Brinch Hansens Method

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Introduction

In geotechnical engineering, bearing capacity is the capacity of soil to support the loads applied to the ground. The bearing capacity of soil is the maximum average contact pressure between the foundation and the soil which should not produce shear failure in the soil. Ultimate bearing capacity (q_f) is the theoretical maximum pressure which can be supported without failure; allowable bearing capacity (q_a) is the ultimate bearing capacity divided by a factor of safety. Sometimes, on soft soil sites, large settlements may occur under loaded foundations without actual shear failure occurring; in such cases, the allowable bearing capacity is based on the maximum allowable settlement.

A costly foundation failure is shown in the figure above.

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There are three modes of failure that limit bearing capacity: general shear failure, local shear failure, and punching shear failure.

Other methods proposed for bearing capacity of shallow foundations are: Terzaghi's bearing capacity method which is the earliest method proposed in 1943, and Meyerhof's method (1951, 1963).

Concepts and Formulas

Brinch Hansen's bearing capacity theory:

Brinch Hansen (1970) provided equations to estimate limit bearing capacity for two separate cases of strength parameters: (1) f> 0, and (2) f= 0 (undrained clay). In addition, for each of these cases there are two separate subcases: (a) Either no horizontal component of load or there is a horizontal component of load and it is in the direction of the width of the footing only; or (b) there is a horizontal component of load in the direction of the length of the footing, or in both directions (width and length of the footing). Equations to estimate limit bearing capacity are provided in the following sections for each of these situations.

In all cases, the limit load that can be carried at the bearing level is given by the following equation

Q_bL = q_bL x A_f

In all equations given below involving B and L, if there is eccentricity at the bearing elevation, use B_eff in place of B and L_eff in place of L, where B_eff= B– 2e_B, and L_eff= L– 2e_L. In the unusual case where L– 2e_L< B– 2e_B, use B_eff= L– 2e_Land L_eff= B– 2e_B

Case 1: f> 0

Subcase a: No Q_tr or Q_tr,_Bonly

$q_{bL}=cN_{c}s_{c}d_{c}i_{c}b_{c}g_{c}+q_{0}N_{q}s_{q}d_{q}i_{q}b_{q}g_{q}+0.5gamma B N_{gamma}s_{gamma}d_{gamma}i_{gamma}b_{gamma}g_{gamma}$

where

q₀ = effective stress at the bearing level for an effective stress analysis, and = total stress at the bearing level for a total stress analysis

Nq = e^ptanf tan²(45+f/2)

Nc = cot f ( Nq – 1)

Ng = (Nq-1) tan (1.4f)

$s_{c}=1+cos(phi)frac{N_{q}}{N_{c}}frac{B}{L}$

$s_{q}=1+sin(phi)frac{B}{L}$

$s_{gamma}=1-0.4frac{B}{L}geq 0.6$

$d_{c}=1+2(1-sinphi)^{2}frac{N_{q}}{N_{c}}frac{D}{B}:::: for:::: frac{D}{B}leq 1$

$d_{c}=1+2(1-sinphi)^{2}frac{N_{q}}{N_{c}}tan^{-1}(frac{D}{B}):::: for:::: frac{D}{B}> 1$

$d_{q}=1+2tanphi(1-sinphi)^{2}frac{D}{B}:::: for:::: frac{D}{B}leq 1$

$d_{q}=1+2tanphi(1-sinphi)^{2}tan^{-1}(frac{D}{B}):::: for:::: frac{D}{B}> 1$

$d_{gamma}=1$

$i_{q}=(1-frac{0.5Q_{tr}}{Q_{ax}+Ac_{a}cotphi})^{0.5}geq 0$

$i_{gamma}=(1-frac{0.7Q_{tr}}{Q_{ax}+Ac_{a}cotphi})^{0.5}geq 0$

$i_{c}=i_{q}-frac{1-i_{q}}{N_{q}-1}$

$b_{q}=e^{-0.0349066a_{b}tanphi}$

$b_{gamma}=e^{-0.0471239a_{b}tanphi}$

$g_{q}=g_{gamma}=(1-0.5tana_{g})^{5}$

$g_{c}=g_{q}-frac{1-g_{q}}{N_{q}-1}$

Subcase b: Q_tr,L only, or Q_tr_,B and Q_tr,L:

In this case you must check for q_bL separately in the directions of the width and length of the footing. Use q_bL equal to the smaller of the two values.

Case 2: f= 0

Subcase a: No Q_tr or Q_tr,_Bonly

$q_{bL} = (pi+2)s_{u}(1+s_{su}+d_{su}-i_{su}-b_{su}-g_{su})+q_{0}$

where

q₀= total stress at the bearing level

$s_{su}=0.2frac{B}{L}$

$d_{su}=0.4frac{D}{B}: for: Dleq B$

$d_{su}=0.4tan^{-1}(frac{D}{B}): for: D> B$

$i_{su}=0.5-0.5sqrt{1-frac{Q_{tr-B}}{c_{a}A_{f}}}$

where c_a = adhesive stress acting on the base of footing, which is usually in the range of (0.5 to 1.0) S_u.

For a rough base, use c_a=S_u.

$b_{su}=frac{2a_{b}(rad)}{pi+2}=frac{a_{b}(degree)}{147.3}$

$g_{su}=frac{2a_{g}(rad)}{pi+2}=frac{a_{g}(degree)}{147.3}$

Subcase b: Q_tr,L only, or Q_tr_,B and Q_tr,L:

In this case you must check for q_bL separately in the directions of the width and length of the footing. Use q_bL equal to the smaller of the two values.

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Brinch Hansens Method

Introduction

» Try our free powerful online bearing capacity calculator «

Concepts and Formulas

Brinch Hansen's bearing capacity theory:

Case 1: f> 0

Subcase a: No Qtr or Qtr,B only

Subcase b: Qtr,L only, or Qtr,B and Qtr,L:

Case 2: f= 0

Subcase a: No Qtr or Qtr,B only

Subcase b: Qtr,L only, or Qtr,B and Qtr,L:

Watch Videos

Solved sample problems

Download Files

Read also

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Subcase a: No Q_tr or Q_tr,_Bonly

Subcase b: Q_tr,L only, or Q_tr_,B and Q_tr,L:

Subcase a: No Q_tr or Q_tr,_Bonly

Subcase b: Q_tr,L only, or Q_tr_,B and Q_tr,L: