Bolt shear strength is the capacity of a bolt to resist forces that attempt to cause the bolt to slide along a plane perpendicular to its axis. Most bolted connections rely on a bolts shear capacity in order to provide stability in the connection. For example, bolted splice connections are almost exclusively subject to shear forces. The SkyCiv Bolt Shear Strength Calculator is designed to assist in the calculation of individual bolt forces and capacities for combined shear and tension loads.

Bolts are individually capable of resisting tension and shear forces. Although theoretically bolts could also take moments and compression forces, bolts have a small section modulus that means moment resistance is relatively small and connection details often have compression forces resolved through plate-to-plate contact.

Most design standards in the world only describe the capacity of a bolt in tension and shear since bolts are only expected to take these types of loads.

In-plane forces are resolved in the bolt group through shear. The bolt group is modelled to evenly distribute direct in-plane forces and take torsion forces proportional to the distance from the bolts instantaneous point of rotation (ICR) which can generally be taken as the centroid. Therefore, the bolts with the highest shear forces are always bolts furthest from the ICR.

The design bolt shear force can be calculated by finding the bolt shear force in each of the in-plane directions and then combining them into a resultant shear force. The bolt shear capacity for a single bolt can then be compared to the critical bolt shear that develops for a single bolt within the group.

Bolt shear strength can generally be calculated with the following general formula:

V_f = 0.6 * f_uf * A

where:

• f_uf is the minimum tensile strength of the bolt
• A is the cross sectional area being intersected for a bolt

The AS 4100 more specifically calculates bolt shear strength with the following equation:

ϕV_f = ϕ * 0.62 * f_uf * k_r * k_rd * (n_n * A_c + n_x * A_o)

where:

• ϕ = 0.8
• f_uf is the minimum tensile strength of the bolt
• k_r is a reduction factor for bolted lap connections
• k_rd is a reduction factor to account for reduced ductility of grade 10.9 bolts
• n_n is the number of shear planes with threads intercepting the shear plane
• A_c is the cross sectional area of bolts through its threads (known as core, minor or root area of bolt)
• n_x is the number of shear planes without threads intercepting the shear plan
• A_o is the nominal plain shank area of the bolt

For a grade 4.6 M12 bolt with a minimum tensile strength of 400 MPa with 1 shear plane intersecting the shank of the bolt we can calculate the shear capacity as:

ϕVf = 0.8 * 0.62 * 400 MPa * 1 * 1* ( 0 * Ac + 1 * 113 mm²) = 22.4 kN

The EN 1993-1-8:2005 (EC3) calculates the bolt shear capacity as:

F_v,Rd = α_v * f_ub * A * β_lf / γ_M2

where:

• α_v = 0.6 for grade 4.6, 5.6 and 8.8 bolts and 0.5 otherwise
• f_ub is the bolt ultimate tensile strength
• A is the cross sectional area of the bolt
  • A = A_s (tensile area of bolt) if the shear plane passes through the bolt threads
  • A = Ag (gross cross sectional area of bolt) if the shear plane does not pass through the bolt threads
• β_lf reduction factor for bolted lap connections
• γ_M2 = 1.25

For a grade 4.6 M12 bolt with a minimum tensile strength of 400 MPa with 1 shear plane intersecting the shank of the bolt we can calculate the shear capacity as:

ϕVf = 0.6 * 400 MPa * 113 mm2 * 1 / 1.25 = 21.7 kN

The AISC 360-16 calculates the available bolt shear capacity for allowable strength design (ASD) as:

_{Rn / Ω = Fnv * Ab / Ω}

_{and calculates the available bolt shear capacity for load and resistance factor design (LRFD) as:}

ϕ * R_n = ϕ * F_nv * A_b

where:

• ϕ = 0.75 for LRFD design
• Ω = 2 for ASD design method
• F_nv is the nominal shear strength from Table J3.2, typically:
  • If shear plane includes threads (N) then F_nv= 0.450 * F_u
  • If shear plane excludes threads (X) then F_nv= 0.563 * F_u
  • _{where Fu} is the bolt ultimate tensile strength
• A_b is the gross cross sectional area of the bolt

For a Group A (Fu = 120 ksi) 1" diameter bolt with 1 shear plane intersecting the shank of the bolt (X) we can calculate the shear capacity as:

ϕ * Rn = 0.75 * 0.563 * 120 * 1^2 * π / 4 = 39.8 kip

Rn / Ω = 0.563 * 120 * 1^2 * π / 4 / 2 = 26.5 kip

Users can create there own bolt shear strength charts using the SkyCiv QD Bolt Group Capacity Calculator for different standards globally.

A user can specify inputs in the QD to match project requirements and generate a set of common capacities that can be used as a reference for projects. For example by using three runs of the AS 4100:2020 Bolt Group Capacity a simple table can start to be constructed.

Bolt tension strength refers to a bolts ability to resist pulling or tensile forces along its axis. This strength is particularly critical when a bolt group is required to resist moments since moments are generally resolved by a bolt taking tension forces at some lever arm distance away from the point of rotation.

Bolt shear strength can generally be calculated with the following general equation:

N_tf = A_s * f_uf

where:

• A is the tensile stress area of the bolt
• f_uf is the minimum tensile strength of the bolt

Forces due to axial loads are considered to be uniformly distributed across all bolts.

Forces due to applied moments are distributed based on either plastic or elastic analysis.

Tension or compression forces may develop in bolts, however since compression forces in reality are expected to be resolved by plate-to-plate contact only the critical tension force is adopted for design checks.

The maximum bolt tension can be found be combining the bolt tension forces that develop through axial loading and moments. The bolt tension capacity for a single bolt can then be compared to the critical bolt tension that develops for a single bolt within the group.

A bolt group can better resist forces than individual bolts since moments can be resolved by having bolts take tension (or compression) forces at some lever arm distance. This utilises the bolts capacity in tension to resolve moments in order to compensate for its small section modulus.

For example a single M12 bolt with a yield strength of 240 MPa and a tensile strength of 400 MPa would have a 0.04 kN.m moment capacity. However, the bolt has a tension capacity of 27 kN (for AS 4100:2020) and if we couple two M12 bolts together at a spacing of 100 mm we can resolve a 2.7 kN.m moment. This gives a moment capacity 30x larger than if we just used the moment capacity of the individual sections.

The AS 4100 calculates bolt tensile strength as:

ϕN_tf = ϕ * A_s * f_uf

where:

• ϕ = 0.8
• A_s is the tensile stress area of the bolt (from AS 1275)
• f_uf is the minimum tensile strength of the bolt

For a grade 4.6 M12 bolt with a minimum tensile strength of 400 MPa we can calculate the tensile capacity as:

ϕN_tf = 0.8 * 84.3 mm² * 400 MPa = 27 kN

The Eurocode 3 calculates the bolt tensile strength as:

F_t,Rd = k₂ * f_ub * A_s * / γ_M2

where:

• k2 is 0.63 for countersunk bolts and 0.9 otherwise
• A_s is the tensile stress area of the bolt (from AS 1275)
• f_ub is the minimum tensile strength of the bolt
• γ_M2 = 1.25

For a grade 4.6 M12 bolt with a minimum tensile strength of 400 MPa we can calculate the tensile capacity as:

F_t,Rd = 0.9 * 84.3 mm² * 400 MPa / 1.25 = 24.3 kN

The AISC 360-16 calculates the available bolt tension capacity for allowable strength design (ASD) as:

_{Rn / Ω = Fnt * Ab / Ω}

_{and calculates the available bolt tension capacity for load and resistance factor design (LRFD) as:}

ϕ * R_n = ϕ * F_nt * A_b

where:

• ϕ = 0.75 for LRFD design
• Ω = 2 for ASD design method
• F_nt is the nominal tensile strength from Table J3.2, typically:
  • F_nt= 0.75 * F_u
  • _{where Fu} is the bolt ultimate tensile strength
• A_b is the gross cross sectional area of the bolt

For a Group A (Fu = 120 ksi) 1" diameter bolt with 1 shear plane intersecting the shank of the bolt (X) we can calculate the tension capacity as:

ϕ * Rn = 0.75 * 0.75* 120 * 1^2 * π / 4 = 53 kip

Rn / Ω = 0.75* 120 * 1^2 * π / 4 / 2 = 35.3 kip

Similar to the bolt shear strength chart, a user can also use the SkyCiv QD Bolt Group Capacity Calculator to generate tension strength charts for a project. For example the following chart is constructed using three runs of the AS4100:2020 Bolt Group Capacity Calculator

Models of bolt groups often allocate compression forces to bolts on the compression side of the connection.

Compression forces however, are generally expected to be resolved through plate-to-plate contact and connection details often mean that bolts will only be engaged in tension.

Therefore the bolt compression forces in modelling is an idealisation to simplify calculations, but if a bolt is actually required to take compression forces this is something that should be considered by the engineer.

Bolt compression forces can be found with the SkyCiv Bolt Group Capacity Calculator by reversing load directions and taking the tension force in the reversed model. An upper bound for the compression capacity can be found by using the tension capacity, however the compression capacity would need to account for the possibility of buckling.

The block shear failure mechanism can develop on a plate due to bolt holes reducing the section capacity of the plate.

In general we have a reduced effective area for tension and shear capacity on the plate due to the bolt holes cut in the plate.

Typically standards required that the tension capacity of a plate is assessed by calculating the plate yield strength by multiplying the gross area of the plate by the yield strength of the steel. When there are bolt holes the tension rupture strength of the plates should also be assessed by multiplying the net area of the plate by the ultimate tensile strength of the steel plate. That is:

• Tensile yielding capacity = F_y * A_g
• Tensile rupture capacity = F_u * A_n

Similarly the plate shear capacity is calculated by taking the minimum of the gross area of the steel plate multiplied by 60% of the yield strength and the net area of the steel plate multiplied by 60% of the ultimate tension strength of the steel plate. That is:

• Shear yielding capacity = 0.6 * F_y * A_g
• Shear rupture capacity = 0.6 * F_u * A_n

We also might have a combined failure of tension and shear on the plate which is referred to as block shear. All the bolt holes collectively rip out a section of the plate. Possible block shear failure mechanisms are shown in the image below.

There are slight variations on how the capacity is calculated in standards around the world but they all are calculated through the same general approach of combining the capacity of the area failing in shear with the capacity of the area failing in tension.

Where tension stress on the section is non-uniform the tension capacity component of block shear is typically reduced by 50%.

The Eurocode calculates block tearing as:

• V_eff,Rd = 0.577 * F_y * A_nv / γ_M2 + U_bs * F_u * A_nt / γ_M2

AISC 360-16 calculates block shear as:

• LRFD: ϕ R_n = ϕ (0.6 * F_u * A_nv + U_bs * F_u * A_nt) ≤ ϕ (0.6 F_y * A_gv + U_bs * F_u * A_nt)
• ASD: Rn / Ω = (0.6 * Fu * Anv + Ubs * Fu * Ant) / Ω ≤ (0.6 Fy * Agv + Ubs * Fu * Ant) / Ω

The Australian Standard calculates block shear as:

• ϕ R_bs = ϕ (0.6 * F_uc * A_nv + k_bs * F_uc * A_nt) ≤ ϕ (0.6 F_yc * A_gv + U_bs * F_u * A_nt)

where:

• A_gv = gross area subject to shear at rupture
• A_nv = net area subject to shear at rupture
• A_nt = net area subject to tension at rupture
• F_u & F_uc = minimum tensile strength of the steel plate
• F_y & F_yc = yield strength of the steel plate
• k_bs & U_bs = a reduction factor for non-uniform tension
  • 0.5 when tension stress is non-uniform
  • 1.0 when tension stress is uniform
• γ_M0 = 1.0
• γ_M2 = 1.25
• ϕ = 0.75 for both AISC and AS
• Ω = 2.00

The Eurocode presents a simpler more conservative method for the calculation by using the net shear in combination with the yield stress.

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• AS 4055 Wind Load Calculator

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