Piles are often used in groups to carry greater loads to deeper, stronger soil strata. For the same average load per pile, groups settle more than single piles due to overlapping of deformations in the soil medium. The 'GEMS – Pile Group Settlement Analysis' software uses modern analytical techniques based on the pile dimensions, group geometry and the subsurface soil profile / field test data to estimate the pile group settlement. The software can also be used to choose pile length, crosssection, and pile spacing towards optimizing the group design.
The vertical movement in soil medium surrounding a single pile loaded vertically decreases gradually from the pile shaft in the radial direction. Considering soil to be elastic, 'shear stress decrease' to be only in the radial direction, and following concentric cylindrical assumption, Randolph and Wroth (1978) showed that the decrease in vertical displacement is logarithmic and extends to a radial distance of the order of pile length. Further using rigid circular punch model for the tip settlement, and considering axial pile stiffness they derived settlement expression for a single pile under axial load.
A loaded vertical pile has a deformation field around it. Similarly loaded adjacent piles in a group also have their own deformation fields. Superposition of the deformation fields of piles in a group renders piles in a group to settle more than a single pile.
Figure 1 Deformation field around piles
Apart from the behaviour of single pile, this superposition effect depends on the number piles, spacing of piles in the group and the rigidity of the cap connecting them. Usually the group settlement is required under a total load approximately equal to where is the number of piles in the group and is the design load. Group geometry and the behaviour of single pile under the design load are required for the group settlement estimate.
If the piles are connected at the head by a relatively flexible cap, there will be no transfer of loads through the cap and each pile will experience the load imposed on it. The group deflection will depend on the load distribution among piles. The software provides for
a) Equal load on all piles
b) Variable load on piles.
Pile deflections at all pile heads are computed considering group effect. A consequence of interaction between piles is that, for uniformly loaded pile groups, the central pile will undergo maximum displacement and corner piles least displacement.
When the piles are connected by a rigid cap, all the loads imposed on the cap may be combined in to a resultant vertical load. The resultant load may be centric or may be eccentric with respect to the centroid of the group. If the loading is centric, the cap redistributes the load among piles so as to result in uniform group settlement. Due to the redistribution, the edge piles will carry greater load than the central piles.
In the case of eccentric loading two requirements need to be met. Firstly the loads carried by piles need to satisfy vertical and moment equilibrium requirements of the group. Secondly the distribution of loads should result in a planar settlement profile of the cap comprising a vertical settlement of the centroid of the group along with two rotations rotations about x and y axis respectively.
Using a special stiffness formulation, the software computes the settlement the centroid of the group, rotations and the individual pile loads.
The Piles of circular, square, rectangular, circularhollow and I or H cross sections can be analysed. Piles of different types of crosssections are approximated to a circular pile of an equivalent diameter for analysis.





Circular 
Square 
Rectangular 
Hollow circular 
I or H Section 
Bored piles (Castinsituconcrete) and driven piles (Precast concrete, Castinsituconcrete, Steel) can also be analysed.
The software can take into account layered soil profiles which may consist of soft clay, stiff clay, sand, soft rock, hard rock layers. Soil scour around the piles and pile lengths projecting above the ground can be specified. These provisions are especially useful in analysing piles used in foundations of bridges and waterfront structures. Depth of ground water table in the subsoil can also be considered for land based piles.
Pile load test data comprising of pile head settlement under design load along with base soil properties or pile base stiffness estimated from load test data can also be used in lieu of sub surface soil profile.
· One click computation and analysis · Rigid cap & Flexible cap piles can be analysed. · Group settlement, pile cap rotation and individual pile loading for pile group with rigid cap. 3D graphical representation of pile loading. · Individual pile settlement for pile group with flexible cap. 3D graphical representation of pile settlement. · Axial single pile capacity & design load estimation · Single pile settlement under design load · Use of field test data in lieu of sub surface soil profile · Support for Windows, Mac and Cloud 
· 3D representation of the pile group · Pile group crosssection diagram · Pictorial representation of the pile and soil layers. · Linear & Nonlinear analysis models · Piles of circular, square, rectangular, circulartubular & I or H cross sections can be analysed. · Local scour & ground water table considerations. · Export of results to Microsoft Word, Excel & PDF · Data can be input in either SI units or ‘Commonly used American units’ (kips for force and foot for length) 
Under the design load, the pile behaviour will be nearly elastic except for some shaft length near the top of the pile, where the ultimate interface friction may be reached and the pile may slide through soil. The parameters that are required for the group settlement estimate under the design load are the pile head displacement, load carried by the pile tip, pile tip displacement and the radius which may be approximated as equal to pile length. The software makes use of Randolph and Wroth (1978) approach along with Mylonakis and Gazetas (1998) procedure for including the diffraction effect.
A three step approach is followed to obtain the group vertical settlement.
I. Based on the soil profile, pile dimension and properties, the ultimate pile capacity is estimated. Making use of the factor of safety, design load P_{d} for the pile is obtained. The design load P_{d} can also be specified based on field test data.
II. Pile head stiffness and the pile tip stiffness under the design load are obtained by carrying out axial pile analysis based on either i) tz curves based on elastic properties of soil layers or ii) tz curves based on API recommendations. Alternatively, field test data for pile head stiffness under design load along with pile base stiffness estimated from load test data or base soil properties can be specified.
III. Pile Group settlement is computed using the RWMG (Randolph, Wroth, Mylonakis and Gazetas) model using the pile head stiffness (Obtained from results of axial pile analysis under design load or from field test data), pile base stiffness (Obtained from results of axial pile analysis under design load or estimated from load test data or specified base soil properties), group geometry, cap conditions and pile group loading data.
The pile capacity estimation is based on the subsoil layer properties and the methods chosen for the assessment of shaft friction and base capacity. The design load is computed from the pile capacity taking into account the design factor of safety.
Procedures available in the software for pile capacity & design load estimation:
Clay 
Sand 
Rock 
Side Friction 

· α method (API2011) · α method (IS2911) · Semple & Rigden method (1984) · Kolk & Vandervelde method (1996) 
· β method (API2011) · method (API2000) · KδZ_{c} method (IS2911) · Meyeroff SPT method (IS2911) 
· Approach based on unconfined strength is adopted 
Base Capacity 

· N_{c} = 9 
· N_{q}q_{lim} method (API2011, API2000) · N_{q}  Z_{c} method (IS2911) · N_{q}BerezantevZ_{c} method · Meyeroff SPT method (IS2911) 
· Approach based on unconfined strength is adopted 
There are options available in the software to prescribe user defined parameters.
A distance of 3D is used for developing full base resistance in strong layers. A safe distance of 3D from pile tip is adopted to preclude punch through underlying weak layers.
The Axial pile deformation analysis is performed to determine the pile head and pile tip stiffness under the design load.
Pile is modelled as an elastic structural member having the cross section of the pile and the elastic properties of the pile material. The soil support providing the shaft friction is modelled by a set of side springs based on tz curves. The tip resistance provided by the pile base the base is modelled by a spring based on qz curve.
The software supports both ‘Elastic Bilinear’ and ‘NonLinear’ approaches for modelling the soil layers and any one of them can be selected for analysis.
In the ‘NonLinear’ approach’ for the soil layer, based on the t_{max }and q_{max} values calculated , nonlinear tz curves (interface shear stress vertical pile movement at that point) and qz curve (bearing stress and toe displacement) are developed based on API2011 guidelines. API based methods, also account for reduction in post peak adhesion in clay layers through a factor R.
In the ‘Elastic Bilinear’ approach, for the soil layer, tz and qz relationships are modelled by bilinear elastic – plastic curves based on the elastic modulus, Poisson ratio ,t_{max} and q_{max} for the layer.
In the case of rock layers, using the t_{max} and q_{max} values, tz and qz relationships are modelled by a bilinear elastic – plastic curve based on the elastic modulus and Poisson ratio of the rock layer.
Figure 2 Modelling soil support using tz and qz springs
The axial pile analysis follows a nonlinear finite element model using the axial rigidity of the pile and the nonlinear soil support based on the tz curves and qz curve. . The analysis uses an Iterative approach to achieve convergence.
The analysis provides displacement of the pile head and pile tip under design load, and the load transferred at the pile base.
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