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ANALYSIS, DESIGN AND ESTIMATION OF TWO STOREYED RESIDENTIAL BUILDING
A PRACTICAL TRAINING REPORT
Submi tted by
AREEB UROOJ I n partial fu lf il lment lment f or th e award award of th e degre degree e of
BACHELOR OF TECHNOLOGY i n
CIVIL ENGINEERING
Under the Guidance of Mr. Jaspreet Singh Lecturer
LOVELY PROFESSIONAL UNIVERSITY Phagwara-144401, Punjab India
Submitted by Areeb Urooj 11111665
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LOVELY PROFESSIONAL UNIVERSITY CERTIFICATE Certified that this project report entitled, “BIBI HALIMA NURSING COLLEGE” submitted by, “AREEB UROOJ”,
registration number,
“11111665” student of Civil Engineering Engineering Department, Department, Lovely Professional Professional University, University, Phagwara Punjab carried out
project work under my
supervision.
This report has not been submitted to any other university or institution for the award of any degree.
SIGNATURE
SIGNATURE
HEAD OF THE DEPARTMENT
SUPERVISOR
Civil Department
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CONTENTS ABSTRACT……………………………………..………………………4
LIST
OF
FIGURES………………………....…………………………..5
1.
INTRODUCTION………………………………………………..….6
1.1.
INTRODUCTION
TO
THE
PROJECT……………………..…9 1.2. NEED
FOR
THE
PROJECT…………………………….……..9 2. PROJECT DETAILS
2.1.
STRUCTURAL
DETAILS
OF
THE
PROJECT....…………...10 PROJECT.... …………...10 2.2.
PROJECT
AT
A
GLANCE…………...………………………19 GLANCE…………...……………………… 19 2.3.
DRAWINGS
OF
THE
PROJECT…………………………….20 PROJECT…………………………… .20 2.4.
PHOTO GALLERY………………………….……………….24 GALLERY………………………….………………. 24
3.
BIBLIOGRAPHY…………………………………………………31
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ABSTRACT The Project reports on design of a new two Storeyed Residential Building at Kathi Darwaza Rainawari. This project mainly includes the Analysis, Design and Estimation. The site area of field is 687.82 sq.m and the plinth area of the building is 958.53 Sq.m. The analysis was done by Kani's Methods, using this method the moment of each beam and column was calculated. Limit state method of design is used for the design purpose. The load condition is taken as per IS: 875. Manual estimation was done and the cost the building Rs. 3129.8 per sq.m. The plan, section, elevation and reinforcement details are drawn using AUTO CAD. Kani Method is an adaptation of Moment Distribution Method. The frame analysis of the building is done according to this method.
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LIST OF FIGURES 1. Figure
1
–
Details
of
the
of
the
Plinth…...…………………………....……………20 2. Figure
2-
Details
Foundation……………………………......………21 3. Figure
3-
Details
Beams……………………………........22
of
the
Foundation
6
4. Figure
4-
Details
Columns………...…………………………………23
of
the
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CHAPTER – I INTRODUCTION
CHAPTER - 1
INTRODUCTION 1.1. General
The main motive of a Civil Engineer is to design a structure, which is to be safe, serviceable and economical. Safety means that the structure should not
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fail under loads unless exceeds by a given margin. Serviceability means that structures must perform well throughout their service life in both appearance and comfort to their clients. This requirement includes cracking and deflection under working loads. Economy means that structures must be designed in such a way as to minimize the quantities of materials used in them. Although safety and serviceability are the basic requirements, the test of an acceptable structural design is economy.
1.1.1 The Concept of Design
In the design of reinforced concrete structures, all critical sections are checked for the effect of forces acting on them. Sizing of columns, beams and spacing of frames will affect the economy as well as the stability of a framed building. Framed structure mode of construction is more suitable for a commercial type of construction. Basically in the framed structures the walls are not the load carrying structures, so that the size of the walls can be decreased. By decreasing the size of the walls the need for building material would get reduced and the floor space of the building would also get increased. With the reduction in the building material, a reduced amount of load will be transmitted to the footing. The modern method of Design, which is adopted recently, is the Limit State Design. Limit state method includes consideration of structures at both working and ultimate load levels with a view to satisfy the requirements of safety and serviceability. The aim of the limit stage design is to ensure that a reinforced concrete section does not reach any of the limit states to which it may be subjected. The usual approach is to design for a limit state which is likely to govern it and them to check it for the remaining limit states.
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In this project "Analysis, Design and Estimation of a two storied residential building" the structure is completely analyzed by Kani’s method and as per IS 456:2000 code. 1.1.2 Objectives
1. To analyze the soil condition of the site. 2. To analyze the frames in the building using Kani’s method. 3. To design the structural components of the two storey building 4. To prepare the detailed drawing for the design carried out. 5. To analyze the construction cost of building.
INTRODUCTION
NAME OF THE PROJECT - Bibi Halima Nursing College CLIENT NAME –
WAKF Board
CONCESSIONIARE –
R&B th
DATE OF SIGNING CA- 10 March 2013
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APPOINTED DATE-
5 June 2013 th
COMPLETION DATE- 4 June 2016. SITE AREA-
687.82 sq.m.
PLINT AREA - 958.53 Sqft.
NEED FOR THE PROJECT
The main college is situated at Kak Sarai near SMHS hospital Karan Nagar, due to the insufficient accommodation in that campus there is thus a need to construct new campus here at Rainawari. This campus will be large and highly accommodating to pro-fit the expected number of students within the campus. The campus is highly audacious and calm because it is located in the outskirts of the city. Wakf Board had the urgency to develop this campus so as to facilitate students with a highly equipped facility which would satisfy both the students as well as the staff.
STRUCTURAL DETAILS OF THE PROJECT
The basic function of a building is to provide structurally sound and environmentally controlled spaces to house and protect occupants and contents. If this basic function is not achieved, it is because some aspect of the building has failed. Exponent’s architects, engineers, and scientists have a broad range of expertise with failures in the built environment, and providing clients with in-depth investigations of individual building components, as well as the interdependence of
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components with each other and the outside environment. Failures of basic building functions can range from defects in single components such as windows, to extensive deficiencies in an entire exterior wall system, to the inability of HVAC systems to properly condition the air. The source of these deficiencies can include inadequate design, improper execution of the work, defective materials, or simply normal and expected aging perhaps coupled with lack of maintenance. Building deficiencies such as water infiltration, excessive building movement, or premature component failures have become more common as buildings have become more complex. Builders are not content to continue using traditional materials, components, and construction methods, when budget pressures make promising new components and building systems very appealing, sometimes before they have been properly tested or their long-term performance demonstrated. Also contributing to building deficiencies are the problems associated with continually changing roles of the design/construction teams. COMPONENTS OF A BUILDING a. Super Structure b. Sub Structure Super-structureIt is the upper part of the building which is visible from the ground. The various components of a superstructure are – a. Walls b. Frames c. Beams d. Columns e. Slabs f. Roof Sub- Structure- The structure of the building that is beneath the ground and is generally not visible is called sub structure. a. Plinth b. Foundation Foundation After grading and preparing the lot, the foundation is poured. A foundation is not necessarily concrete, yet in many regions it is a preferred choice to help discourage subterranean termites. In some rainy areas, the structure may be built on pillars. During this stage, lines for pumping and electrical can be laid.
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Framing goes up fairly quickly, often within a couple of days. At this point some first-time home builders get over optimistic, assuming the entire project will go as quickly. Framing is in essence the building's skeleton. During this phase, different plumbing fixtures, such as toilets and bathtubs, may be set. Building
The windows are set and the outer walls, insulation, roofing and drywall are installed. Drywall can take several weeks, as it is a process that is completed in a series of steps. Drywall is hung, seams are taped, and coating is applied and must be dried. This phase in the construction will seem much longer than laying the foundation and framing. Finish
During the finished phase of the house a new home builder may once again grow optimistic and assume the home is virtually ready for occupancy. This is a false assumption. There is still much work to be done. During the finish stage walls are painted, final electrical and heating and cooling systems are completed, cabinets are finished, flooring is installed, and the site needs to be cleaned.
Reinforced concrete foundations are designed based on column loads and moments at base and the soil data. Following are the types of foundations in order of preference with a view to economy: (i) Individual footings (isolated footing) (ii) Combined footings (combination of individual footings (iii) Strip footings with retaining wall acting as strip beam wherever applicable. (iv) Raft foundations of the types (a) slab (b) beam-slab. The brick wall footings can also be designed. Often plinth beams are provided to support brick walls and also to act as earthquake ties in each principal direction. I mportant consider ations in design of foun dations:
Foundations are the structural elements which transfer loads from the building or individual columns to the earth. If these loads are to be properly transmitted, foundations must be designed to prevent excessive settlement or rotation, to minimize differential settlement and to provide adequate safety against sliding and overturning.
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Depth of foundation:
Depth of foundation below ground level can be obtained by using Rankine’s formula:
Where, h = minimum depth of foundation p= gross bearing capacity = density of soil = angle of repose or internal friction of soil. Recommendations of IS456: 2000, Limit state design, bending, shear, cracking and development length: To determine the area of foundation required for proper transfer of total load on the soil, the total load (combination of dead load, live load and any other load without multiplying it with any load factor) are considered.
Th ickness of the edge of footin g:
As per clause 34.1.3 of IS456: 2000, the thickness at the edge shall not be less than 15cm on soils. Di mension of pedestal:
In the case of plain cement concrete pedestals, the angle between the plane passing through the bottom edge of the pedestal and the corresponding junction edge of the column with pedestal and the horizontal plane shall be governed by the expression.
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Where qo = calculated maximum bearing pressure at the base of the 2 pedestal/footing in N/mm 2 Fck = characteristic strength of concrete at 28 days in N/mm
Fig: Dimensioning of pedestal
M aximum B ending moment i n footings:
The bending moment will be considered at the face of column, pedestal or wall and shall be determined by passing through the section a vertical plane
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which extends completely across the footing, and over the entire area of the footing or one side of the said plane. The reference clause is 34.2.3.1 and 34.2.3.2 of IS456: 2000.
Shear capacity checks for footin gs:
The shear strength of footing is governed by the following two factors:
a) The footing acting essentially as a wide beam, with a potential diagonal crack intending in a plane across the entire width, the critical section for this condition shall be assumed as a vertical section located from the face of the column, pedestal or wall at a distance equal to the effective depth of the footing in case of footings on soils.
For one way bending action of footing (one way shear)
For one way shear action, the nominal shear stress in calculated as:
Where,
= shear stress
Vu = factored vertical shear force b = breadth of critical section d = effective depth ( = design shear strength of concrete based on % longitudinal tensile reinforcement. Refer table 61 of SP -16)
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Fig: Critical section for one-way shear in foundation Two way shear (or two way bending action or punching shear) of foundation:
For two way bending action, the following should be checked in punching shear. Punching shear shall be around the perimeter 0.5 times the effective depth away from the face of the column or pedestal. For two way shear action, the nominal shear stress is calculated in accordance with clause 31.6.2 of IS456: 2000 as follows:
Where
= shear stress
bo = periphery of the critical section d = effective depth
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Vu = factored vertical shear force When shear reinforcement is not provided, the nominal shear stress at the critical section should not exceed
Where, Ks = 0.5 + Bc (but not greater than 1) Bc = (short dimension of column or pedestal / long dimension of column or pedestal) 2
N/mm Note: It is general practice to make the base deep enough so that shear reinforcement is not required. Development l ength of r ein for cement bars in fou ndation:
The critical section for checking the development length in a footing shall be assumed at the same planes as those prescribed for bending moment in clause 34.2.3 of code and also at all other vertical planes where abrupt changes in section occur. Refer clause 34.2.4.3 of IS456: 2000. Rei nf orcement i n f oundations:
The minimum reinforcement in footing slab specified by the code is 0.12% and maximum spacing specified is 3 times the effective depth or 450mm whichever is less. (clause 34.3). Only tensile reinforcement is normally provided. The total reinforcement shall be laid down uniformly in case of square footings. For rectangular footings, there shall be a central band, equal to the width of the footing. The reinforcement in the central band shall be provided in accordance with the following equation.
Where,
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Tr ansf er of l oad at th e base of colu mn:
Clause: 34.4 of IS456: 2000.
The compressive stress in concrete at the base of column or pedestal shall be transferred by bearing to the top of supporting pedestal or footing. The bearing pressure on the loaded area shall not exceed the permissible bearing stress in direct compression multiplied by a value equal to
but not greater than 2. Where, A1 = supporting are for bearing of footing, which is sloped or stepped footing may be taken as the area of the lower base of the largest frustum of a pyramid or cone contained wholly within the footing and having its upper base, the area actually loaded and having side slope of one vertical to two horizontal. A2 = loaded area at the column base. For limit state design, the permissible bearing stress specified is 45 f ck . If the permissible bearing stress is exceeded either in the column concrete or in footing concrete, reinforcement must be provided for developing the excess force. The reinforcement may be provided either extending the longitudinal bars into the footing or by providing dowels in accordance with the code as given by the following: 1. Minimum area of extended longitudinal bars or dowels must be 0.5% of cross-sectional area of the supported column or pedestal. 2. A minimum of four bars must be provided. 3. If dowels are used their diameter should not exceed the diameter of the column bars by more than 3mm.
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4. Enough development length should be provided to transfer the compression or tension to the supporting member. 5. Column bars of diameter larger than 36mm, in compression only can be dowelled at the footing with bars of smaller diameters. The dowel must extend into the column a distance equal to the development length of the column bar. At the same time, the dowels must extend vertically into the footing a distance equal to the development length of the dowel.
Fig: Rigid and spread footings
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PROJECT AT A GLANCE The Project reports on design of a new two Storeyed Residential Building at Kathi Darwaza Rainawari. This project mainly includes the Analysis, Design and Estimation. The site area of field is 687.82 sq.m and the plinth area of the building is 958.53 Sq.m. The analysis was done by Kani's Methods, using this method the moment of each beam and column was calculated. In the moment distribution method, every joint of the structure to be analysed is fixed so as to develop the fixed-end moments. Then each fixed joint is sequentially released and the fixed -end moments (which by the time of release are not in equilibrium) are distributed to adjacent members until equilibrium is achieved. The moment distribution method in mathematical terms can be demonstrated as the process of solving a set of simultaneous equations by means of iteration. The moment distribution method falls into the category of displacement method of structural analysis. Limit state method of design is used for the design purpose. The load condition is taken as per IS: 875. Manual estimation was done and the cost the building Rs. 3129.8 per sq.m. The plan, section, elevation and reinforcement details are drawn using AUTO CAD.
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DRAWINGS
Figure 1- Sheet title Details of Plinth Beams There are total 37 Plinth Beams in this structure
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This drawing gives us the detailed information of Plinth beams i.e the dimension, Centre to Centre distance, number of Steel Bars used, dimension of Steel Bars used, bents provided etc.
Figure 2 - Details of Foundation (Footing) The whole structure is divided into 10 sections which are shown in detail in this drawing the drawing shows Foundation Trench, section wise details
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Figure 3- Details of Foundation beams This drawings provides details information of beams The drawing gives us a detailed information of all 10 sections
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Figure 4 - Details of Columns As there are 5 different type of columns used they differ in size, reinforcement and concrete mix for different Levels of buildings.
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PHOTO GALLERY
In this Photo me with others students are on site Setting Total Station for leveling With proper care and well knowledge of survey engineering the procedure is carried out
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In this picture we are measuring Centre to Centre Distance of the Columns with the help of measuring tape
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With the help of Total Station and staff leveling is being carried out
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Examining the concrete being processed in Concrete mixer, carefully observing the water, cement and sand ratio
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Front View Of The Site
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Shuttering And Form Work
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This is the Convocation Hall of the College, it is said to accommodate about 1200+ students.
