Detailed Structural Design and Analysis of a Hostel Building Project

This project presents a detailed structural design and analysis of a hostel building, utilizing ETABS software for modeling and analysis. The design incorporates various structural elements, including isolated footings, columns, slabs, and beams, with detailed calculations for each. The project considers relevant building codes (IS 456-2000, SP 16, IS 875- 1987 (Part I), IS 875-1987 (Part II)) and provides specifications for materials like reinforced concrete and structural steel. The assignment includes the building's geometry, dimensions, and floor plans, along with comprehensive design details, calculations, and reinforcement specifications for each structural component. The project's objective is to create a functional and safe hostel design that meets the needs of students while adhering to sustainable environmental characteristics and accommodation needs. The project covers design of the isolated footing, column, slab and beam elements.

Introduction
In the world of today, there is an increase in the population which has led to the decrease in the
horizontal coordination system. This is as a result of the large area availability per person. The adoption
of the vertical system of coordination has therefore been on the increase. The building analysis of the
proposed hostel has been done by the use of the software called ETABS.ETABS software is capable of
handling the largest as well as the most complex models of the buildings. This includes the analysis of
the nonlinear behaviour hence it became a tool of choice during the structural design of the proposed
model. The software can be used effectively in the analysis as well as the design of the structures of the
building like beams, slabs, columns, and the shear walls. Through this particular software, it is possible
to properly apply various materials of the construction to the structural members like reinforced
concrete, structural steel, reinforced concrete among others. ETABS automatically creates the self-
weight as well as the resultant gravity to the lateral loads. The recommended codes that were
considered during the design included the following: IS 456-2000, SP 16, IS 875- 1987 (Part I), IS 875-
1987 (Part II).
Objectives
 To provide a design proposal of the hostels for student in the university which is expected to
acclimatize and adjust accordingly to the requirements of the new environment.
 To enhance availability of convenient as well as safe location for the comrades with advanced
care facility.
 To ensure provision of the proper atmosphere for the interchange of thoughts, ideas as well as
conducive study.
 Reduction of the current crisis of accommodation within the university through provision of a
low energy design of hostel with sustainable environmental characteristics.
Methodology
There is an urgent need for hostel building which will accordingly accommodate dining hall, staying
rooms, kitchen hall, sports room (aerobic room, indoor games), staying rooms, visitors’ room,
dispensary, electric room, laundry and finally store rooms.
Hostel Building Geometry
The hostel building that has been proposed has an irregular plan. The stories height is anticipated to be,
H=3.2m in which all the stories will be of the same height. The proposed building of the hostel has three
stories. In fact it is four stories including the ground floor. The length of the hostel is approximately
66.23m with the width being 50.23m.The total area of the hostel is 3326.73 square metres. The building
is made up of the square columns with the cross sections (0.3x0.45), slab thickness of 150mm and
rectangular beam of the cross section of (0.23x0.3) m. The column size is constant for all the stories and
the beam size is constant for every storey
Structural Design

Details of the plan
The dimensions are given in m and the modeling of the 11 storey building has been done by the use of
the ETAB software while the generation of the plan is has been done by the use of the Archicard. The
height of each and every storey has been constantly been maintained at 3.2m in the entire structure
whose total height is 11.1m. As had been indicated previously the length of the hostel building is
basically 66.23 and the width of the hostel is 50.23m resulting into area coverage of 3326.73 square
meters. The design and the analysis
Ground plan

First, second and third floor plan
Details of the design

Isolated footing Design
Size of the column on the longer side=450mm
Size of the column on the shorter side=300mm
Colum load capacity=658.05KN
Characteristic concrete strength=25N/mm2
Steel characteristic strength=500 N/mm2
The safe load bearing capacity of the soil=140KN/m
Considered load bearing capacity of the soil=210
FCK Stress=25N/mm2
Fy= 500N/mm2
Footing sizing load of the column=658.05 KN
Footing self-weight (10%) = 65.81KN
Total load value=723.87KN
Area of footing=3.35mm2

Taking that a=b, then axbx=Area
X= o.51mm
Footing of the short side=1.52
Footing of long side=2.27
Dimensions of adopted rectangular footing=2x3
Considered pressure of the soil at the base of the component=109.65KN/m
Taking pressure as Pu<1.5SBC hence safe
Considered bending moment projection of the cantilever=1.28mm
Long side of the cantilever projections=0.84mm
Short side bending moments=88.24KN/m
Long side bending moments=39.62KN/m
Footing depth
From the consideration of the moment
Mu=0.137fckbd2
d=160.56mm
D=210.67mm
From the consideration of shear
VuL=250(1250-d) N
Taking tc =0.35N/mm2,Pt=0.24
D (d) =512.20mm
D=562.23mm
Footing depth=512.12mm
Footing Reinforment
Steel area on the longer side=7909.5mm2
406.89mm2

406.87mm2
16mm will be provided at the spacing location points=300mm
1536.57mm
300mm2
Area of steel in the short direction
7423.9mm2
179.87mm2
=179.89mm2
12mm dia provided at the specific points of the spacing=450mm
2561.35mm
=450mm
The side ratio of short to long denoted as =β= 1.5
Reinforcement in the bandwidth with at least 2m (2/(β+1)Ast
Minimal value of the reinforcement=0.13% of the total area
=1350mm2
=1350mm2
Confirmation for the Shear stress
Vu=57.18KN
100Ast/bd 0.08
ζc from code book 0.29
ζv= 0.11 KN
ζv< ζc hence safe value
Column design
The column size=300x45
Column size =0mm

Column breath=300mm
Depth of the column=45mm
Effective column length=3200mm
Considred load value=1850.24KN
Considred moment=2.432KN/m
(Muy)=24.45KN/m
Concrete grade=24N/mm2
Steel grade=500N/mm2
Uniaxial MU= 29.524 KN-m
Pu/Fckbd= 0.546
MU/Fck bd2= 0.018
d'/D= 0.088
From Sp 18 Chart no 46 0.020
P/Fck= 0.022
P= 0.4500
Asc= 676 mm 2
Provide no 5.967 6.000 2
Actual area 678.856 mm
Actual p 0.513
P/Fck 0.023
As per the chart 48 0.062
Mux1/Fxkbd2= 91.225
Muy1/Fckbd2= 91.225 134321.
Ac= 1 mm 2
Puz= 1765.68 KN

PU/Puz= 1.038
αn= 2.423 of (Mux/Mux1)
αn= 0.00 of (Muy+Muy1)
αn= 0.046 of (Mux/Mu1)
αn+(Muy+Mu1) αn= 0.047 which means it is safe for use.
Slab Design
Taking that all the four sides are continuous then;
Slab size:Short side Length =3500Mm
Longer side of the slab=4600Mm
Thickness of the wall=230Mm
Strength of the component=415
Live load=4KN/mm2
Finish of the floor=0.6KN/mm2
One way/2 way slab checking process
Slab thickness=100mm
Simply=30
Constant depth=32
Span to depth ratio=28/32
The total depth=150mm
Effective depth+ Effective span=3625mm
Support from Centre to Centre=3730mm
Total span=3625mm
Loads
Finish of the floor=4KN/mm2
Live loads=4KN/mm2

Self-weight=0.62KN/mm2
Effective load=8.35KN/mm2
Ultimate load for the design=12.55KN/mm2
Shear force and ultimate design moments=reference to table given.
Ly/Lx 1.30
From the Table;
αx= 0.087
αy= 0.057
Mux=αx*Wu*Lx*Lx 12.77 KN-m
Muy=αy*Wu*Lx*Lx 9.23 KN-m
Mu max= 12.77 KN-m
Vux=0.5*Wu*Lx 22.72 K
Checking for the design depth safety compliance
In Checking for depth .138*fck*b*d*d
Depth= 67.66 mm
Therefore the depth value taken is safe
Reinforcement status.
In Short span value 5727.82 mm2
295.28 mm2 (short)
Solving Ast= 295.38 mm2
spacing of bars restricted to minimum value of 300 mm
3d value = 375 mm.
10mm dia spacing bars=300mm
In the case of the long span total depth=110mm
Ast=5310.20mm2

=231.77mm2
Handling Ast bar spacing will be equal to=450mm
Say 575mm
10mm dia bar spacing= 450mm
Shear stress checking
Considering of the unit width and the short span of the slab under the design work
ζv= Vu/bd 0.16 N/mm2
2100Ast/b.
Pt=d=0.24
ζc= 0.36 N/mm2
The shear stress value is therefore safe for the application.
Checking for the deflection
Basic (L/D)= 34;Actual (L/D)= 30.This basically implies that the deflection is safe.
Design of the beam
depth of the beam=271.0 mm
Breadth design of the beam 232.0 mm
Design Width of support of the beam 232.0 mm
Material for effective span=5000mm
Cement grade=Fck25 N/mm2.
Grade of the steel=Fe500 N/mm2.
Stress
Stress Fck= 24.0 N/mm2
Fy= 502.0 N/mm2
Es= 200000
Total depth<4000 with the L/d of 20

>5000 will have L/d value of 10
L/d ratio=10
Cover of the clear=50mm
Entire depth=272.0mm
Total span=242.0mm
Shear force as well as ultimate moments(Mu=.125*Wu*L*L 62.7 KN-m Vu=.5*Wu*L =86.0 KN)
Reinforcement of tension
Fe=420
Fe=500 this implies that the value of the reinforcement will be equivalent to 56.32.