Flexural Shear Wall · hw/ℓw = 5.00Mr = 13,945 kN·mVr = 4,577 kNρv = 0.0044 · ρh = 0.0044PHR = 6,000 mm

Project Information

Appears on the printed calculation sheet

ProjectDesigned byChecked byDateRevision

Quick presets

Typical High-Rise Core WallLow-Rise Squat WallModerate Ductile Wall

1 · Wall Geometry

CSA A23.3-24 Cl. 14.1.7 · 21.5.3

Wall length ℓw

mm

Wall thickness t (bw)

mm

Total wall height hw

mm

Unsupported height hu

mm

Unsupported length ℓwu

mm

Clear cover(A23.1)

mm

Aspect ratio hw/ℓw5

Wall type (Cl. 3.1)Flexural Shear Wall

Gross area Ag1,800,000 mm²

Ig strong axis5.400e+12 mm⁴

Ig weak axis1.350e+10 mm⁴

2 · Materials & Resistance Factors

Cl. 8.4 · 8.5 · 8.6 · 10.1.7

Concrete strength f'c(Cl. 8.6.1)20 MPa25 MPa30 MPa35 MPa40 MPa45 MPa50 MPa60 MPa70 MPa80 MPaVertical steel fy(Cl. 8.5.1)400 MPa500 MPaHorizontal steel fyh400 MPa500 MPaλ concrete density factor(Table 8.1)1.00 — normal density0.85 — semi-low density0.75 — low densityMax aggregate ag

mm

Concrete density γc (kg/m³)

ϕc (Cl. 8.4.2)0.65

ϕs (Cl. 8.4.3)0.85

Ec (Cl. 8.6.2)28,165 MPa

Es (Cl. 8.5.3)200,000 MPa

Modular ratio n7.1

fr = 0.6λ√f'c3.55 MPa

α1 (Cl. 10.1.7)0.7975

β1 (Cl. 10.1.7)0.8825

3 · Factored Loads (ULS)

Wall base actions, + axial = compression

Axial load Pf

kN

Strong-axis moment Mf,s

kN·m

Weak-axis moment Mf,w

kN·m

In-plane shear Vf

kN

Out-of-plane shear Vf,oop

kN

4 · Service Loads (SLS)

Cl. 10.6 · drift

Service axial Ps

kN

Service moment Ms

kN·m

Service shear Vs

kN

Exposure (crack control)(Cl. 10.6.1)Interior — z ≤ 30 kN/mmExterior — z ≤ 25 kN/mm

5 · Reinforcement Details

Cl. 14.1.8 — distributed and concentrated

Vertical bar size10M (db = 11.3 mm, Ab = 100 mm²)15M (db = 16 mm, Ab = 200 mm²)20M (db = 19.5 mm, Ab = 300 mm²)25M (db = 25.2 mm, Ab = 500 mm²)30M (db = 29.9 mm, Ab = 700 mm²)35M (db = 35.7 mm, Ab = 1000 mm²)45M (db = 43.7 mm, Ab = 1500 mm²)55M (db = 56.4 mm, Ab = 2500 mm²)Vertical spacing sv

mm

Vertical curtains1 curtain2 curtainsHorizontal bar size10M (db = 11.3 mm, Ab = 100 mm²)15M (db = 16 mm, Ab = 200 mm²)20M (db = 19.5 mm, Ab = 300 mm²)25M (db = 25.2 mm, Ab = 500 mm²)30M (db = 29.9 mm, Ab = 700 mm²)35M (db = 35.7 mm, Ab = 1000 mm²)45M (db = 43.7 mm, Ab = 1500 mm²)55M (db = 56.4 mm, Ab = 2500 mm²)Horizontal spacing sh

mm

Horizontal curtains1 curtain2 curtainsBars per boundary element

Boundary bar size10M (db = 11.3 mm, Ab = 100 mm²)15M (db = 16 mm, Ab = 200 mm²)20M (db = 19.5 mm, Ab = 300 mm²)25M (db = 25.2 mm, Ab = 500 mm²)30M (db = 29.9 mm, Ab = 700 mm²)35M (db = 35.7 mm, Ab = 1000 mm²)45M (db = 43.7 mm, Ab = 1500 mm²)55M (db = 56.4 mm, Ab = 2500 mm²)Boundary element length ℓbe

mm

Tie bar size10M (db = 11.3 mm, Ab = 100 mm²)15M (db = 16 mm, Ab = 200 mm²)20M (db = 19.5 mm, Ab = 300 mm²)25M (db = 25.2 mm, Ab = 500 mm²)30M (db = 29.9 mm, Ab = 700 mm²)35M (db = 35.7 mm, Ab = 1000 mm²)45M (db = 43.7 mm, Ab = 1500 mm²)55M (db = 56.4 mm, Ab = 2500 mm²)Tie spacing

mm

Confinement type(Cl. 10.10.4)Tied (full length)Tied (boundary only)Spiral

Av,dist (total)1,333 mm²/m

ρv distributed0.00444

Ah,dist (total)1,333 mm²/m

ρh distributed0.00444

As,boundary (each end)4,000 mm²

As,total (section)14,400 mm²

6 · Seismic Parameters

Cl. 21.5 / 21.6 · NBC

Ductility classDuctileMod. DuctileConventionalRd (force modification)1.52.02.53.54.0Ro (overstrength)

IE (importance)

Design displacement Δf·Ro·Rd

mm

Fundamental period Ta (s)

Spectral acceleration S(T) (g)

Plastic hinge height6,000 mm

7 · Interface Shear & Slenderness

Cl. 11.5 · Cl. 10.13 · 14.2.2.2

Interface condition(Cl. 11.5.2)Monolithic (c = 1, μ = 1.4)Roughened (c = 0.5, μ = 1)Not roughened (c = 0.25, μ = 0.6)Normal load N (0 = from Pf)

kN/m

Effective length factor k(Cl. 14.2.2.2)Restrained — k = 0.8Unrestrained — k = 1.0θ for squat wall (30–45°)

k·ℓu/r33.3

σ interface3.44 MPa