Rithik Agrawal
National Institute of Technology Karnataka (NITK), Surathkal
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Himanshi Sharma
Bhilai Institute of Technology (BIT), Raipur
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11 Other formulas that you can solve using the same Inputs

Shear Capacity for Girders with Transverse Stiffeners
Shear Capacity for Flexural Members=0.58*yield strength of steel*Depth of Cross Section*Breadth of the web*(Shear buckling coefficient C+((1-Shear buckling coefficient C)/((1.15*(1+(Clear distance between transverse stiffeners/Height of cross section)^2)^0.5)))) GO
Stirrup Spacing for Practical Design
Spacing of Stirrups=(Stirrup Area*Capacity reduction factor*Yield strength of reinforcing steel*Effective depth of beam)/((Design Shear )-((2*Capacity reduction factor)*sqrt(28 Day Compressive Strength of Concrete)*Breadth of the web*Effective depth of beam)) GO
Stirrup Area when Stirrup Spacing for Practical Design is Given
Stirrup Area=(Spacing of Stirrups)*(Design Shear -(2*Capacity reduction factor*sqrt(28 Day Compressive Strength of Concrete)*Effective depth of beam*Breadth of the web))/(Capacity reduction factor*Yield strength of reinforcing steel*Effective depth of beam) GO
Gross Cross-Sectional Area of Intermediate Stiffeners
Original cross sectional area=Ratio of web to flange yield strength*(0.15*Stiffeners Factor *Depth*Minimum Web Thickness*(1-Shear buckling coefficient C)*(Shear Stress/Shear Capacity for Flexural Members)-18*Minimum Web Thickness^2) GO
Maximum Ultimate Moment when Neutral Axis Lies in Web
Maximum Ultimate Moment=0.9*((area tensile steel-tensile steel area for strength)*yield strength of steel*(Depth-depth of equivalent rcsd/2)+tensile steel area for strength*yield strength of steel*(Depth-Flange Thickness/2)) GO
Actual Stiffener Spacing when Minimum Moment of Inertia of a Transverse Stiffener is Given
Spacing of Stirrups=(-Area Moment Of Inertia+(sqrt(Area Moment Of Inertia^2+20*Breadth of the web^5*Overall depth of column^2)))/(4*Breadth of the web^2) GO
Equivalent Rectangular Compressive Stress Distribution Depth
depth of equivalent rcsd=(area tensile steel-tensile steel area for strength)*yield strength of steel/(0.85*strength of concrete*Width of beam web) GO
Moment of Inertia
Area Moment Of Inertia=Height of the Section*Breadth of the web^3*(2.4*((Stirrup Spacing/Height of the Section)^2)-0.13) GO
Minimum Moment of Inertia of a Transverse Stiffener
Area Moment Of Inertia=Spacing of Stirrups*Breadth of the web^3*(2.5*Overall depth of column^2/Breadth of the web^2-2) GO
Section Modulus
Section Modulus=(Breadth of the Section*Height of the Section^2)/6 GO
Allowable Unit Stress in Bending
Allowable Unit Tensile Stress=0.55*yield strength of steel GO

1 Other formulas that calculate the same Output

Shear Capacity for Girders with Transverse Stiffeners
Shear Capacity for Flexural Members=0.58*yield strength of steel*Depth of Cross Section*Breadth of the web*(Shear buckling coefficient C+((1-Shear buckling coefficient C)/((1.15*(1+(Clear distance between transverse stiffeners/Height of cross section)^2)^0.5)))) GO

Shear Capacity for Flexural Members Formula

Shear Capacity for Flexural Members=0.58*yield strength of steel*Height of the Section*Breadth of the web*Shear buckling coefficient C
V<sub>u</sub>=0.58*f<sub>y</sub>*h<sub></sub>*bw*C
More formulas
Shear Capacity for Girders with Transverse Stiffeners GO
Allowable Stress when Slenderness Ratio is Less than Cc GO
Allowable Stress when Slenderness Ratio is Equal to or Greater than Cc GO
Maximum Strength for Compression Members GO
Column Gross Effective Area when Maximum Strength is Given GO
Buckling Stress when Maximum Strength is Given GO
Q Factor GO
Steel Yield Strength when Q Factor is Given GO
Buckling Stress when Q Factor is Greater Than 1 GO
Buckling Stress when Q Factor is Less Than or Equal to 1 GO
Steel Yield Strength when Buckling Stress for Q Factor Less Than or Equal to 1 is Given GO
Steel Yield Strength when Buckling Stress for Q Factor Greater Than 1 is Given GO
Allowable Unit Load for Bridges using Structural Carbon Steel GO
Ultimate Unit Load for Bridges using Structural Carbon Steel GO
Allowable Unit Stress in Bending GO
Steel Yield Strength when Allowable Unit Stress in Bending is Given GO
Moment Gradient Factor when Smaller and Larger Beam End Moment is Given GO
Minimum Moment of Inertia of a Transverse Stiffener GO
Actual Stiffener Spacing when Minimum Moment of Inertia of a Transverse Stiffener is Given GO
Web Thickness when Minimum Moment of Inertia of a Transverse Stiffener is Given GO
Gross Cross-Sectional Area of Intermediate Stiffeners GO
Multiplier for allowable stress when flange bending stress does not exceed the allowable stress GO
Maximum bending strength for Symmetrical Flexural Compact Section for LFD of Bridges GO
Maximum bending strength for Symmetrical Flexural Braced Non-Compacted Section for LFD of Bridges GO
Minimum Flange Thickness for Symmetrical Flexural Compact Section for LFD of Bridges GO
Minimum Flange Thickness for Symmetrical Flexural Braced Non-Compact Section for LFD of Bridges GO
Minimum Web Thickness for Symmetrical Flexural Braced Non-Compact Section for LFD of Bridges GO
Minimum Web Thickness for Symmetrical Flexural Compact Section for LFD of Bridges GO
Maximum Unbraced Length for Symmetrical Flexural Compact Section for LFD of Bridges GO
Maximum Unbraced Length for Symmetrical Flexural Braced Non-Compact Section for LFD of Bridges GO
Ultimate Moment Capacity for Symmetrical Flexural Sections for LFD of Bridges GO
Steel yield strength for Compact Section for LFD when Maximum Bending Moment is Given GO
Steel yield strength for Braced Non-Compact Section for LFD when Maximum Bending Moment is Given GO
Steel yield strength for Braced Non-Compact Section for LFD when Minimum Flange Thickness is Given GO
Steel yield strength for Compact Section for LFD when Minimum Flange Thickness is Given GO
Steel yield strength for Compact Section for LFD when Minimum Web Thickness is Given GO
Steel yield strength for Compact Section for LFD when Maximum Unbraced Length is Given GO
Steel yield strength for Braced Non-Compact Section for LFD when Maximum Unbraced Length is Given GO
Plastic Section Modulus for Compact Section for LFD when Maximum Bending Moment is Given GO
Section Modulus for Braced Non-Compact Section for LFD when Maximum Bending Moment is Given GO
Width of Projection of Flange for Braced Non-Compact Section when Maximum Bending Moment is Given GO
Width of Projection of Flange for Compact Section for LFD when Minimum Flange Thickness is Given GO
Depth of Section for Compact Section for LFD when Minimum Web Thickness is Given GO
Unsupported length for Braced Non-Compact Section for LFD when Minimum Web Thickness is Given GO
Depth of Section for Braced Non-Compact Section for LFD when Maximum Unbraced Length is Given GO
Area of Flange for Braced Non-Compact Section for LFD when Maximum Unbraced Length is Given GO
Smaller Moment of unbraced length for Compact Section for LFD when Maximum Unbraced Length is Given GO
Ultimate Moment of unbraced length for Compact Section when Maximum Unbraced Length is Given GO
Allowable Bearing Stresses on Pins for Buildings for LFD GO
Allowable Bearing Stresses on Pins subject to rotation for Bridges for LFD GO
Allowable Bearing Stresses on Pins not subject to rotation for Bridges for LFD GO
Steel yield strength on Pins for Buildings for LFD when Allowable Bearing Stresses is Given GO
Steel yield strength on Pins subject to rotation for Bridges for LFD when Pin Stresses is Given GO
Steel yield strength on Pins not subject to rotation for Bridges for LFD when Pin Stresses is Given GO
Allowable Bearing Stress for expansion rollers and rockers where diameter is up to 635 mm GO
Allowable Bearing Stress for expansion rollers and rockers where diameter is from 635 mm to 3175 mm GO
Steel Yield Strength for milled surface when allowable Bearing Stress for d < 635 mm is Given GO
Steel Yield Strength for milled surface when allowable Bearing Stress for d > 635 mm is Given GO
Diameter of Roller or Rocker for milled surface when Allowable Stress is Given for d < 635 mm GO
Diameter of Roller or Rocker for milled surface when Allowable Stress is Given for d > 635 mm GO
Allowable Bearing Stress for high strength bolts GO
Tensile Strength of connected part when Allowable Bearing Stress for bolts is Given GO
Number of Connectors in Bridges GO
Force in Slab when Number of Connectors in Bridges is Given GO
Reduction Factor when Number of Connectors in Bridges is Given GO
Ultimate Shear Connector Strength when Number of Connectors in Bridges is Given GO
Force in Slab when Total Area of Steel Section is Given GO
Total Area of Steel Section when Force in Slab is Given GO
Steel Yield Strength when Total Area of Steel Section is Given GO
Force in Slab when Effective Concrete Area is Given GO
Effective Concrete Area when Force in Slab is Given GO
28-day Compressive Strength of Concrete when Force in Slab is Given GO
Minimum Number of Connectors for Bridges GO
Force in Slab at Maximum Positive Moments when Minimum Number of Connectors for Bridges is Given GO
Force in Slab at Maximum Negative Moments when Minimum Number of Connectors for Bridges is Given GO
Force in Slab at Maximum Negative Moments when Reinforcing Steel Yield Strength is Given GO
Reduction Factor when Minimum Number of Connectors in Bridges is Given GO
Ultimate Shear Connector Strength when Minimum Number of Connectors in Bridges is Given GO
Area of Longitudinal Reinforcing when Force in Slab at Maximum Negative Moments is Given GO
Reinforcing Steel Yield Strength when Force in Slab at Maximum Negative Moments is Given GO
Allowable Shear stress in Bridges GO
Steel Yield Strength when Allowable Shear stress for Flexural Members in Bridges GO
Shear Buckling Coefficient when Allowable Shear stress for Flexural Members in Bridges is Given GO
Natural frequency of each Cable GO
Span of Cable when Natural frequency of each Cable is Given GO
Cable Tension when Natural frequency of each Cable is Given GO
Fundamental Vibration Mode when Natural frequency of Each Cable is Given GO
Runoff Rate of Rainwater from a bridge during a Rainstorm GO
Average Rainfall Intensity when Runoff Rate of Rainwater from a bridge during a Rainstorm is Given GO
Drainage Area when Runoff Rate of Rainwater from a bridge during a Rainstorm is Given GO
Runoff Coefficient when Runoff Rate of Rainwater from a bridge during a Rainstorm is Given GO
Deck Width for handling the Rainwater Runoff to the Drain Scuppers GO
Shoulder Width when Deck Width for handling the Rainwater Runoff to the Drain Scuppers is Given GO
Traffic Lane when Deck Width for handling the Rainwater Runoff to the Drain Scuppers is Given GO

What is Shear Capacity of Flexural Members ?

In engineering, shear strength is the strength of a material or component against the type of yield or structural failure when the material or component fails in shear. Shear Capacity for a flexural members refers to strength of a flexural member to resist failure in shear mode, than in flexural.

How to Calculate Shear Capacity for Flexural Members?

Shear Capacity for Flexural Members calculator uses Shear Capacity for Flexural Members=0.58*yield strength of steel*Height of the Section*Breadth of the web*Shear buckling coefficient C to calculate the Shear Capacity for Flexural Members, The Shear Capacity for Flexural Members formula is defined as the strength to resist failure in shear. Shear Capacity for Flexural Members and is denoted by Vu symbol.

How to calculate Shear Capacity for Flexural Members using this online calculator? To use this online calculator for Shear Capacity for Flexural Members, enter yield strength of steel (fy), Height of the Section (h), Breadth of the web (bw) and Shear buckling coefficient C (C) and hit the calculate button. Here is how the Shear Capacity for Flexural Members calculation can be explained with given input values -> 1740 = 0.58*2000000*5*0.3*1.

FAQ

What is Shear Capacity for Flexural Members?
The Shear Capacity for Flexural Members formula is defined as the strength to resist failure in shear and is represented as Vu=0.58*fy*h*bw*C or Shear Capacity for Flexural Members=0.58*yield strength of steel*Height of the Section*Breadth of the web*Shear buckling coefficient C. yield strength of steel is the level of stress that corresponds to the yield point, Height of the Section can be described as the dimension(height) of the section, Breadth of the web (bw) is the effective width of the member for flanged section and Shear buckling coefficient C is geometrical constant depends on h/tw ratio.
How to calculate Shear Capacity for Flexural Members?
The Shear Capacity for Flexural Members formula is defined as the strength to resist failure in shear is calculated using Shear Capacity for Flexural Members=0.58*yield strength of steel*Height of the Section*Breadth of the web*Shear buckling coefficient C. To calculate Shear Capacity for Flexural Members, you need yield strength of steel (fy), Height of the Section (h), Breadth of the web (bw) and Shear buckling coefficient C (C). With our tool, you need to enter the respective value for yield strength of steel, Height of the Section, Breadth of the web and Shear buckling coefficient C and hit the calculate button. You can also select the units (if any) for Input(s) and the Output as well.
How many ways are there to calculate Shear Capacity for Flexural Members?
In this formula, Shear Capacity for Flexural Members uses yield strength of steel, Height of the Section, Breadth of the web and Shear buckling coefficient C. We can use 1 other way(s) to calculate the same, which is/are as follows -
  • Shear Capacity for Flexural Members=0.58*yield strength of steel*Depth of Cross Section*Breadth of the web*(Shear buckling coefficient C+((1-Shear buckling coefficient C)/((1.15*(1+(Clear distance between transverse stiffeners/Height of cross section)^2)^0.5))))
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