Piles Engineering

Following is a step by step procedure to design an anchored sheet pile in clay. This systematic approach covers all the details you need to design an Anchored Sheet Pile In Clay. The design is given in a systematic manner so that it is useful for one and all. Just do these calculations step by step and you will find designing of anchored Sheet piles in clay is very easy to do. These steps are being submitted to us by Er. Sadaf Noor and are taken from her engineering notes.

In case you have any issues with these steps kindly use the comment form.

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The designing of Anchored Sheet Piles in Sand has always been a complex job for budding engineers but now we at engineeringcivil.com along with Er. Sadaf Noor are providing you step by step procedure to design Anchored Sheet Piles in Sand.

The design is given in a systematic manner so that it is useful for one and all.

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We at engineeringcivil.com along with Er. Sadaf Noor are providing you step by step procedure to design a cantilever wall in clay.

This design procedure covers all the required details you need to design a cantilever wall in clay. More over its made easy due to its systematic presentation by Er. Sadaf Noor.

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This is a procedure to design a sheet pile cantilever in sand and covers all the details you need to design them.

This very useful design procedure has been uploaded here with an aim to help civil engineers make the design process simpler. We are thankful to a engineer Sadaf Noor Ahmed for this valuable contribution and hope to see more such valuable information from her.

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To find the shaft settlement, Empirical correlations or load-deformation compatibility analysis are widely used. In case of tensile and lateral loads by straight shaft drilled shafts, the procedure to determine shaft settlement is same that of pile foundations.

According to Meyerhof,G. G. and Adams,J. I.,“The Ultimate Uplift Capacity of Foundations,” Canadian Geotechnical Journal, 5(4):1968, for rigid shafts with characteristic length T greater than 3, the equation becomes

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To calculate Axial Load capacity of a single pile, we should first understand how the pile behaves and what are the resistances offered by it.

Basically we have a shaft resistance Q_su and a Toe resistance Q_bu. The total pile capacity is calculated by summing up these two, i.e. Pile capacity Q_u is the sum of the shaft resistance Q_su and toe resistances Q_bu.

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The maximum load that can be sustained by shallow foundation elements due to the bearing capacity is a function of the cohesion and friction angle of bearing soils as well as the width B and shape of the foundation. The net bearing capacity per unit area, q_u, of a long footing is expressed as:

where
(alpha)_f= 1.0 for strip footings and 1.3 for circular and square footings
c_u= Un-drained shear strength of soil
_{(sigma) vo} = effective vertical shear stress in soil at level of bottom of footing

(beta)_f = 0.5 for strip footings, 0.4 for square footings, and 0.6 for circular footings
gamma =unit weight of soil

B=width of footing for square and rectangular footings and radius of footing for circular footings
N_c, N_q, N=bearing-capacity factors, functions of angle of internal friction (phi)

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Group of piles means when we have more than 1 pile in a row. Many factors influence the pile group stability. The major factors are Geometry of the group, soil conditions and direction of loads.

The efficiency factor E_g is defined as the ratio of the ultimate group capacity to the sum of the ultimate capacity of each pile in the group. It is this factor which is mostly used to express the ultimate load considerations.
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In case of piles being driven in cohesive soils, the ultimate load is alculated by using the followinf formula

Q_bu=A_bq=A_bN_cc_u

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When ever we are studying about a vertical pile, we need to understand that the flexural stiffness of the shaft and stiffness of the bearing soil in the upper 4D to 6D length of shaft are the two main factors on which the resistance to lateral loads of vertical pile depends.

Nondimensional solutions of Reese and Matlock help us plot the lateral-load vs. pile-head deflection relationship but the basic assumption with this is that the soil modulus K increases linearly with depth z

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