Project 2_Design & Analysis of a Hostel building at Guwahati, Assam

Aim:- Analysis and design of hostel building at Guwahati, Assam by using ETABS model and SAFE model

Introduction:-

There are 2 types of foundation

1. Shallow foundation
2. Deep foundation

Shallow foundation are of 5 types they are

1. Isolated footing
2. Combined footing
3. Strip footing
4. Strap footing
5. Raft or Mat footing

Deep foundation are of 2 types they are

1. Pile foundation
2. Drilled shaft or caissons

Pile foundation

• Pile foundation is a kind of deep foundation and it's used in a place where the water table of soil is above or if the soil is clayey type
• Pile foundation is a type of slender column below the soil which is used to transfer the load at desired depth either by end bearing or skin friction
• The depth of pile decided by the depth of the hard strata
• Each pile will have a pile cap for connecting the column

Procedure for ETABS:-

Step1:-

• Open the ETABS software by double clicking on it
• Then click on the new model option which is at left side of the screen

Step2:-

• After click on the new model then model initialization dialouge box will open
• Select the use built in settings with
• Set the unit as metric, database as Indian, Steel code book as IS 800:2007 and Concrete design code as IS 456:2000
• Then click on OK

Step8:-

• After completing all the settings define the materials and define the sections for the column, beam and slabs
• Click on the define and select the material properties
• Click on the new material to create a new material
• Select the required properties of the material
• Region as India, Material type as concrete, Standard as Indian, Grade as M-25
• Then click on OK

Step9:-

• Click on the new material to create a new material
• Select the required properties of the material
• Region as India, Material type as Rebars, Standard as Indian, Grade as HYSD Grade 415
• Then click on OK

Step10:-

• Click on the new material to create a new material
• Select the required properties of the material
• Region as India, Material type as Rebars, Standard as Indian, Grade as HYSD Grade 500
• Then click on OK

Step11:-

• To define a section properties
• Click on the define, then click on the section properties, then select on the frame section
• After selecting the frame section
• Click on the add new property to create a new frame section
• Select the rectangular concrete for the column then click on OK
• After clicking on OK then frame section property data dialouge box opens
• Change the property name as Column 450x650, Change the material as M-30, Change the dimensions
• Click on the modify/show Rebars to get more

• Change the Longitudinal bars as HYSD 500
• Change the confinement bar ass HYSD 415

Step12:-

• Select the rectangular concrete for the beam then click on OK
• After clicking on OK then frame section property data dialouge box opens
• Change the property name as Beam 400x650, Change the material as M-25, Change the dimensions
• Click on the modify/show Rebars to get more

Step13:-

• After opening the modify/show Rebars then this dialouge box opens
• Select the M3 Design only (Beam)
• Then change the longitudinal as HYSD 500 and Confinement bars as HYSD 415
• Then click on OK

Step13:-

• To create a slab
• Click on the define then select the section properties then click on slab sections
• After selecting slab section the slab properties dialouge box opens
• Then click on the modify/show properties to change the properties
• Change the property name as Slab 125mm, change the slab material as M-25, and change the slab thickness
• Then click on OK

Step14:-

• Then click on the add new properties to change the properties
• Change the property name as Slab 200mm, change the slab material as M-30, and change the slab thickness
• Then click on OK
• This slab is used for the Slab stairs

Step15:-

• Draw the column at the junction of the grid lines
• Click on the Quick draw column icon in the tool bar

Step16:-

• After drawing all the columns then change its orientation
• Go to the assign then go to the frame then go to the local axes
• Then the Frame assign ment dialouge box opens
• Then select the rotate by angle and give the angle as 90 degree
• The column will orient

Step17:-

• This is the how the column placement after changing the orientation of the column
• Make sure the required column is oriented correctly

Step18:-

• Draw the beam along the junction of the grid lines
• Click on the Quick draw beam/column icon in the tool bar
• Select the grid in which you required the beam
• Select grid where the column connection occured

Step19:-

• To create a slab
• Click on the define then select the section properties then click on slab sections
• After selecting slab section the slab properties dialouge box opens
• Then click on the Slab 200mm for stair and 125mm for building

• This is the how the slab will look like after assigning the slab property

Step20:-

• Assign the joints to the base
• First select the base points then go to assign then click on joints
• Then click on restrained

Step21:-

• After selecting the restrained then joint assignment dialouge box opens
• Then select the fixed joint then click apply
• Then click on OK

Step22:-

• To define the load pattern
• Click on the define then click on the load pattern
• Add the load patterns
• Dead load, Live load, Wall load, Seismic load in both x and y direction
• Mention the code book for the seismic load

Modifying lateral loads for EQx

Similarly for EQx+, EQx-, EQy, EQy+, EQy-

Step23:-

• To define the load cases
• Click on the define then click on the load cases
• Load cases are assigned by the software only
• Click on OK

Step24:-

• To define the load combination
• Click on the define then click on the load combination
• Select the default combination
• Then click on the concrete frame design then click on convert to user combination
• Then click OK

Step25:-

• To select the frame section
• Click on select then click on select then click on properties then select the frame sections
• Then select all the beams

Step26:-

• Assign the loads for the frame element
• Click on the assign then click on the frame load then click on distributed

Step27:-

• To select a beam section
• Then select a assign then go to shell load then select a distributed
• Select the load pattern as wall load
• Then take a uniform load as a 3.5 KN/m
• Then click on apply then click on OK

Step28:-

• After applying the 3.5 KN/m load
• The load assigned to the beam is shown as below

Step29:-

• To select the slab section
• Click on select then click on select then click on object type then select the floor sections (All the slabs are selected)

Step30:-

• To assign the loads to the slab
• Click on the assign then click on the shell load then click on uniform

Step31:-

• Select the load pattern as live
• Then take a uniform load as a 2 KN/m
• Then click on apply then click on OK

Step32:-

• To define the mass source
• Click on the define then click on the mass source

Step33:-

• After selecting mass source then mass source data dialouge box opens
• Check only the specified load patterns
• Select the load patterns of dead load of 1 multiplier, live load of 0.25 multiplier, wall load of 1 multiplier
• Then click on OK

Step34;-

• To provide the diaphragm
• First select the slab section
• Click on assign then click on shell then click on diaphragm

Step35:-

• The diaphragm dialouge box opens
• Then select the diaphragm assignment as D1
• Then click on apply then click on OK

Step36:-

• At last Run the analysis by clicking the Run analysis button or by clicking F5
• Give a time for analysis then it will give a result of it

Step37:-

• After analysis then click on the concrete frame design
• Wait for some times it will gives the correct result

This is the how it looks like after the concrete design complete and it's a longitudinal reinforcement for the beams

Step38:-

Now I'm considering 7 span continuous beam which is at along the grid 1 (1-A to 1-H)

Here the maximum longitudinal reinforcement at bottom is 637mm^2 (more than 637mm^2 reinforcement is also present but we will give extra reinforcement for that region)

Here the maximum longitudinal reinforcement at top is 1065mm^2)

This is the longitudinal reinforcement details from ETABS

This is the shear reinforcement details from ETABS

AutoCAD drawing

Now I'm considering 7 span continuous beam which is at along the grid 1 (1-A to 1-H)

This is for the grid 1-A to 1-B

This is from Grid 1-A to 1-H

Step39:-

Column

Special confining reinforcement from IS 13920-2016 (Clause 8.1)

From the IS 13920-2016 mentioned about the lo , confinement spacing and amount of confinement rebar

lo not less than

1. Larger column dimension
2. 1/6th of the clear span of the column
3. 450mm

Here the larger column dimension is 650mm

In the 1/6th of clear span

• Column size is given as 450x650mm
• In this I'm considering firt floor height which is a 3.45m
• The height is given from the center of the column to the center of the other column
• We have to deduct the half of the beam depth

• Deduct the 325mm above and below because the depth of beam is 650mm, then we get the height of the column as 2800
• 1/6 * 2800 = 466mm

Consider lo = 650mm

Confinement spacing

Confinement spacing not more than

• 1/4 of smaller column dimension

1/4*450 = 112.5

• 6 times dia of the column

6*8 = 48

• 100mm

Use 8mm dia at 100mm spacing at the confinement area

Use 8mm dia at 200mm spacing at the mid span

This is the longitudinal reinforcement details from ETABS

This is the shear reinforcement details from ETABS

AutoCAD drawings:-

This is the cross section of the column

This is the lateral section from the Gound floor to First floor

This is the lateral section of the column from base to mumty level

Exporting the drawing file from the ETABS to SAFE

Step40:-

• After the completion of the concrete design and AutoCAD drawings
• Then Export the ETABS file to the SAFE file
• Click on the file then go to Export then go to the story as SAFE V12.f2k file

Step41:-

• After that option to export to safe dialouge box opens
• Then select the export floor load and load from above
• Then click on the load cases then select all then click OK
• Then click on the load combination then select all then click OK
• Click on OK
• Now the file is exported

Data required for the safe analysis and design

Column size = 650x450mm

Load carrying capacity = 280KN

Grid A-4

Location in ETABS A-4 grid

Reaction from the builiding for service condition node- A-4 (ETABS model) = 526.32

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 526.32 x 1.2 / 280

Number of piles required = 2.25

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid A-3

Location in ETABS A-3 grid

Reaction from the builiding for service condition node- A-3 (ETABS model) = 667.93

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 667.93 x 1.2 / 280

Number of piles required = 2.86

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid A-2

Location in ETABS A-2 grid

Reaction from the builiding for service condition node- A-2 (ETABS model) = 665.96

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 665.96 x 1.2 / 280

Number of piles required = 2.85

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid A-1

Location in ETABS A-1 grid

Reaction from the builiding for service condition node- A-1 (ETABS model) = 523.51

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 523.51 x 1.2 / 280

Number of piles required = 2.24

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid B-4

Location in ETABS B-4 grid

Reaction from the builiding for service condition node- B-4 (ETABS model) = 748.93

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 748.93 x 1.2 / 280

Number of piles required = 3.20

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid B-3

Location in ETABS B-3 grid

Reaction from the builiding for service condition node- B-3 (ETABS model) = 973.12

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 973.12 x 1.2 / 280

Number of piles required = 4.17

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid B-2

Location in ETABS B-2 grid

Reaction from the builiding for service condition node- B-2 (ETABS model) = 971.8

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 971.8 x 1.2 / 280

Number of piles required = 4.16

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid B-1

Location in ETABS B-1 grid

Reaction from the builiding for service condition node- B-1 (ETABS model) = 746.72

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 746.72 x 1.2 / 280

Number of piles required = 3.20

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid C-4

Location in ETABS C-4 grid

Reaction from the builiding for service condition node- C-4 (ETABS model) = 945.42

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 945.42 x 1.2 / 280

Number of piles required = 4.05

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid C-3 and C2

Location in ETABS C-3 grid and C2 grid

Reaction from the builiding for service condition node- C-3 and C-2 (ETABS model) = 1226.51 + 1225.34 = 2451.85

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 2451.85 x 1.2 / 280

Number of piles required = 10.5

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid C-1

Location in ETABS C-1 grid

Reaction from the builiding for service condition node- C-1 (ETABS model) = 943.70

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 943.70 x 1.2 / 280

Number of piles required = 4.04

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid D-4

Location in ETABS D-4 grid

Reaction from the builiding for service condition node- D-4 (ETABS model) = 1186.03

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1186.03 x 1.2 / 280

Number of piles required = 5.08

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid D-3 and D-2

Location in ETABS D-3 grid and D-2

Reaction from the builiding for service condition node- D-3 and D-2 (ETABS model) = 1529.73 + 1526.59 = 3056.32

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 3056.32 x 1.2 / 280

Number of piles required = 13.04

Consider 14 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid D-1

Location in ETABS D-1 grid

Reaction from the builiding for service condition node- D-1 (ETABS model) = 1179.36

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1179.36 x 1.2 / 280

Number of piles required = 5.05

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid E-4

Location in ETABS E-4 grid

Reaction from the builiding for service condition node- E-4 (ETABS model) = 1141.14

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1141.14 x 1.2 / 280

Number of piles required = 4.89

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid E-3

Location in ETABS E-3 grid

Reaction from the builiding for service condition node- E-3 (ETABS model) = 1396.47

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1396.47 x 1.2 / 280

Number of piles required = 5.98

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid E-2

Location in ETABS E-2 grid

Reaction from the builiding for service condition node- E-2 (ETABS model) = 1301.58

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1301.58 x 1.2 / 280

Number of piles required = 5.57

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid E-1

Location in ETABS E-1 grid

Reaction from the builiding for service condition node- E-1 (ETABS model) = 977.65

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 977.65 x 1.2 / 280

Number of piles required = 4.18

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid F-4

Location in ETABS F-4 grid

Reaction from the builiding for service condition node- F-4 (ETABS model) = 875.04

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 875.04 x 1.2 / 280

Number of piles required = 3.75

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid F-3

Location in ETABS F-3 grid

Reaction from the builiding for service condition node- F-3 (ETABS model) = 1069.8

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1069.8 x 1.2 / 280

Number of piles required = 4.58

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid F-2

Location in ETABS F-2 grid

Reaction from the builiding for service condition node- F-2 (ETABS model) = 982.11

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 982.11 x 1.2 / 280

Number of piles required = 4.20

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid F-1

Location in ETABS F-1 grid

Reaction from the builiding for service condition node- F-1 (ETABS model) = 731

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 731 x 1.2 / 280

Number of piles required = 3.13

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid G-4

Location in ETABS G-4 grid

Reaction from the builiding for service condition node- G-4 (ETABS model) = 700.77

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 700.77 x 1.2 / 280

Number of piles required = 3.0

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid G-3

Location in ETABS G-3 grid

Reaction from the builiding for service condition node- G-3 (ETABS model) = 899.16

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 899.16 x 1.2 / 280

Number of piles required = 3.85

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid G-2

Location in ETABS G-3 grid

Reaction from the builiding for service condition node- G-3 (ETABS model) = 888.21

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 888.21 x 1.2 / 280

Number of piles required = 3.8

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid G-1

Location in ETABS G-1 grid

Reaction from the builiding for service condition node- G-1 (ETABS model) = 676.84

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 676.84 x 1.2 / 280

Number of piles required = 2.9

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid H-4 and J-4

Location in ETABS H-4 grid and J-4

Reaction from the builiding for service condition node- H-4 and J-4 (ETABS model) = 479.61 + 667.25 = 1146.86

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1146.86 x 1.2 / 280

Number of piles required = 4.91

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid H-3 and J-3

Location in ETABS H-3 grid and J-3

Reaction from the builiding for service condition node- H-3 and J-3 (ETABS model) = 610 + 773.05 = 1383.05

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1383.05 x 1.2 / 280

Number of piles required = 5.92

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid H-2 and J-2

Location in ETABS H-2 grid and J-2

Reaction from the builiding for service condition node- H-2 and J-2 (ETABS model) = 607.92 + 684.91 = 1292.83

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1292.83 x 1.2 / 280

Number of piles required = 5.5

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid H-1 and J-1

Location in ETABS H-1 grid and J-1

Reaction from the builiding for service condition node- H-1 and J-1 (ETABS model) = 476.87 + 509.99 = 986.86

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 986.86 x 1.2 / 280

Number of piles required = 4.22

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid K-4

Location in ETABS K-4 grid

Reaction from the builiding for service condition node- K-4 (ETABS model) = 1133.63

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1133.63 x 1.2 / 280

Number of piles required = 4.85

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid K-3

Location in ETABS K-3 grid

Reaction from the builiding for service condition node- K-3 (ETABS model) = 1383.38

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1383.38 x 1.2 / 280

Number of piles required = 5.92

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid K-2

Location in ETABS K-2 grid

Reaction from the builiding for service condition node- K-2 (ETABS model) = 1291.17

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1291.17 x 1.2 / 280

Number of piles required = 5.53

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid K-1

Location in ETABS K-1 grid

Reaction from the builiding for service condition node- K-1 (ETABS model) = 972.09

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 972.09 x 1.2 / 280

Number of piles required = 4.16

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid L-4 and M-4

Location in ETABS L-4 grid and M-4

Reaction from the builiding for service condition node- L-4 and M-4 (ETABS model) = 935.07 + 945.33 = 1880.4

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1880.4 x 1.2 / 280

Number of piles required = 8.05

Consider 8 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid L-3, L-2 and M-3, M-2

Location in ETABS L-3 grid, L-2 grid and M-3 grid, M-2 grid

Reaction from the builiding for service condition node- L-3, L-2 and M-3, M-2 (ETABS model) = 1208.92 + 1205.33 + 1226.07 + 1224.66 = 4864.98

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 4864.98 x 1.2 / 280

Number of piles required = 20.84

Consider 22 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid L-1 and M-1

Location in ETABS L-1 grid and M-1

Reaction from the builiding for service condition node- L-1 and M-1 (ETABS model) = 927.44 + 943.28 = 1870.72

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1870.72 x 1.2 / 280

Number of piles required = 8.01

Consider 8 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid N-4

Location in ETABS N-4 grid

Reaction from the builiding for service condition node- N-4 (ETABS model) = 1003.64

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1003.64 x 1.2 / 280

Number of piles required = 4.30

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid N-3

Location in ETABS N-3 grid

Reaction from the builiding for service condition node- N-3 (ETABS model) = 1297.9

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1297.9 x 1.2 / 280

Number of piles required = 5.56

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid N-2

Location in ETABS N-2 grid

Reaction from the builiding for service condition node- N-2 (ETABS model) = 1296.11

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1296.11 x 1.2 / 280

Number of piles required = 5.55

Consider 6 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid N-1

Location in ETABS N-1 grid

Reaction from the builiding for service condition node- N-1 (ETABS model) = 1000.69

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 1000.69 x 1.2 / 280

Number of piles required = 4.28

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid O-4

Location in ETABS O-4 grid

Reaction from the builiding for service condition node- O-4 (ETABS model) = 517.41

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 517.41 x 1.2 / 280

Number of piles required = 2.21

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid O-3

Location in ETABS O-3 grid

Reaction from the builiding for service condition node- O-3 (ETABS model) = 656.79

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 656.79 x 1.2 / 280

Number of piles required = 2.81

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid O-2

Location in ETABS O-2 grid

Reaction from the builiding for service condition node- O-2 (ETABS model) = 654.03

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 654.03 x 1.2 / 280

Number of piles required = 2.80

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Grid O-1

Location in ETABS O-1 grid

Reaction from the builiding for service condition node- O-1 (ETABS model) = 513.7

Self weight of pile cap factor = 1.2

Point spring of pile = (A x E / L)

K = 196349 x 25000 / 10000

K = 490872.5 KN/m

Rebar yield strength Fy = 500N/mm^2

Rebar ultimate strength Fu = 575N/mm^2

Elastic modulus of M-25 grade concrete = 5000fck">√fckfck= 5000 x (25)^1/2 = 25000 N/mm^2

Number of piles required = unfactored reaction with self weight addition / individual pile capacity

Number of piles required = 513.7 x 1.2 / 280

Number of piles required = 2.20

Consider 4 pile for symmetric placement of pile under pile cap

Take center to center distance between the pile = 3 x pile diameter

Take center to center distance between the pile = 3 x 500 = 1500mm

Edge distance from the pile center = 1 x pile diameter

Edge distance from the pile center = 1 x 500 = 500mm

Assuming pile cap depth as 500mm

Procedure for SAFE:-

Step42:-

• Open the safe software by double clicking on it
• Click on file then click on import
• Then click on SAFE.F2K file
• Select the file where you saved then click on Open

Step43:-

• This is the how the exported file from ETABS to SAFE is look like

Step44:-

• To see the loads assignment
• Click on display then select show load assign
• Then click on joints

Step45:-

• After selecting the joints show joint loads dialouge box opens
• Then select the dead above option in the load pattern
• Then click apply then click OK
• The sanp shot of the dead above load is inserted below

Step46:-

• After selecting the joints show joint loads dialouge box opens
• Then select the live above option in the load pattern
• Then click apply then click OK
• The sanp shot of the live above load is inserted below

Step47:-

• Click on the define then click on the material property
• Then click on the add new material
• Then create the M-25 concrete as shown
• Then click on OK

Step48:-

• Then click on the add new material
• Then create the Fe 500 steel as shown
• Then click on OK

Step49:-

• Then click on the add new material
• Then create the Fe 415 steel as shown
• Then click on OK

Step50:-

• These are the defined material for the safe model

Step51:-

• Click on the define then click on the section property
• Then click on slab section
• Then click on the add new material
• Then create the Pile cap 500mm as shown
• Keep the property data type as a Mat
• Then click on OK

Step52:-

• Then click on the add new material
• Then create the Pile 500mm as shown
• Keep the property data type as a Stiff
• Then click on OK

Step53:-

• Then click on the add new material
• Then create the Stiff 500mm as shown
• Keep the property data type as a Stiff
• Then click on OK

Step55:-

• This is the how the model look like after the placing of the pile caps, piles, stiff column and tie beam

• This is the tie beam extrution

Step56:-

• Assign the spring to the piles by selecting the middle points in the piles
• Click on the assign then click on the joints
• Then click on the spring

Step57;-

• After clicking springs then joints assignment dialouge box will opens then click on modify/show deformation
• Then click on add new property
• Then the point spring property data dialouge box opens
• Ener the point spring as 490872.5KN/m
• Then click on compression
• Then click on OK

Step58:-

• This is the how the piles look likes after the assigning the spring joints to it

Step59;-

• In this step I'm getting a warning message from the software when I click Run analysis
• The warning message is about the mesh
• So provide the proper mesh to the footing

Step60:-

• Create a mesh by using a draw design strips
• First draw the reference lines then draw the design strip along A from left to right direction
• Draw the design strips along B from bottom to top direction

Step61:-

• Go to the analyse then go to the automatic mesh setting for floor
• Before it is in General mesh then change it into rectangular mesh and provide the approximate maximum size as 0.1

Step62:-

• After making all the changes then click on Run analysis

Step63:-

Check needs to be performed in SAFE analysis

Individual pile capacity under service load

• Here check the reactions of the piles
• Select the reaction icon then select the service combo, the load combination shoul dbe combo
• Then click on OK
• The maximum load is taken by the piles are 177.59 KN almost 200KN
• The minimum load taken by the piles are 137.31KN
• These loads snap shot is inserted below
• Hence safe

Settelment under service load

• This is the deformed shape of the model
• The load is combo, then type of load is service combo
• The allowable deflection is 50mm but I'm getting the 0.42mm as the deflection value
• Hence safe

Two way shear check (Punching shear)

• To check the punching shear just click on the show punching shear icon
• The maximum punching shear may go upto 0.9 or 0.95 but I'm getting the punching shear as 0.493 is minimum and 0.562 is maximum
• Hence it is safe

Flexural reinforcement design for footing slab

• Click on the show slab design then it shows the slab design dialouge box
• make sure that the impose minimum reinforcement is selected and layer A and layer B are selected
• Then click on OK

• In this the top and bottom reinforcement are calculated by the software itself
• The maximum reinforcemnt is required at the mid of the column, it is a 1375.12 mm^2

Result:-

• Individual pile capacity under service load -The maximum load is taken by the piles are 177.59 KN almost 200KN, The minimum load taken by the piles are 137.31KN - Safe
• Settlement under service load - 0.42mm - Safe
• Two way shear check - 0.493 is minimum and 0.562 is maximum - Safe
• Flexural reinforcement design for footing slab - 1375.12mm^2

By using SAFE software we came to know that The pile foundation design is safe

This design is done according to the IS 2911 (part-2) code book and SP 34 code book

Hence the foundation design is safe

Hence the design and analysis of a hostel building at Guwahati, Assam is safe