_BZ_ACI 32.00 in
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 in^2
Max. Hoops Vertical Spacing If Boundary Element is Not Required : 8.00 inches
BOUNDARY ELEMENT IS NOT REQUIRED PER ACI
                 
      SHEAR DEMAND AND CAPACITY      
Wall's Height to Length Ratio 2.5
Coefficient ALFA_C 2.0
SHEAR STRENGTH REDUCTION FACTOR FOR SPECIAL CONCRETE WALL PER ACI SEC. 9.3.4
Approximate Shear Demand Corresponding to Maximum Mn, Vp 2218 kips
Nominal Shear Strength,Vn 3071 kips
Ratio of Vp/Vn 0.72 ndim
Shear Strength Reduction Factor, Phi_v 0.75 ndim
Shear Capacity, Phi  Vn: 2303 kips
Maximum Usable Shear Capacity, Phi_v  Vn max: 3415 kips OK
Shear Demand/Capacity, Vu/(Phi_v Vn) 0.33 ndim OK
                 
END OF CALCULATIONS BOUNDARY ELEMENT IS NOT REQUIRED PER ACI
To report any 'bug' in the spreadsheet, please contact structech@gmail.com BOUNDARY ELEMENT IS REQUIRED PER ACI
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INTERMEDIATE CALCULATIONS
                 
  STRESS - STRAIN COMPATIBILITY ANALYSIS AND SECTION EQUILIBRIUM              
UNDER MAXIMUM AXIAL LOAD
Stress Block Length, a: 37.90 in (c/dt)= 0.12960
Steel Strain @ End 2: 0.02122 ndim
Vertical Forces Acting Magnitude Distance to Comp. Moment on the
on Wall Critical Section End of Wall Critical Section SHEAR CAPACITY EXCEEDS CODE ALLOWABLE .. Vn > Acv(10 * Vf'c) !!! INCREASE SHEAR REINFORCEMENT OR WALL THICKNESS !!!
kips in k-ft
a_ b_ OK
Compr Conc End 1, C1c: -3481.6 16.00 -4642 30.7 0.0 NOT GOOD !
Compr Conc Wall, C0c: -400.9 34.95 -1168
Compr Steel End 1, C1s: -2436.3 16.00 -3248
Compr Steel Wall, C0sa: 0.0 32.00 0
Compr Steel Wall, C0sb: -1.2 36.19 -4
Wall Load P'u: 2091.0 180.00 31365
Tens Steel Wall, T0sa: 1516.0 201.66 25477
Tens Steel Wall, T0sb: 92.2 65.08 500
Tens Steel End 2, T2s: 2620.8 344.00 75130
M'n = 123410
UNDER MINIMUM AXIAL LOAD
Stress Block Length, Amin: 25.32 in (c/dt) min = 0.0866
Steel Strain @ End 2: 0.03325 ndim
Vertical Forces Acting Magnitude Distance to Comp. Moment on the
on Wall Critical Section End of Wall Critical Section
kips in k-ft
a_min b_min
Compr Conc End 1, C1c: -2755.2 12.66 -2907 20.5 2.2
Compr Conc Wall, C0c: 0.0 32.00 0
Compr Steel End 1, C1s: -1759.3 16.00 -2346
Compr Steel Wall, C0sa: 0.0 32.00 0
Compr Steel Wall, C0sb: 0.0 31.26 0
Wall Axial Load, P'u: 105.4 180.00 1581
Tens Steel Wall, T0sa: 1666.0 189.17 26262
Tens Steel Wall, T0sb: 60.9 43.52 221
Tens Steel End 2, T2s: 2620.8 344.00 75130
-61.39998 M'n = 97941
To print intermediate calculations, extend the print area.
< stress = fy >
< stress < fy >
< stress = fy >
< stress < fy >