Shear Wall design ACI 318-19#
Define concrete and steel materials, and then assign the shear wall
from mento import Concrete_ACI_318_19, SteelBar, ShearWall, cm, kN, MPa, m
# from mento import Concrete_CIRSOC_201_25, SteelBar, ShearWall, cm, kN, MPa, m
from mento import Forces, Node
# Define materials
concrete = Concrete_ACI_318_19(name="C25", f_c=25 * MPa)
steel = SteelBar(name="ADN 420", f_y=420 * MPa)
# Define wall geometry:
wall = ShearWall(
label="W1", concrete=concrete, steel_bar=steel, thickness=20 * cm, length=4.0 * m, height=3.5 * m, c_c=2.0 * cm
)
wall.data
Shear Wall W1, \(l_w\)=400.00 cm, \(t\)=20.00 cm, \(h_w\)=350.00 cm, \(c_c\)=2.00 cm, Concrete C25, Rebar ADN 420.
Define list of forces applied to the wall and create node
# Define forces acting on the wall
f1 = Forces(label="1.2D+1.0E", V_z=800 * kN)
f2 = Forces(label="0.9D+1.0E", V_z=500 * kN)
# Create node with wall and forces
node_1 = Node(section=wall, forces=[f1, f2])
node_1
Node ID: 1 - Section label: W1
Forces Applied:
- Force ID: 1, Label: 1.2D+1.0E, N_x: 0.00 kN, V_z: 800.00 kN, M_y: 0.00 kN·m
- Force ID: 2, Label: 0.9D+1.0E, N_x: 0.00 kN, V_z: 500.00 kN, M_y: 0.00 kN·m
Perform shear design
# Perform design
node_1.design()
# Print results in Markdown format
node_1.results
Shear Wall W1, \(l_w\)=400.00 cm, \(t\)=20.00 cm, \(h_w\)=350.00 cm, \(c_c\)=2.00 cm, Concrete C25, Rebar ADN 420.
Horizontal rebar: Ø10/30 cm E.F., \(\rho_t\)=0.00262, Minimum vertical rebar: Ø10/30 cm E.F., \(\rho_l\)=0.00262, \(V_u\)=800 kN, \(\phi V_n\)=1409.73 kN → \(\color{#439b00}{\text{DCR}=0.57}\)
# Plot the wall geometry and reinforcement
wall.plot()
# Print shear results in more detailed format in a DataFrame
node_1.check_shear()
| Label | Comb. | ρt,min | ρt,req | ρt | ρl,min | ρl | Vu | ØVc | ØVs | ØVn | ØVn,max | Vu≤ØVn,max | Vu≤ØVn | DCR | |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| 0 | kN | kN | kN | kN | kN | ||||||||||
| 1 | W1 | 1.2D+1.0E | 0.0025 | 0.0025 | 0.00262 | 0.0025 | 0.00262 | 800 | 750.0 | 659.73 | 1409.73 | 1980.0 | True | True | 0.567 |
| 2 | W1 | 0.9D+1.0E | 0.0025 | 0.0025 | 0.00262 | 0.0025 | 0.00262 | 500 | 750.0 | 659.73 | 1409.73 | 1980.0 | True | True | 0.355 |
Export table results to Excel
node_1.check_shear().to_excel("ACI 318-19 shear_wall_results.xlsx")
View complete and detailed results for the limiting case of the list of forces
# View detailed shear results
node_1.shear_results_detailed()
===== SHEAR WALL DETAILED RESULTS =====
Materials Variable Value Unit
---------------------------------- ---------- ------- ------
Section Label W1
Concrete strength fc 25 MPa
Steel reinforcement yield strength fy 420 MPa
Normalweight concrete λ 1
Safety factor for shear Øv 0.75
Geometry Variable Value Unit
---------------- ---------- ------- ------
Wall thickness t 20 cm
Wall length lw 400 cm
Wall height hw 350 cm
Aspect ratio hw/lw 0.875
Gross shear area Acv 8000 cm²
Design forces Variable Value Unit
--------------- ---------- ------- ------
Shear Vu 800 kN
Check Unit Value Min. Max. Ok?
------------------------------ ------ ------- ------ ------- -----
Horizontal reinforcement ratio 0.00262 0.0025 ✅
Minimum vertical reinf. ratio 0.00262 0.0025 ✅
Horizontal bar spacing (E.F.) mm 300 450 ✅
Vertical bar spacing (E.F.) mm 300 450 ✅
Maximum shear capacity kN 800 1980.0 ✅
Total shear capacity kN 800 1409.73 ✅
Shear strength Variable Value Unit
----------------------- ---------- ------- ------
Concrete shear strength ØVc 750 kN
Steel shear strength ØVs 659.73 kN
Total shear strength ØVn 1409.73 kN
Maximum shear strength ØVn,max 1980 kN
Demand Capacity Ratio DCR 0.567
Export detailed results to a Word document
node_1.shear_results_detailed_doc()