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1-Horizental (lateral stiffness) or vertical spring constant?and it will be better that you you go for point spring in case of pile rather then line spring. 2-multiply the modulus of subgrade reaction with area of pile. 3-divide the pile length into equal parts(to add modulus of subgrade reaction accordingly) and, assign the joint at intervals and then apply joint spring. 4-you will get approximately not exactly bending moments/shear force depending upon the pile end condition fixity or partially fixed ,free whatever you have.

The article quoted above by Rana, can more easily be downloaded in full from the following link:- http://peer.berkeley.edu/tbi/wp-content/uploads/2010/09/Poorly_Worded_Ill-Conceived_and_Unnecessary_Code_Provisions.pdf Regards.

Another thought; 1. Vertical effects are not required in ASD analysis of UBC-97 but are required in ASCE 7-05. 2. Inclusion of vertical effects make no sense according to Gary R.. Searer; SEAOC adopted the concept of vertical effects for the sole purpose of adjusting the seismic design in line with 1.4D factor of dead loads in earlier codes. This factor was changed to 1.2D due to better approximation of dead loads in the new codes. So in order to rule out the discrepancies vertical effects were introduced. "Certain unintended consequences of this action were only discovered after the code was published"... For example one design that was safe in ASD suddenly became unsafe in strength design combinations. In near-fault areas of Ca=0.6, resistance to overturning decreases by a huge margin to 60% of dead loads. The author explains that; With the exception of a single story structure, ignoring live load totally in the resisting load combination is very very conservative. In order to accelerate portions of the building rapidly upward, the upward forces must exceed gravity by a large amount, thus resisting weight is significantly greater than just 1.0 dead load. The problem became more complicated with the inclusion of vertical effects in ASD in ASCE 7-05 in a try to align the ASD design with strength design as far as vertical effects were concerned. He recommends using 1.2D +- E + f1L + f2S or 0.9D +- Eh. Refer to: 2006 Annual Meeting of the Los Angeles Tall Buildings Structural Design Council Alternative Procedures for Design of Tall Buildings POORLY WORDED, ILL-CONCEIVED, AND UNNECESSARY CODE PROVISIONS Gary R. Searer, S.E. Consultant Wiss, Janney, Elstner Associates, Inc https://www.scribd.com/doc/285836953/Poorly-Worded-Ill-Conceived-and-Unnecessary-Code-Provisions

you are right to put the same thickness in membrane and in bending. the thickness you put in membrane will give self weight and the bending will give you the bending simple. If you are using precast panels you can put different thickness in membrane and bending. You can put only the top screed thickness in membrane and slab thickness in bending. Shell: transfers loads to nodes of that shell element. Like in flat slabs. Loads will go directly to columns. You cannot design beams on shell unless you have meshed it finely. In plane as well as out of plane stiffness Membrane: transfers loads to beams. It has only inplane forces Thick plate is used where shear deformations are important but the mesh is simple. Thick plate is generally used when span over thickness is less than 15 for example if slab is 600mm and span is 6m then ratio is 6/0.6 = 10. You can use thick plate option. It has only out of plane stiffness All this is given in manual helps of CSI softwares.