Reinforced Masonry Wall — AS 3700

Core-filled blockwork · per metre run

Capacity of a reinforced masonry wall in compression, out-of-plane bending and in-plane shear to AS 3700:2018, with every step of the working substituted so it can be checked.

Input — you edit Derived from inputs Design capacity

Inputs

Geometry, materials, reinforcement and design actions

Wall geometry

Cl. 4.6 · 8.5

Wall height H_w

Wall length L

Nominal block size

Block dimensions assumed
—

Support conditions α_v

Vertical edge support α_hCl. 7.3.4.3

Equivalent thickness factor k_tTable 7.2

Block & mortar

Cl. 3.2 · 3.3 · 11.4

Masonry unit type

Mortar class

Unit strength f′_uc

Mortar joint thickness t_jfor k_h, Table 3.2

k_h (Table 3.2) · h_u/t_j ratio

—

f′_mb — masonry strength (Table 3.1 × k_h)

—MPa

Flexural tensile strength f′_mt

MPa

Shear bond strength f′_ms

MPa

Grout

Cl. 3.5 · 11.7

Grout strength f′_cg

MPa

Grout extent

Grout strength factor k_c

Grout contribution per unit area

—MPa

Vertical reinforcement

Cl. 8.4.2 · 8.5 · 8.6

Bar sizearea per bar

Bar spacing

mm c/c

Steel yield strength f_sy

Cover to bar centreline

A_s,v — vertical steel per metre

—mm²/m

Horizontal reinforcement

Cl. 8.4.3 · 8.7 · 8.8

Bar sizearea per bar

Bar spacing (vertical c/c)

A_s,h — horizontal steel per metre height

—mm²/m

Shear wall classification

—

Load eccentricity

Cl. 7.3.4.4

Bearing condition

Bearing length t_bear

Bearing length used

—mm

Eccentricity e₁

—mm

e₁ / t_w ratio

—

Design actions — ULS per metre

AS 1170 · Cl. 2.5

Axial load N*

kN/m

Out-of-plane moment M*

kNm/m

In-plane shear V*

kN/m

Results

Design checks — demand against capacity

CheckDemandCapacityUtilisation

Working

Each step shows the formula, the substituted numbers and the clause it comes from

Section properties & slenderness

Cl. 4.5 · 7.3.4

Effective height

—

—mm

Vertical slenderness Eq. 7.3.4.3(1)

—

Two-way slenderness Eq. 7.3.4.3(2)

—

Governing slenderness Cl. 7.3.4.3

S_r = lesser of above ≤ 35

—/ 35

Slenderness & eccentricity factor

—

Bedded area A_b Cl. 4.5.4b

Face shells only —

—mm²/m

Grout area A_g Cl. 4.5.7

A_g = A_d − A_b —

—mm²/m

Compressive capacity φF_o

Cl. 8.5.1

AS 3700:2018 Eq. 8.5.1 — full equation

where φ = 0.75 (Table 4.1) · k_es = slenderness & eccentricity factor · A_b = gross bedded area · A_g = grout area · α_r = 0.4 (grout annulus restraint, single leaf)

Masonry term

—

—kN/m

Grout term

k_c·(f′_cg/1.3)^{(0.55+0.005·f′_cg)} — power grout term, Cl. 8.5.1 (k_c as selected in input 3) —

—kN/m

Steel term

Grout annulus lateral restraint, α_r = 0.4 — Cl. 8.5.1 —

—kN/m

Unfactored capacity

—

—kN/m

Design compressive capacity Cl. 8.5.1 · Table 4.1

φ = 0.75 — Table 4.1 reinforced grouted masonry —

—kN/m

Out-of-plane bending φM_bv

Cl. 8.6

AS 3700:2018 Cl. 8.6 — full equation

where a = A_s·f_sy / (0.85×1.3f′_cm×b) · limited to balanced failure · 1.3f′_cm converts unconfined masonry strength to confined equivalent (Cl. 8.3)

Effective depth

—

—mm

Equivalent confined strength Cl. 8.3

Converts unconfined f′_cm to equivalent confined cylinder strength —

—MPa

Stress block depth

Limited to balanced failure depth a_bal —

—mm

Design bending capacity Cl. 8.6

φ = 0.75 — rectangular stress block, Cl. 8.6 —

—kNm/m

In-plane shear φV_u

Cl. 8.7 · 8.8 · 7.5.4

Governing clause — equation

Clause determined by H/L ratio and presence of horizontal reinforcement.

Aspect ratio & clause

—

Masonry shear

—

—kN/m

Steel shear

—

—kN/m

Design shear capacity

φ = 0.75 —

—kN/m

Inputs

Wall geometry

Block & mortar

Grout

Vertical reinforcement

Horizontal reinforcement

Load eccentricity

Design actions — ULS per metre

Results

Working

Section properties & slenderness

Compressive capacity φFo

Out-of-plane bending φMbv

In-plane shear φVu

Compressive capacity φF_o

Out-of-plane bending φM_bv

In-plane shear φV_u