Lateral Capacity Of Battered Piles
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Lateral Capacity Of Battered Piles

Step5 lateral capacity
5-2Copyright 2003 Hubbell, Inc.Helical Screw Foundation System Design Manual for New ConstructionA.B.Chance Companysimply the structures dead weight multiplied by the tangent of the angle of internalfriction.In the case of clay, cohesion times the area of the footing may be used for thefriction component.

When battered piles are used to prevent lateral movement, thefriction may be included in the computation.

The designer is advised to use caution whenusing friction for lateral resistance.

Some building codes do not permit friction resistanceunder pile supported footings and pile caps due to the possibility the soil will settle awayfrom the footing or pile cap.

Shrink-swell soils, compressible strata, and liquefiable soilcan result in a void under footings and pile caps.If required, the application engineers at Hubbell Power Systems/Chance can provideloads and the soil profile.

If you need engineering assistance, please contact the 5.2aSample Plot of Deflection vs.Depth LPILE PLUS OutputCopyright 2003 Hubbell, Inc.Helical Screw Foundation System Design Manual for New ConstructionLateral Analysis by Finite DifferencesSeveral computer programs, such as LPILE (ENSOFT, Austin, TX), are subsequentrevisions of the COM624 program (Matlock and Reese) and its predecessor Beam-Column28 (Matlock and Haliburton), which both use the p-y concept, i.e.soil resistance is a non-linear function of pile deflection, which was further developed by Poulos (1973).

Thismethod is versatile and provides a practical means for design
lateral capacity of battered piles
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.

This method is madepossible with computers for solving the governing nonlinear, fourth-order differentialequation, which is explained in greater detail in Step 6.

Lateral load analysis softwaregives the designer the tools necessary to evaluate the force-deflection behavior of a helicalbending moment vs.depth where the top of the pile is fixed against rotation.

From resultslike this, the designercan quickly determinelimit of the pile

whichis typically bending.Many geotechnicalloads.Figure 5.2bSample Output of Bending Moment vs.Depth LPILEPLUS Output5-4Copyright 2003 Hubbell, Inc.Helical Screw Foundation System Design Manual for New ConstructionLateral Analysis by Broms Method5.1 gives an example of this.

It uses the Broms method for short piers in cohesive soil.

Aby rotation or translation.A long pier is one that the top will rotate or translate withoutmoving the bottom of the foundation, i.e.a plastic hinge will form.non-cohesive soil.

Broms theorized that a short free-headed pier rotates about a center,above the lower end of the foundation, without substantial deformation along its axis.Thepressure below the center of rotation.The end bearing influence or effect is neglected.Likewise, the passive earth pressure on the uppermost 1.5 diameters of shaft and theactive earth pressure on the back of the pile are neglected.

Figure 5.3 is a reaction/shear/cohesive soils.

A simple static solution of these diagrams will yield the requiredlateral load.

It is recommended the designer obtain and review Broms technical papersboth cohesive and non-cohesive soils.Figure 5.3Broms Method for Short Piles in Clay (Energy Structures, Inc., 1994).
By muizbashirSub: MicropilesCan anybody tell me . how to check lateral capacity of micropiles
By muizbashirSub: MicropilesCan anybody tell me . how to check lateral capacity of micropiles
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By muizbashirSub: MicropilesCan anybody tell me . how to check lateral capacity of micropiles
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