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

AIM- Complete the Project of Hostel Building (G+3) In Guwahati Assam

Objective of the challange

• To Calculate and assume necessary data from the given architectural and site information
• To Model analysis and design he frame structural using ETABS
• To model analysis and design the foundation using SAFE software
• To produce structural typical floor plan & Typical rebar drawings of memebers

Data Given For the Project

• Building Type = Hostel Academic
• Location = Assam Guwahati
• Seismic Zone =5
• Soil Type = 3

Data required for the ETABS analysis of model

• Pinned support base + 5 story (Plinth to roof)+ 1 Mumty level
• Columns 450x500
• Beams 400x500
• Slab 150mm Thick

Loads values As per the Code 875 (part 1&2)

• Floor live load =2 KN/m^2
• Terrace live load= 1 KN/m^2
• Floor finish + celling Finish =2 KN/m^2
• Partition wall load = 3 KN/m
• Balcony wall Load 1 KN/m

Grids spacing values calculated in excel for random use

Now open ETABS and Start modelling

• Define Materials =

FE500 and M25

• Define Frames Columns 450x500mm

Beams 400x500mm

Slab 150mm Thick

Define frame ETABS

Define Loads

Model Prepared in Etabs by draw all the columns and Beams and Slab sections

Defining of variuous Load Cases

Floor Live Load Terrace live load is designed as live loads and wall and finishes assigned as superdead loads in load definition

Define> Section Properties As per the discuss above

For column Section

450x500mm Size and M25 Fe500&415 Assigned and than mass in X&Y Direction As 70%

For Beam Section

400x500 mm Size and M25 Fe500&415 Assigned and than mass in X&Y Direction As 35%

For slab section

150mm Thickness as membrane and M25 Fe500&415 Assigned

Respose spectrum defined for the zone V and the type 2 soil other factors considered as default.

Assigning of Various Load as described above are assigned

Frame loads and shell Loads

Afer assigning the loads Mass source and diaphram is also assigned and analysis is Done

and got the Following Results

As we can see that the some Beams are failed in analysis beacuse of High amount of Torsion Forces induced in it

Reason- Because at the time of placing of columns center of column missed to the grid so the eccentricty generated and eccentricity is the main cause of torsion in the Beams

Remedy- To Reduce the eccentricity i deleted the respective columns and draw the new columns with matching center with the grid points.

Than Model is again analysed and found the satisfatory results below

So the further checks are done for the Model

Check of Drift of Model in X and Y direction Due to the seismic Forces in X and Y directions

Storey Response plot is below for maximum drift due to the EQx and EQy

Response inY

Following Base reactions are obtained due to loads

So the scale changed and than rerun the analysis after that following result are falls sastisfatory to compensate the base shear

Scale Factor modification

Result

Now have to design the Reinforcement For the typical Beam and Columns

Reinforcement Required for the Beam section as per the analysis Results as follows

So The Reinforcement Calculations Roughly done in the excel and Provided as follows

So In Beam

• TOP- 4 nos 20mm Bars at top and an additional of 12mm Bar required
• BOTTOM- 4 Nos 16 bar Provided with 1 additional 10mm Bar
• Strripus or shear reinforcement provided at spacing of 200mm

Reinforcement Required for the column vy analyssis as Follows

Reinforcement Calculation in EXCEL

So in Columns Section (Cover 50mm)

• 4 -20mm Dia Bars and 4-25 mm Dia Bars are Placed
• Stirrups of 10mm 3 legged with spacing 200 Provided

AutoCAD Drawing of Beams and Columns

Now To Export the Model and design the Pile Foundation

File exported as Story F2K File With BASE>ALL cOMB>ALL LOADS

Than Open SAFE> New model>Blank> import >select file

Than Define Material as M25 &fe500

Section

Plie CAP=MAT>800mm Thickness

Pile 500=Mat>800mm Thick@500Dia

Columns=Stiff >800 Thick

Model Prepared according to the Calculations Done in the Excel by Load Capacity

DRAWING TIE BEAMS

POINT SPRING ASSIGNED AS =490.625

	Spring Constant		490.625
	Area	196250
	Length	10000
	E	25000

RUN THE ANALYSIS AND FOUND THE RESULTS

RESULTS

cHECK FOR PUNCHING SHEAR

SETTELMENT OF PILE

DESIGN STRIPS FOR THE REINFORCEMENT CALCULATION

Punchin is within limit 1

forces in Tie Beams

Result = Succesfully Design and Analyse the Hostel building many corrections are needed to do exact design its just the procedure to Model Design and analysis with the softwares ETABS & SAFE