Foundation Design using SAFE

1)AIM:TO modeal the isolated footing provided in week 11 challenage on safe,analyze and design it to verify the size,depth and steel provided as per calculation.

INTRODUCTION:all the steps are going to be mentioned along with step by step procedure.

PROCEDURE:

*open safe software and crete a new modeal

*now edit the settings

now

*size of column=400mm*400mm

*unfactored gravity load(dl+ll)=2000kn

*safe bearing capacity of soil=150kn/m^2

*assume M25 grade concrete and FE500 HYSD bars

*settlement=50mm

*take FOS=3

*sub grade modulus=150*3/0.005=9000kn/m^3

*unfactored grvity load=2000/1.5=1333.33kn

*dead load=1333.3/2=6666.6kn

*live load=1333.3/2=666.6kn

*yield strength of steel,fy=500n/mm^2

*ultimate strength of steel,fu=575n/mm^2

*area of footing=1333.33/150=8.88m^2

*size of footing=L=B=ROOT (8.88)=3m

*adopt 4m*4m for square footing

*now define the materials

*and add new material property for m25 concrete

*add new material property for FE 500 HYSD bar

*now define slab property

*asign the area spring property

*asign the load assignment force

*now define the load combination

*noe check the modeal

*here the displacement for both dead and live loads is within the limit

*now check for bearing presure under serviceable limit stage

*here the maximum sol bearing presure is 84kn/m^2 within the permisible limit i.e. 150kn/m^2

*create design strip for design footing

*now we need to agian run the analysis

*check the flexural reinforcement

here the maximum reinforcement is 1269.58mm^2 per meter

result:isolated footing has been analysed by using safe software

2)AIM:to modeal analyse and design the pile cap on safe software and evaluted the pile group,depth of pile cap and calculation of longitudinal steel on top and bottom face in both directions

INTRODUCTION:all the steps are going to be mentioned along with step by step procedure

PROCEDURE:

size of column=600*600

unfactored garvity load(DL=LL)=1175 kn

length of pile=16m

diameter of pile=500m

load carrying capacity=2000kn

assume M25 and FE 500

no of piles=1175/200=6

modulus of elasticity,e=5000*root(fck)=5000*root(25)=5000*5=25000n/mm^2

area of piles ,a =3.14/4*500^2=193649.54mm^2

spring constant,k=e*a/l=25000*193649.54/16000=306796.15n/mm=306796.15kn/m

spacing of piles=2.5*500=1250mm with 150mm projection on their side

length of pile cap=1250+1250+(250+150)*2=3.3m

width of pile cap=1250+2*400=2.05m

thickness of pile cap=2*diameter of pile +100=1.1m

open the software and crete new model

now define material propreties

define slab propertiesdrag it into 4 points for creating pile capdraw the column at mid point for specified offset distanceassign the jiont springs for pile caps assign the spring constant value for z axis is 30796.15kn/m

now assign the dead load and live load and now load combinations

check the codes as per IS 456-2000

NOW RUN THE MODEAL

CHECK FOR REACTION

here the reaction comes it around 288kn

untick the modeal and create design strips

run the analysis and check flexural reinfrocement

check for punching shear

RESULT:pile foundation has been analysed by using safe software