Composite Beam to AISC 360

Verified by the CalcTree engineering team on October 17, 2024
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This calculator computes the flexural and shear capacity of a composite beam, which consists of W-shaped steel members and a concrete slab. It computes the number of shear studs required to achieve fully composite action. 
All calculations are performed in accordance with the AISC 360-22 (16th Edition).
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Summary ResultsSummary﻿
Design Check
Action
Resistance
Utilisation
Status
Flexural Strength
Mu =  325.0 kips 
ΦbMn = 972.9632352941179 foot * kip
M_utilisation: .2f
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Shear Strength
Vu =  225.0 kips 
ΦvVn = 225.22500000000002 inch ** 2 * kip_per_square_inch
V_utilisation: .2f
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CalculationTechnical notes
1. Properties 1.1 Concrete Slab
1.2 Steel Beam
1.3 Steel Anchors
1.4 Section Summary
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2. Design Actions﻿﻿M
:325.0 kips ft​
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﻿﻿V
:200.0 kips​
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3. Design Checks3.1 Flexural Check
3.1.1 Steel anchors
﻿﻿Qn
:21.54 kips​
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﻿﻿Qn​=min{0.5Asa​fc′​Ec​​Rg​Rp​Asa​Fu,s​​
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Eqn. I8-1
﻿﻿ΣQn
:1.16 kilokip​
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﻿﻿∑Qn​=Qn​nst​
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Eqn. C-I3-8
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3.1.2 Effective width of the concrete slab
﻿﻿b
:5.00 ft​
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﻿﻿b=min{2×8L​2×2s​​
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Cl. I3.1a
3.1.3 Plastic neutral axis
﻿﻿Case
:(a)​
﻿﻿P.N.A Location
:P.N.A is located at the depth of 2.77 in from the top of the slab​
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﻿﻿Cc
:1.13 kilokip​
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﻿﻿Cc​=0.85fc′​Ac​
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Eqn. C-I3-6
﻿﻿Ct
:1.13 kilokip​
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﻿﻿CT​=Fy,b​As,t​
 
Eqn. C-I3-8
﻿﻿Cf
:0.00​
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﻿﻿Cf​=bf​tf​Fy,b​
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Cl. I3.2a
﻿﻿Cs
:0.00​
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﻿﻿Cs​=2Py​−C​
 
Cl. I3.2a
﻿﻿d1
:3.23 in​
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﻿﻿d1​=t−2a​
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Cl. I3.2a
﻿﻿d2
:0​
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﻿﻿d2​=d(b)​/2
 
Cl. I3.2a
﻿﻿d3
:8.25 in​
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﻿﻿d3​=d−yc​
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Cl. I3.2a
﻿﻿yc
:8.25 in​
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﻿﻿yc​=⎩⎨⎧​d/2As​−bfd(b)​(Af,b​yf,b​)+(Af,t​yf,t​)+(Aw​yw​)​Af,b​+Aw​(Af,b​yf,b​)+(Aw​yw​)​​for case a)for case b)for case c)​
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3.1.4 Flexural capacity
﻿﻿C
:1.13 kilokip​
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﻿﻿C=min{Cc​CT​​
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Cl. I3.2a
﻿﻿Py
:1.13 kilokip​
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﻿﻿Py​=CT​=Fy,b​As,t​
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Cl. I3.2a
﻿﻿Mn
:1,081.1 ft kip​
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﻿﻿Mn​=C(d1​+d2​)+Py​(d3​−d2​)
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Eqn. C-I3-10
﻿﻿ΦMn
:973.0 ft kip​
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﻿﻿Utilisation_M
: 0.33 🟢​
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﻿﻿ϕb​Mn​=ϕb​×Mn​
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3.2 Shear Check
3.2.1 Web shear coefficient
﻿﻿Cv1
:1.00​
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﻿﻿Cv1​={h/tw​1.10kv​E/Fy,b​​​; if h/tW​>1.10E/Fy,b​​1.0; else​
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Ch. G2.2.1(1)(ii)
3.2.2 Shear capacity
﻿﻿Vn
:225.2 kip​
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﻿﻿Vn​=0.6Fy,b​Aw​Cv1​
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Eq: G2-1
﻿﻿ΦVn
:225.2 kip​
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﻿﻿Utilisation_V
: 0.89 🟢​
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﻿﻿ϕv​Vn​=ϕv​×Vn​
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Related ResourcesComposite Slab to ACI 318
Steel Beam and Column Designer to AISC 360
Concrete Rectangular Beam Calculator to ACI 318-19 (IMP)
Design Check	Action	Resistance	Utilisation	Status
Flexural Strength	Mu = 325.0 kips	ΦbMn = 972.9632352941179 foot * kip	M_utilisation: .2f	🟢
Shear Strength	Vu = 225.0 kips	ΦvVn = 225.22500000000002 inch ** 2 * kip_per_square_inch	V_utilisation: .2f	🟢