Concrete Shear Wall to ACI 318

Verified by the CalcTree engineering team on October 31, 2024
﻿
This calculator performs capacity checks for a concrete unbraced shear wall. It checks axial and shear, calculates second-order effects in order to check in-plane bending and plots the interaction diagram to check flexural-compression combined actions.
This calculation has been written in accordance with ACI 318-19.
Results SummarySummary﻿
Design Check
Action
Resistance
Utilisation
Status
Shear Strength
V =  224.81 kips ΦVn =  237.21 kips
0.95 dimensionless
🟢
Axial Strength
N =  1124.04 kips ΦPn =  1999.19 kips
0.56 dimensionless
🟢
Flexural Strength
M =  1475.12 kips ΦMn =  2155.43 kips
0.56 dimensionless
🟢
Can’t display the image because of an internal error. Our team is looking at the issue.
﻿
﻿
﻿
CalculationTechnical notes
1. Properties 1.1 Materials
1.2 Geometry
1.3 Reinforcement
﻿
﻿
2. Design Actions﻿﻿Nu
:1,000.0 kips​
﻿
﻿﻿Mu
:1,000.0 kips ft​
﻿
﻿﻿Vu
:200.0 kips​
﻿
Note, a positive values for ﻿N
 is compression, and a negative value is tension. 
﻿
﻿
﻿
﻿
﻿
﻿
3. Design Checks 3.1 Shear Strength
﻿﻿hw/lw
:5.56​
﻿
﻿﻿αc
:2.00​
﻿
﻿﻿αc​=⎩⎨⎧​3.02.03.0 to 2.02.0(1+500Acv​N​)≥0.0​for hw​/lw​≤1.5for hw​/lw​≥2.0for 1.5<hw​/lw​<2.0for tension walls​
﻿
Ch 11.5.4.3
﻿﻿Acv
:864 in^2​
﻿
﻿﻿Acv​=lw​h
 
﻿﻿ρt
:0.00​
﻿
﻿﻿ρt​=As,t​/(sv​h)
﻿
﻿﻿Vn
:321.35 kip​
﻿
﻿﻿Vn​=(αc​fc′​​+ρt​fyt​)Acv​
﻿
Ch 11.5.4.3
﻿﻿ΦVn
:241.01 kip​
﻿
﻿﻿ϕVn​=0.75×Vn​
﻿
Table 21.2.1
﻿﻿Shear utilization
:0.83 🟢​
﻿
﻿﻿Vu​≤ϕVn​
﻿
﻿
﻿
3.2 Axial Strength
﻿﻿Pn
:1,006.87 kip​
﻿
﻿﻿Pn​=0.8Po​=0.8(0.85fc′​(Ag​−Ast​)+fy​Ast​)
﻿
Ch 22.4.2.2
﻿﻿ΦPn
:1,659.14 kip​
﻿
﻿﻿ϕPn​=0.65×Vn​
﻿
﻿﻿Pnt
:-212.06 kip​
﻿
﻿﻿Pnt​=−fy​As​
﻿
Ch 22.4.3.1
﻿﻿ΦPnt
:-190.85 kip​
﻿
﻿﻿ϕPnt​=0.90×Pnt​
﻿
﻿﻿Axial utilization
:0.60 🟢​
﻿
﻿﻿Nu​≤ϕPn​ or ϕPnt​
﻿
﻿
﻿
3.3 Second-order effects
﻿﻿Pc
:3.49 kilokip​
﻿
﻿﻿Pc​=(khw​)2π2(0.25Ec​Ig​)​
﻿
Ch 6.6.4.4.2
﻿﻿δ
:1.62​
﻿
﻿﻿δ=1−0.75Pc​N​1​
﻿
Ch 6.6.4.5.2
﻿﻿Mc
:1,618.92 ft kip​
﻿
﻿﻿Mc​=δM
﻿
Ch 6.6.4.5.1
﻿
﻿
3.4 Flexural Strength
﻿﻿ΦMn
:2,371.51 ft kip​
﻿
﻿﻿ϕMn​=ϕ(0.85fc′​ a lw​(2h​−2a​)+fs′​As′​(2h​−d′)+fs​As​(d−2h​))
﻿
Ch 22.2.2
﻿﻿Flexural utilization
:0.68 🟢​
﻿
﻿﻿Mc​≤ϕMn​
﻿
﻿
﻿
3.5 Interaction Diagram
Can’t display the image because of an internal error. Our team is looking at the issue.
﻿
﻿
﻿
Related ResourcesConcrete Shear Wall to AS3600
Concrete Column P-M Diagram Calculator to ACI
Column Buckling Calculator
Design Check	Action	Resistance	Utilisation	Status
Shear Strength	V = 224.81 kips ΦVn = 237.21 kips	0.95 dimensionless	🟢
Axial Strength	N = 1124.04 kips ΦPn = 1999.19 kips	0.56 dimensionless	🟢
Flexural Strength	M = 1475.12 kips ΦMn = 2155.43 kips	0.56 dimensionless	🟢