Concrete Beam Shear Capacity Calculator

Overview (what this calculator does)

This calculator estimates the shear capacity of a reinforced concrete beam using the common simplified “concrete contribution + stirrup contribution” approach often associated with ACI-style shear design. It reports:

• Concrete shear contribution V_c
• Shear reinforcement contribution V_s
• Nominal shear strength V_n = V_c + V_s
• Design shear strength φV_n

Units: Inputs are in mm and MPa. Output shear values are typically in N and are commonly presented/used as kN (divide by 1000). Confirm how your results panel labels units.

Inputs explained (SI)

• Beam width, b (mm): web width resisting shear (for rectangular beams, the full width).
• Effective depth, d (mm): distance from extreme compression fiber to centroid of tensile longitudinal steel.
• Concrete compressive strength, f′_c (MPa): specified cylinder strength.
• Shear reinforcement area, A_v (mm²): total cross-sectional area of stirrup legs crossing a potential crack within one spacing s. For a two-legged vertical stirrup, A_v = 2×A_bar.
• Stirrup spacing, s (mm): longitudinal center-to-center spacing of stirrups.
• Stirrup yield strength, f_y (MPa): specified yield strength of transverse reinforcement.
• Strength reduction factor, φ: code factor applied to nominal strength to obtain design strength (commonly 0.75 for shear in many ACI-style designs; verify your governing code).

Formulas used

The calculator follows the familiar split between concrete and steel contributions:

• Concrete contribution: V_c proportional to √f′_c, b, and d (for normalweight concrete in a simplified form).
• Stirrup contribution (vertical stirrups): V_s = (A_v f_y d) / s.
• Nominal strength: V_n = V_c + V_s.
• Design strength: φV_n.

The relationships can be summarized in MathML as:

Note on the constant k: Many simplified ACI-style expressions in SI use a coefficient that yields V_c in Newtons when f′_c is in MPa and b, d are in mm. Different editions/clauses and conditions (normalweight vs lightweight, axial load, minimum reinforcement, size effect/strain modifiers) change this coefficient and/or impose caps. This page is intended for quick estimation, not final code compliance.

How to interpret the results

• V_c represents shear carried by concrete mechanisms (aggregate interlock, residual tensile stresses, dowel action). It is sensitive to concrete strength and member dimensions, and it can be reduced in cases like lightweight concrete or high longitudinal strain.
• V_s is the shear carried by stirrups assuming they yield in tension and are properly anchored. It increases with larger A_v, higher f_y, and larger d, and decreases with larger spacing s.
• V_n is a nominal capacity. For design checks, compare the factored shear demand V_u from your load combinations to the design strength φV_n (or the governing code’s required inequality).
• If φV_n is only slightly above V_u, consider constructability (minimum spacing rules, bar congestion), detailing, and whether a more refined shear model is warranted.

Worked example (SI)

Assume the following inputs (matching typical entry fields):

• b = 300 mm
• d = 500 mm
• f′c = 30 MPa
• A_v = 300 mm² (e.g., total stirrup legs per spacing)
• s = 200 mm
• f_y = 420 MPa
• φ = 0.75

Compute stirrup contribution:

V_s = (A_v f_y d) / s = (300×420×500)/200 = 315,000 N ≈ 315 kN.

Compute concrete contribution using the calculator’s selected simplified expression (coefficient depends on the implementation):

V_c is then added to V_s to obtain V_n, and finally φV_n = 0.75×V_n. Use the displayed V_c value from the results panel and keep units consistent (kN).

Quick comparison: how each input affects capacity

Limitations and assumptions (read before using)

• Simplified, ACI-style approach: Intended for preliminary sizing/education. Final design must follow your governing standard (ACI 318, CSA, Eurocode 2, etc.) including all modification factors and limits.
• Normalweight concrete assumption: Lightweight concrete typically requires reduction factors for shear capacity.
• Member type: Assumes a conventional slender beam behavior (not deep beams, corbels, disturbed regions, or shear walls). D-regions should be checked by strut-and-tie or appropriate methods.
• Axial load, prestress, and continuity effects not included: Axial compression/tension and prestressing can significantly alter shear capacity and crack behavior.
• No explicit code checks for: minimum shear reinforcement, maximum stirrup spacing limits, maximum shear strength caps, or minimum concrete shear stress provisions.
• Detailing/anchorage not verified: Stirrups must be properly anchored and placed; congestion and hook requirements can govern constructability and performance.
• Material/property ranges: Very high-strength concrete and high-strength transverse steel may require additional limits in some codes.
• Shear demand not computed: You must compute factored shear V_u from structural analysis and load combinations, then compare against the design strength.