2007 CBC / ACI 05 / ASCE 7-05 / 2006 IBC    R 1 0.5 0.002 SDs Cd
CONCRETE SHEARWALL ANALYSIS AND DESIGN  2 1 0.0025 0.01
RCWALLPRO by STRUCTECH 6 1 3 1.5 0.003 0.02 1
Your company name  Project  : Your project DON'T CHANGE THE LOCATION OF THE BAR AREA DATA BELOW. 1.25 4 2 0.0035 0.03 1.25
Your company address  Building : Your building Changes on 2.2 1.5 5 2.5 0.004 0.04 1.5
Your company phone/fax  Wall ID  : WALL # 1  Conditional format on Shear Checking. rebar     area 2.0 6 3 0.0045 0.05 1.75
Conditional format and data validation for input R and Phi_v. 1 2.5 7 3.5 0.005 0.06 2.0
REQUIRED INPUT ARE INDICATED BY BLUE COLOR NUMBERS OR WITH BLUE SHADING Conditional format for wall steel ratio 2 3.0 8 4 0.0055 0.07 2.25
                  Block heading color - purple. 3 0.11 3.25 9 4.5 0.006 0.08 2.5
        INPUT         Expand input description. 4 0.20 3.5 10 5 0.0065 0.09 3.0
Correction for #14 and #18 bars table. 5 0.31 4.0 11 5.5 0.007 0.10 3.25
Concrete Strength, f'c: 4 ksi Conc E, Econc: 3605 ksi Condition for Mn > Mu ; Replace 1.4*OMTOT with Mu 6 0.44 4.5 12 6 0.0075 0.15 3.5
Rebar Yield Strength, fy: 60 ksi Steel E, Es: 29000 ksi 7 0.60 5.0 13 6.5 0.008 0.20 4.0
Total Wall Length, Ltot: 360 in < includes end sections > Changes on 2.3X 8 0.79 5.5 14 7 0.0085 0.25 4.5
End 1 Length, L_1: 0 in < length of left end section > Custom footer to include total pages. 9 1.00 6.0 15 7.5 0.009 0.30 5.0
End 2 Length, L_2: 0 in < length of right end section > Conditional formatting for symmetrical wall. 10 1.27 6.5 16 8 0.0095 0.35 5.5
Wall Thickness, T_0: 20 in < thickness between end sects > Data validation for number of layers, bar spacing, 11 1.56 7.0 17 0.01 0.40 6.0
End 1 Thickness, T_1: 0 in < thickness @ left end section > reinforcement ratios, compression zone length, hoop vertical  7.5 18 0.0105 0.45 6.5
End 2 Thickness, T_2: 0 in < thickness @ right end section > spacing, and boundary element thickness. 8.0 19 0.011 0.50
Wall Vert. Steel, As_0: 2 layers - #  8   @ 12 in, o.c. Fix the formula for boundary element height. 14 2.25 20 0.0115 0.55
Wall Horiz. Steel, As_h: 2 layers - #  8   @ 12 in, o.c. 21 0.012 0.60
End 1 Rebar, As_1: 0  -   #  11 < total x pieces #y bar > Changes on 3.0 22 0.0125 0.65
End 2 Rebar, As_2: 0  -   #  11 < total x pieces #y bar > To consider the wall height to length ratio for shear capacity. 23 0.013 0.70
Wall Dead Load, P_DL: 320 kips < NOT including wall self wt > Add warning flag for shear capacity > code allowable value. 18 4.00 24 0.0135 0.75
Wall Live Load, P_LL: 235 kips 25 0.014 0.80
Wall Seismic Load, P_EQ: 455 kips < Seismic axial load @ wall center > Changes on 3.1 26 0.0145 0.85
Design Spectral Acceleration Parameter, SDs ASCE Chapter 11 1.5 g Unlock Pu so the user can input their own Pu. 27 0.015 0.90
Building Importance Factor, I - ASCE 7 Table 11.5-1 1.5 ndim 28 0.95
Changes on 4.0 29 1.00
Deflection Amplification Factor, Cd - ASCE 7 Table 12.2-1 5 ndim Validation with drop down input for fc,fy,Bar Size and Spacing, 30 1.05
Cracked Section Modification Factor for Ig, Kcr 0.5 ndim Number of Layer,Thickness,End Length,Number of End Bars,R,Phi_v 31 1.10
Shear Distribution Coefficient,  Wv  1.33 ndim Height, Boundary Dimensions 32 1.15
                  33 1.20
      STORY HEIGHTS & UNFACTORED FORCES     Changes on 5.0 34 1.25
Add ACI's boundary zone requirement per Section 21.6.6. 35 1.30
Story Story Story Story Height Story Dist Story Moment 36 1.35
Height EQ EQ Above EQ From Moment Diagram Changes on 6.0 37 1.40
Force Shear Base OTM Top Refine compressive forces C0sb 38 1.45
Revise ACI Design Displacement on 6.1 39 1.50
No. feet kips kips feet k-ft feet k-ft k-ft 40 1.55
Changes on 7.0 & 7.01 41 1.60
10 0.0 74.00 0 0.00 0 0 Take out 97 UBC provisions 42 1.65
 9 0.0 74.00 0 0.00 0 0 Incorporate ASCE 7-05 seismimc parameters 43 1.70
 8 0.0 74.00 0 0.00 0 0 Add minimum axial load case 44 1.75
 7 0.0 74.00 0 0.00 0 0 Strain based bending and axial strength reduction factors 45 1.80
 6 0.0 74.00 0 0.00 0 0 Add shear capacity limit 46 1.85
 5 0.0 74.00 0 0.00 0 0 Calculate shear strength reduction factor 47 1.90
 4 26.00 650.0 650.0 74.00 48100 26.00 16900 16900 48 1.95
 3 16.00 27.0 677.0 48.00 1296 42.00 10832 27732 Changes on 7.1 49 2.00
 2 16.00 57.0 734.0 32.00 1824 58.00 11744 39476 Take out R input 50 2.05
 1 16.00 29.0 763.0 16.00 464 74.00 12208 51684 Correct bug for ACI displacement ratio 51 2.10
Changes on 7.2 52 2.15
Total: 74.00 763.0 51684 Correct reference cell for shear strength reduction factor 53 2.20
Fix the load factor for selfweight of wall 54 2.25
WALL SECTION PROPERTIES AND DEFLECTIONS Fix control for Vn max 55 2.30
56 2.35
Int. Wall Length < wall length betw end sects >, L_0: 360 in 57 2.40
Total Gross Area, ATOT: 7200 in^2 58 2.45
Centroid Distance to End 1, NAXIS 180 in 59 2.50
Gross Moment of Inertia, I_GROSS: 77760 X 10^3 in^4 60
61
Elastic Bending Deflection, d_eb: 0.565 in 62
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 in^2
Max. Hoops Vertical Spacing If Boundary Element is Not Required:  8.00 inches in
BOUNDARY ELEMENT IS NOT REQUIRED
                 
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 1088 kips
Nominal Shear Strength,Vn 3755 kips
Ratio of Vp/Vn 0.29 ndim
Shear Strength Reduction Factor, Phi_v 0.75 ndim
Shear Capacity, Phi_v  Vn: 2816 kips
Maximum Usable Shear Capacity, Phi_v  Vn max: 3415 kips OK
Shear Demand/Capacity, Vu/(Phi_v Vn) 0.27 ndim OK
                 
END OF CALCULATIONS
To report any 'bug' in the spreadsheet, please contact structech@gmail.com. BOUNDARY ELEMENT IS NOT REQUIRED
www.structech.us BOUNDARY ELEMENT IS REQUIRED
NO GOOD! STRAIN LIMIT EXCEEDED!
SHEAR CAPACITY EXCEEDS CODE ALLOWABLE .. Vn > Acv(10 * Vf'c) !!!  INCREASE SHEAR REINFORCEMENT OR WALL THICKNESS !!!
OK
NOT GOOD !