Chandana P Dev
NSS College of Engineering (NSSCE), Palakkad
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Ishita Goyal
Meerut Institute of Engineering and Technology (MIET), Meerut
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11 Other formulas that you can solve using the same Inputs

Average Channel Flange Thickness when Ultimate Shear Connector Strength for Channels is Given
Average Channel Flange Thickness=Ultimate Shear Connector Strength/(17.4*Channel Length*((28 Day Compressive Strength of Concrete)^0.5))-Web thickness/2 GO
Channel Length when Ultimate Shear Connector Strength for Channels is Given
Channel Length=Ultimate Shear Connector Strength/(17.4*sqrt(28 Day Compressive Strength of Concrete)*(Average Channel Flange Thickness+Web thickness/2)) GO
Ultimate Shear Connector Strength for Channels
Ultimate Shear Connector Strength=17.4*Channel Length*((28 Day Compressive Strength of Concrete)^0.5)*(Average Channel Flange Thickness+Web thickness/2) GO
28-day Compressive Strength of Concrete when Ultimate Shear Connector Strength for Channels is Given
28 Day Compressive Strength of Concrete=(Ultimate Shear Connector Strength/(17.4*Channel Length*(Average Channel Flange Thickness+Web thickness/2)))^2 GO
Slenderness Parameter
Slenderness parameter=(effective length factor*Effective length/Radius of gyration *pi)*sqrt(Specified minimum yield stress/Modulus Of Elasticity) GO
Plate Girder Stress Reduction Factor
Plate girder strength reduction factor=(1-0.0005*(Web area/Area of Flange)*(Depth to thickness ratio-(760/sqrt(Allowable bending stress)))) GO
Bearing Pressure When Plate Thickness is Given
Actual bearing pressure=(Base Plate Thickness/(2*Limiting size))^2*Specified minimum yield stress GO
Thickness of Plate
Plate thickness=2*Limiting size*sqrt(Actual bearing pressure/Specified minimum yield stress) GO
Shear Capacity if Web Slenderness is greater than 1.25α
Shear capacity =(23760*effective length factor*Web area)/(Height of web/Web thickness)^2 GO
Plastic Moment
Plastic Moment=Specified minimum yield stress*Plastic modulus GO
Shear Capacity if Web Slenderness is Less Than α
Shear capacity =0.54*Specified minimum yield stress*Web area GO

2 Other formulas that calculate the same Output

Shear Capacity if Web Slenderness is greater than 1.25α
Shear capacity =(23760*effective length factor*Web area)/(Height of web/Web thickness)^2 GO
Shear Capacity if Web Slenderness is Less Than α
Shear capacity =0.54*Specified minimum yield stress*Web area GO

Shear Capacity if Web Slenderness is between α and 1.25α Formula

Shear capacity =(0.54*Specified minimum yield stress*Web area*Separation ratio)/(Height of web/Web thickness)
V<sub>u</sub>=(0.54*F<sub>yw</sub>*A<sub>w</sub>*α)/(h/t<sub>w</sub>)
More formulas
Shear Capacity if Web Slenderness is Less Than α GO
Shear Capacity if Web Slenderness is greater than 1.25α GO
Slenderness Ratio Used for Separation GO
Allowable Compressive Stress when Slenderness Ratio is Less than Cc GO
Safety Factor for Allowable Compressive Stress GO
Allowable Compressive Stress when Slenderness Ration is Greater than Cc GO
Effective Length Factor GO
Maximum Load on Axially Loaded Members GO
Critical Buckling Stress when Slenderness Parameter is Less than 1.5 GO
Critical Buckling Stress when Slenderness Parameter is Greater than 1.5 GO
Slenderness Parameter GO
Maximum Fiber Stress in Bending for Laterally Supported Compact Beams and Girders GO
Maximum Fiber Stress in Bending for Laterally Supported Noncompact Beams and Girders GO
Maximum Unsupported Length of Compression Flange-1 GO
Maximum Unsupported Length of Compression Flange-2 GO
Modifier for Moment Gradient GO
Allowable Stress when Area of Compression Flange is Solid and Not Less than Tension Flange GO
Simplifying Term for Allowable Stress Equations GO
Allowable Stress when Simplifying Term is Between 0.2 and 1 GO
Allowable Stress when Simplifying Term is Greater than 1 GO
Maximum Laterally Unbraced Length for Plastic Analysis GO
Maximum Laterally Unbraced Length for Plastic Analysis in Solid Bars and Box Beams GO
Plastic Moment GO
Limiting Laterally Unbraced Length for Full Plastic Bending Capacity for I and Channel Sections GO
Limiting Laterally Unbraced Length for Full Plastic Bending Capacity for Solid Bar and Box Beams GO
Limiting Laterally Unbraced Length for Inelastic Lateral Buckling GO
Specified Minimum Yield Stress for Web if Lr is Given GO
Beam Buckling Factor 1 GO
Beam Buckling Factor 2 GO
Limiting Buckling Moment GO
Limiting Laterally Unbraced Length for Inelastic Lateral Buckling for Box Beams GO
Critical Elastic Moment GO
Critical Elastic Moment for Box Sections and Solid Bars GO
Normal Stress GO
Distance from Middle Surface When Normal Stress is Given GO
Shearing Stresses on Shells GO
Central Shear When Shearing Stress is Given GO
Twisting Moments When Shearing Stress is Given GO
Normal Shearing Stresses GO
Distance from Middle Surface When Normal Shearing Stress is Given GO
Area Required by the Bearing Plate When Full Concrete Area is Used for Support GO
Beam Reaction when Area Required by Bearing Plat is Given GO
Area Required by the Bearing Plate if the Plate Covers Less than Full Area of Concrete For Support GO
Allowable Bearing Stress on Concrete when Full Area is Used for Support GO
Allowable Bearing Stress on Concrete when Less Than Full Area is Used for Support GO
Actual Bearing Pressure Under Plate GO
Minimum Bearing Length of Plate When Actual Bearing Pressure is Given GO
Minimum Width of Plate When Actual Bearing Pressure is Given GO
Beam Reaction when Actual Bearing Pressure is Given GO
Plate Thickness GO
Allowable Bending Stress When Plate Thickness is Given GO
Minimum Width of Plate When Plate Thickness is Given GO
Roof Live Load GO
Roof Live Load when tributary area lies in range 200 to 600 square feet GO
tributary area when roof live load is known GO
Area Required by the Base Plate GO
Column Load if Area Required by the Base Plate is Given GO
Plate Length GO
Column Flange Width When Plate Length is Given GO
Column Depth When Plate Length is Given GO
Thickness of Plate GO
Bearing Pressure When Plate Thickness is Given GO
Flange Thickness for H shaped Columns GO
Allowable Bearing Pressure When Flange Thickness for H shaped Column is Given GO
Thickness of Plate When Flange Thickness for H shaped Column is Given GO
Allowable Bearing Stress for Milled Surface Including Bearing Stiffeners GO
Allowable Bearing Stress for Rollers and Rockers GO
Diameter of Roller or Rocker When Allowable Bearing Stress is Given GO
Maximum depth to thickness Ratio for Unstiffened Web GO
Depth to Thickness Ratio of Girder With Transverse Stiffeners GO
Allowable Bending Stress in Compression Flange GO
Plate Girder Stress Reduction Factor GO
Area of Web When Plate Girder Stress Reduction Factor is Given GO
Area of Flange When Plate Girder Stress Reduction Factor is Given GO
Hybrid Girder Factor GO
Allowable Shear Stress without Tension Field Action GO
Allowable Shear Stress with Tension Field Action GO
Allowable stress in the flanges GO
Yield strength when allowable stress in the flange is given GO
Maximum unit stress in the steel GO
Dead load moment when maximum unit stress in steel is given GO
Live load moment when maximum unit stress in steel is given GO
section modulus of steel beam when maximum unit stress in steel is given GO
Section modulus of transformed composite section when maximum unit stress in steel is given GO
The maximum stress in the bottom flange GO
Dead load moment when maximum stress in the bottom flange is given GO
Live load moment when maximum stress in the bottom flange is given GO
Section modulus of transformed composite section when maximum stress in the bottom flange is given GO
Total number of connectors to resist total horizontal shear GO
The number of shear connectors GO
Moment at Concentrated Load when Number of Shear Connectors are Given GO
Maximum Moment in Span when Number of Shear Connectors are Given GO
Number of Shear Connectors Between M max and Zero Moment when Number of Shear Connectors are Given GO
The total horizontal shear GO
Specified compressive strength of concrete when total horizontal shear is given GO
Actual area of effective concrete flange when total horizontal shear is given GO
Total horizontal shear Vh GO
Area of steel beam when Total horizontal shear Vh is given GO
Yield Strength when Total Horizontal Shear Vh is Given GO
Stress for Concentrated Load Applied at a Distance Larger than Depth of Beam GO
Concentrated Load when Stress is Given GO
Web Thickness when Stress is Given GO
Length of Bearing when Stress is Given GO
Stress when Concentrated Load is Applied Close to Beam End GO
Web Thickness when Stress Due to Load Near Beam End is Given GO
Concentrated load when it is Applied at a Distance at least d/2 GO
Slenderness of Web and Flange GO
Web Depth Clear of fillets GO
Concentrated Load when Stiffeners are Provided GO
Slenderness of Web and Flange when Stiffeners are Provided and Concentrated Load is Established GO
Clear Distance From Flanges When Concentrated Load is Given With Stiffeners GO
Concentrated Load if slenderness of Web to Flange is Less than 1.7 GO
Clear Distance From Flanges When Web to Flange is Less than 1.7 GO
Allowable Bearing Stress on Projected Area of Fasteners GO
Tensile Strength of the Connected Part when Allowable Bearing Stress is given GO
Cross sectional area of Column Web Stiffeners GO
Computed Force when Cross sectional area of Column Web Stiffeners is given GO
Stiffener Yield Stress when Cross sectional area of Column Web Stiffeners is given GO
Column Web Depth Clear of Fillets GO
Thickness of Column Web when Column Web Depth Clear of Fillets is given GO
Column Yield Stress when Column Web Depth Clear of Fillets is given GO
Computed Force when Column Web Depth Clear of Fillets is given GO
Thickness of the Column Flange GO
Column Yield Stress when Column Web Depth Clear of Fillets is given GO
Computed Force when Thickness of the Column Flange is given GO
Column Yield Stress when Thickness of the Column Flange is given GO
Collapse Prevention Level GO
Capacity Spectrum GO
length of secondary member when Collapse Prevention Level is given GO
Length of Primary Member when Collapse Prevention Level is given GO
Length of Secondary Member when Capacity Spectrum is given GO
Moment of Inertia of Secondary Member when Capacity Spectrum is given GO
Moment of Inertia of Primary Member when Collapse Prevention Level is given GO

What is LRFD ?

LRFD is based on the limit state design concept. A limit state is defined as a condition in which a structure or structural component becomes unsafe or unsuitable for its intended function.

How to Calculate Shear Capacity if Web Slenderness is between α and 1.25α?

Shear Capacity if Web Slenderness is between α and 1.25α calculator uses Shear capacity =(0.54*Specified minimum yield stress*Web area*Separation ratio)/(Height of web/Web thickness) to calculate the Shear capacity , The Shear Capacity if Web Slenderness is between α and 1.25α formula is defined as the shear strength of the web section when the slenderness ration is between specified values of separation ratio. Shear capacity and is denoted by Vu symbol.

How to calculate Shear Capacity if Web Slenderness is between α and 1.25α using this online calculator? To use this online calculator for Shear Capacity if Web Slenderness is between α and 1.25α, enter Specified minimum yield stress (Fyw), Web area (Aw), Separation ratio (α), Height of web (h) and Web thickness (tw) and hit the calculate button. Here is how the Shear Capacity if Web Slenderness is between α and 1.25α calculation can be explained with given input values -> 2.7 = (0.54*344737.864655216*0.0645160000005161*1)/(1.27000000000508/1.27000000000508).

FAQ

What is Shear Capacity if Web Slenderness is between α and 1.25α?
The Shear Capacity if Web Slenderness is between α and 1.25α formula is defined as the shear strength of the web section when the slenderness ration is between specified values of separation ratio and is represented as Vu=(0.54*Fyw*Aw*α)/(h/tw) or Shear capacity =(0.54*Specified minimum yield stress*Web area*Separation ratio)/(Height of web/Web thickness). Specified minimum yield stress represents the minimum tensile stress or yield stress required by the flexural member, say, web, Web area is the area of web section in the flexural member, Separation ratio is the limiting coefficient used for LRFD for shear in buildings to calculate the shear capacity of section , Height of web is the distance between the top and bottom point of the web section and Web thickness is the thickness of the web section in the member. .
How to calculate Shear Capacity if Web Slenderness is between α and 1.25α?
The Shear Capacity if Web Slenderness is between α and 1.25α formula is defined as the shear strength of the web section when the slenderness ration is between specified values of separation ratio is calculated using Shear capacity =(0.54*Specified minimum yield stress*Web area*Separation ratio)/(Height of web/Web thickness). To calculate Shear Capacity if Web Slenderness is between α and 1.25α, you need Specified minimum yield stress (Fyw), Web area (Aw), Separation ratio (α), Height of web (h) and Web thickness (tw). With our tool, you need to enter the respective value for Specified minimum yield stress, Web area, Separation ratio, Height of web and Web thickness 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 ?
In this formula, Shear capacity uses Specified minimum yield stress, Web area, Separation ratio, Height of web and Web thickness. We can use 2 other way(s) to calculate the same, which is/are as follows -
  • Shear capacity =0.54*Specified minimum yield stress*Web area
  • Shear capacity =(23760*effective length factor*Web area)/(Height of web/Web thickness)^2
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