building design

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CHAPTER-1

INTRODUCTION

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1.1 BUILDING: Any structure for whatever purpose and of any material and every part of them whether for human or any other purpose, including all the structural elements like foundations, masonry, roofs, etc., with all the services like water closet, bathroom, staircase, etc., is termed as building. Building does not only refer to house but also implies the masonry the building is providing for sheltering the human beings.

Building can be classified based on the occupancy and the type of construction. On the basis of occupancy, the buildings are classified as:

1. Residential building 2. Educational building 3. Institutional building 4. Assembly building 5. Mercantile building 6. Business building 7. Industrial building 8. Storage building 9. Hazardous building

1.1.1. Residential building: Residential building includes all the building in which the food and lodging accommodation is provided for normal residential purposes with lodging room, water closet and bath are included for small family, private dwellers, dormitories, apartments houses(flats), hotel and hostels.

1.1.2. Educational building: This building includes any building used for schools and colleges.

1.1.3. Institutional building: These buildings include hospitals and sanatoria, custodial homes such as homes in firms and orphanages and penal institutions such as jails, prisons, mental hospitals and reformatories.

1.1.4. Assembly building: These are buildings where group of people congregate or gather for amusements, recreation, social, religious, patriotic, civil, travel and similar purposes, theatres, motion pictures houses, assembly halls, auditorium, exhibition halls, museums, places of worships, club rooms, etc., are such buildings.

1.1.5 Mercantile building:

These buildings are used for the transactions of business.

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1.1.6 Business building: These buildings are also used for the transactions of business.

1.1.7 Industrial building:

These are the buildings where products or materials of all kinds and properties are fabricated, assembled or processed. Assembly plans laboratories, power plants, dry cleaning plants, refineries, etc., are the example of such buildings.

1.1.8 Storage building: These buildings are used primarily for the storage or sheltering of goods, ware or merchandise. Cold storage, ware houses, freight depots, transit sheds, store houses, etc., are the example of such houses.

1.1.9 Hazardous building: These are buildings which are used for storage, handling and manufacturing of highly combustible or explosive materials.

Buildings can be classified, based on the construction as:

1. Heat Resistance Building 2. Fire Resistance Building 3. Sound Proof Building, etc.

Before constructing any type of building, each building needs a special type of planning as per their functions. Similarly it needs a special and different treatment.

1.2 PLANNING OF BUILDING:

Apart from the fact that building must be designed and planned according to the functional requirement. The basic principles have been enunciated or broad lined only and may be applied to the problem on its industrial merits. These natures are not as rigid as of nature. General plan is done with respect to some natural point around its location. It is done according to its natural surrounding condition such as geographical feature of the area such as hilly, rocky or plains, climate conditions such as warm or cold, direction of sun rays, wind, etc. Before planning any type of structure of the building the area should be favorable for that structure. More attention should be taken in soil test in order to find the bearing capacity of the soil as the foundation is heavy for structure of multistoried building. In addition, there are certain principles of planning which should be regarded while planning the building. These are:

1. Aspects 2. Prospect

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3. Furniture requirement 4. Roominess 5. Grouting 6. Circulation 7. Privacy 8. Sanitation 9. Elegance 10. Economy 11. Flexibility 12. Practical consideration

1.3 MULTISTORIED BUILDING

Reinforced concrete building consists of floor slabs, beams, girders and columns continuously placed to form a rigid monolithic system. A continuous system leads to greater redundancy, reduced moments and distributes the load more evenly. The floor slab may rest on a system of interconnected beams. Thus a building frame is a three dimensional structure or space structure. It is idealized as a system of interconnected two-dimensional vertical frames along the two mutually perpendicular horizontal axes for analysis.

The degree of sophistication to which a structural analysis is carried out depends on the importance of the structure. A wide range of approaches are available which can be carried out manually or with the aid of pocket calculators to more refined techniques involving computer solutions. In this project, manual analysis is done using methods such as moment distribution and portal method. We separate the structural system into two load transmission mechanisms, viz. gravity load resisting and lateral load resisting, although, in effect, these two systems are complimentary and interactive. As an integrated system, the structure must resist and transmit all the effects of gravity loads and lateral loads acting on it to the foundation and the ground below.

1.4 LOADS

The loads acting on the structure are due to dead loads (due to self weight), live loads (due to occupants, water in tank, and maintenance on the roof etc.), wind loads (acting on the exposed surface areas of the tank, staging etc.) and seismic loads (due to earthquake induced ground excitation). Our project work has not been designed for wind loads since earthquake loads exceed the wind loads.

DEAD LOADS

The dead loads on a frame is calculated floor wise and consists of weight of floors, girders, partition walls, false ceilings, parapets, balconies, fixed or permanent equipment and half the column above and below a floor. The load acting on a column is calculated from all the beams framing into it.

LIVE LOADS

The magnitude of live loads depends upon the type of occupancy of the building. IS: 875 (Part 2) -1987 has specified certain minimum values of live loads (or imposed loads) for specific purposes. The live load distribution varies with time. Hence, each member is designed for the worst combination of dead and live loads.

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SEISMIC LOADS

Earthquake or seismic load on a building depends upon its geographical location, lateral stiffness and mass and is reversible. Its effect should be considered along both axes of the building taken on at a time. A force is defined as the product of mass and acceleration. During an earthquake, the mass is imparted by the building whereas the acceleration is imparted by the ground disturbance. In order to have a minimum force, the mass of the building should be as low possible. There can be no control on the ground acceleration being an act of nature. The point of application of this inertial force is the centre of gravity of the mass on each floor of the building. Once there is a force, there has to be an equal and opposite reaction to balance this force. The inertial force is resisted by the building and the resisting force acts at the centre of rigidity at each floor of the building. The seismic forces are calculated in accordance to IS: 1893 (Part I) - 2002. The wind load and earthquake loads are assumed not to act simultaneously.

1.5 DESIGN METHODOLOGY ADOPTED

The design philosophy that has been adopted in this project is the limit state method. The philosophy of the limit state method of design represents a definite advancement over the traditional design philosophies. Unlike working stress method, which is based on calculation on service load conditions alone and unlike ultimate load method, which is based on calculation on ultimate load conditions alone, Limit state method aims for a comprehensive and rational solution to the design problem by considering safety at ultimate loads and serviceability at working loads.

Limit state design has originated from ultimate or plastic design. The object of design based on the limit state concept is to achieve an acceptable probability that a structure will not become unserviceable in its life time for use for which it is intended, that is it will not reach limit state. A structure with appropriate degrees of reliability should be able to withstand safely all loads that are liable to act on it throughout and it should also satisfy the serviceability requirements such as limitations on deflection and cracking. All relevant limit states must be considered in design to ensure an adequate degree of safety and serviceability.

IS: 456-2000 and Design Aid to IS: 456-1978 (also known as SP 16) is followed in this regard to ensure this design philosophy.

1.6 PHASES OF THE PROJECT

For the considered structural system, the design problem consisted of the following steps:

• Idealization of the structure for analysis

• Estimation of loads • Analysis of the idealized structural model to determine axial loads, shear and bending

moments. • Design of various structural elements. • Detailed structural drawing and schedule of reinforcing bars.

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CHAPTER-2

BUILDING PLAN

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LINE DIAGRAM OF BUILDING PLAN

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Frame of the Building

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ASSUMPTIONS

Dead Load As per IS 875 (Part 1) : 1987

Live load As per IS 875 (Part 2) : 1987

i. Terrace: 1.5 KN/m2

ii. Typical floors: 2.0 KN/m2

iii. Balcony and Corridors : 3 KN/m2

iv. Staircase : 4 KN/m2

Floor finish 1 KN/m2

Wind load As per IS: 875. Not designed for wind load since seismic loads exceed the wind loads.

Earthquake load As per IS: 1893(Part 1)-2002

Depth of foundation below GL 2.1 m

Type of soil Type II, medium as per IS: 1893 (Part 1)-2002

Allowable bearing capacity 150 KN/m2

Floor G.F. + 3 upper floors

Walls 150mm (both external and internal walls)

Concrete M20 conforming to IS: 456-2000

Steel Fe 415 conforming to IS: 1786-1979

Member Size Beam

i. 300 mm x 450 mm (Primary)

ii. 250 mm x 300 mm (Secondary)

Column : 300 mm x 450 mm

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CHAPTER-03

GRAVITY ANALYSIS

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FRAME ALONG PRIMARY DIRECTION OF THE BUILDING:

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GRAVITY ANALYSIS OF FRAME YY

I. Assumptions: � Imposed Load → Residential Building

1) For Roof : 1.5 KN/m2 2) On Balcony : 3 KN/m2 3) On Corridors : 3 KN/m2 4) On Rooms : 2 KN/m2

3.1 LOAD CALCULATION OF DIFFERENT FLOORS:

3.1.1 Load Calculation at Roof Level:

MEMBER RY1RY2

Area S4 = 0.5 x (0.6+3.3) x 1.35 = 2.632 m2

Total Self Weight of Slab = 2.632 x 4 = 10.528 KN

Imposed Load = 2.632 x 1.5 = 3.948 KN

Equivalent UDl for Self-wt. of Slab = = 5.399 KN/m

Equivalent UDl for Imposed Load = = 2.025 KN/m

Area S5 = 0.5 x 1.650 x 3.3 = 2.722 m2


Imposed Load = 2.722 x 1.5 = 4.084 KN



UDL due to Beam = 3.375 KN/m

Total Load on the member = (5.399+2.025+6.6+2.475+3.375) = 19.874 KN/m

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MEMBER RY2RY3

Area S3 = 0.5 x (0.4+3.1) x 1.35 = 2.362 m2


Imposed Load = 2.362 x 1.5 = 3.543 KN




Total Load on the member = 5.399 + 2.025 + 3.375 = 10.799 KN/m

Point Load on the member due to Secondary beam = 18.72 KN

MEMBER RY3RY4

Area S1 = 0.5 x 1.650 x 3.3 = 2.722 m2


Imposed Load = 2.722 x 1.5 = 4.084 KN



Area S2 = 0.5 x (2.7+1.35) x 0.675 = 1.367m2


Imposed Load = 2.722 x 1.5 = 2.051 KN





Total Load on the member = (6.6+2.475+2.7+1.013+3.375) = 16.163 KN/m

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3.1.2 Load Calculation at Typical Floor Level (1ST, 2ND & 3RD Floor):

MEMBER CY1CY2

Area S4 = 0.5 x (0.6+3.3) x 1.35 = 2.632 m2


Imposed Load = 2.632 x 2 = 5.264 KN



Area S5 = 0.5 x 1.650 x 3.3 = 2.722 m2






UDL due to Wall = 8.55 KN/m

Total Load on the member = (5.399+2.699+6.6+3.299+3.375+8.55) = 29.922 KN/m

MEMBER CY2CY3

Area S3 = 0.5 x (0.4+3.1) x 1.35 = 2.362 m2






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Total Load on the member = 5.399 + 2.699 + 3.375 + 8.55 = 20.023 KN/m


MEMBER CY3CY4

Area S1 = 0.5 x 1.650 x 3.3 = 2.722 m2





Area S2 = 0.5 x (2.7+1.35) x 0.675 = 1.367m2








Total Load on the member = (6.6+3.299+2.7+1.35+3.375+8.55) = 25.874 KN/m

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Table: 1 CALCULATION OF LOAD FOR ROOF LEVEL:

Area(m2)

Dead load (KN)FROM

SLAB INCLUDING

FINISH (2KN/m2)@ 5

kn/m2

Equivalent dead load

from Slab(KN/m)

Live load on Slab@ 1.5kKN/m

2

Equivalent live load on Slab(KN/m

2)

Dead load of Beam (KN/m)

BEAM

Total load

(KN/m)

S1=0.5X(1.650X3.300)=2.722 10.888 6.6 4.084 2.475

3.375

R3-R4

12.450

S2=0.5X(1.35+2.7)X0.675=1.367 5.468 2.7 2.051 1.013 7.088

S3=0.5X(0.4+3.1)X1.35=2.362 9.448 5.399 3.543 2.025 R2-R3 10.799

S4=0.5X(0.6+3.3)X1.35=2.632 10.528 5.399 3.948 2.025 R1-R2

10.799

S5=0.5X(1.650X3.300)=2.722 10.888 6.6 4.084 2.475 12.450

Table: 2 CALCULATION OF POINT LOAD FOR ROOF:

BEAM POINT LOAD(KN) R2-R3 18.72 R3-R4 9.784

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Table: 2 CALCULATION OF DEAD LOAD FOR 3RD FLOOR:

Area(m2)

Dead load (KN)FROM

SLAB INCLUDING

FINISH (1KN/m2)@ 5

KN/m2


from Slab(KN/m)

Live load on Slab@ 1.5kn/m2

Equivalent live load on slab(KN/m2

)


Dead

load of Wall

(KN/m)

BEAM

Total Load

transferred on Beam (KN/m)

S1=0.5X(1.650X3.300)=2.722 10.89 6.6 5.444 3.299

3.375

8.55

C3-C4

21.824

S2=0.5X(1.35+2.7)X0.675=1.367 5.468 2.7 2.734 1.35 15.975

S3=0.5X(0.4+3.1)X1.35=2.362 9.448 5.399 4.724 2.699 C2-C3 20.023

S4=0.5X(0.6+3.3)X1.35=2.632 10.528 5.399 5.264 2.699 C1-C2

20.023

S5=0.5X(1.650X3.300)=2.722 10.89 6.6 5.444 3.299 21.824

Table: 2 CALCULATION OF POINT LOAD FOR 3RD FLOOR:

BEAM POINT LOAD(KN) C2-C3 20.115 C3-C4 10.328

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Table: 2 CALCULATION OF DEAD LOAD FOR 2ND FLOOR:

Area(m2)

Dead load (KN)FROM

SLAB INCLUDING

FINISH (1KN/m2)@

KN/m2


from Slab(KN/m)



)


Dead

load of Wall

(KN/m)

BEAM

Total Load


S1=0.5X(1.650X3.300)=2.722 10.89 6.6 5.444 3.299

3.375

8.55

B3-B4

21.824

S2=0.5X(1.35+2.7)X0.675=1.367 5.468 2.7 2.734 1.35 15.975

S3=0.5X(0.4+3.1)X1.35=2.362 9.448 5.399 4.724 2.699 B2-B3 20.023

S4=0.5X(0.6+3.3)X1.35=2.632 10.528 5.399 5.264 2.699 B1-B2

20.023

S5=0.5X(1.650X3.300)=2.722 10.89 6.6 5.444 3.299 21.824

Table: 2 CALCULATION OF POINT LOAD FOR 2ND FLOOR:

BEAM POINT LOAD(KN) B2-B3 20.115 B3-B4 10.328

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Table: 2 CALCULATION OF DEAD LOAD FOR 1ST FLOOR:

Area(m2)

Dead load (KN)FROM

SLAB INCLUDING

FINISH (1KN/m2)@ 5

KN/m2


from Slab(KN/m)



)


Dead

load of Wall

(KN/m)

BEAM

Total Load


S1=0.5X(1.650X3.300)=2.722 10.89 6.6 5.444 3.299

3.375

8.55

A3-A4

21.824

S2=0.5X(1.35+2.7)X0.675=1.367 5.468 2.7 2.734 1.35 15.975

S3=0.5X(0.4+3.1)X1.35=2.362 9.448 5.399 4.724 2.699 A2-A3 20.023

S4=0.5X(0.6+3.3)X1.35=2.632 10.528 5.399 5.264 2.699 A1-A2

20.023

S5=0.5X(1.650X3.300)=2.722 10.89 6.6 5.444 3.299 21.824

Table: 2 CALCULATION OF POINT LOAD FOR 1ST FLOOR:

BEAM POINT LOAD(KN) A2-A3 20.115 A3-A4 10.328

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TABLE: 9 CALCULATION OF DEAD LOAD OF GROUND FLOOR

On ground floor, the live load on slab will directly go to the ground and there will be no live load on the beam. Also only the self weight of the beam and walls act on the beams. The weight due to slab and finish do not come.

BEAM

Dead load of beam (KN/m) Load transferred on beam (KN/m)

G1-G2 3.375

3.375 G2-G3 3.375 G3-G4 3.375

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3.2 CALCULATIONS OF DISTRIBUTON FACTORS:

TABLES FOR DISTRIBUTION FACTORS:

3.2.1 DETERMINATION OF DISTRIBUTION FACTOR AT ROOF LEVEL:

JOINT MEMBE

R L(M) B(M) D(M)

I=BD3/12

K=I/L ∑K DF=K/∑

K

R1 R1-R2 3.3 0.3 0.45 0.002278 0.00069 0.001381 0.50 R1-C1 3.3 0.3 0.45 0.002278 0.00069 0.001381 0.50

R2 R2-R1 3.3 0.3 0.45 0.002278 0.00069 0.002116 0.33

R2-R3 3.1 0.3 0.45 0.002278 0.00073

5 0.002116 0.35 R2-C2 3.3 0.3 0.45 0.002278 0.00069 0.002116 0.33

R3 R3-R2 3.1 0.3 0.45 0.002278 0.00073

5 0.002116 0.35 R3-R4 3.3 0.3 0.45 0.002278 0.00069 0.002116 0.33 R3-C3 3.3 0.3 0.45 0.002278 0.00069 0.002116 0.33

R4 R4-R3 3.3 0.3 0.45 0.002278 0.00069 0.001381 0.50 R4-C4 3.3 0.3 0.45 0.002278 0.00069 0.001381 0.50

3.2.2 DETERMINATION OF DISTRIBUTION FACTOR AT 3RD FLOOR LEVEL:

JOINT MEMBE

R L(M) B(M) D(M)

I=BD3/12

K=I/L ∑K DF=K/∑

K

C1 C1-R1 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 C1-C2 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 C1-B1 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33

C2 C2-C1 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25 C2-B2 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25 C2-R2 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25

C2-C3 3.1 0.3 0.45 0.002278 0.00073

5 0.002806 0.26 C3 C3-R3 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25

C3-B3 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25

C3-C2 3.1 0.3 0.45 0.002278 0.00073

5 0.002806 0.26 C3-C4 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25

C4 C4-R4 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 C4-B4 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 C4-C3 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33

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3.2.3 DETERMINATION OF DISTRIBUTION FACTOR AT 2ND FLOOR LEVEL:

JOINT MEMBE

R L(M) B(M) D(M)

I=BD3/12

K=I/L ∑K DF=K/∑

K

B1 B1-C1 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 B1-B2 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 B1-A1 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33

B2 B2-B1 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25 B2-C2 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25 B2-A2 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25

B2-B3 3.1 0.3 0.45 0.002278 0.00073

5 0.002806 0.26

B3 B3-B2 3.1 0.3 0.45 0.002278 0.00073

5 0.002806 0.26 B3-B4 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25 B3-C3 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25 B3-A3 3.3 0.3 0.45 0.002278 0.00069 0.002806 0.25

B4 B4-B3 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 B4-C4 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33 B4-A4 3.3 0.3 0.45 0.002278 0.00069 0.002071 0.33

3.2.4 DETERMINATION OF DISTRIBUTION FACTOR AT 1ST FLOOR LEVEL:

JOINT

MEMBER

L(M) B(M) D(M) I=BD3/1

2 K=I/L ∑K

DF=K/∑K

A1 A1-B1 3.3 0.3 0.45 0.002278 0.00069 0.002224 0.31 A1-G1 2.7 0.3 0.45 0.002278 0.000844 0.002224 0.38 A1-A2 3.3 0.3 0.45 0.002278 0.00069 0.002224 0.31

A2 A2-B2 3.3 0.3 0.45 0.002278 0.00069 0.002959 0.23 A2-A1 3.3 0.3 0.45 0.002278 0.00069 0.002959 0.23 A2-A3 3.1 0.3 0.45 0.002278 0.000735 0.002959 0.25 A2-G2 2.7 0.3 0.45 0.002278 0.000844 0.002959 0.29

A3 A3-B3 3.3 0.3 0.45 0.002278 0.00069 0.002959 0.23 A3-A2 3.1 0.3 0.45 0.002278 0.000735 0.002959 0.25 A3-A4 3.3 0.3 0.45 0.002278 0.00069 0.002959 0.23 A3-G3 2.7 0.3 0.45 0.002278 0.000844 0.002959 0.29

A4 A4-A3 3.3 0.3 0.45 0.002278 0.00069 0.002224 0.31 A4-G4 2.7 0.3 0.45 0.002278 0.000844 0.002224 0.38 A4-B4 3.3 0.3 0.45 0.002278 0.00069 0.002224 0.31

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3.2.5 DETERMINATION OF DISTRIBUTION FACTOR AT GROUND FLOOR

LEVEL:

JOINT

MEMBER

L(M) B(M) D(M) I=BD3/1

2 K=I/L ∑K

DF=K/∑K

G1 G1-A1 2.7 0.3 0.45 0.002278 0.000844 0.002619 0.32 G1-F1 2.1 0.3 0.45 0.002278 0.001085 0.002619 0.41 G1-G2 3.3 0.3 0.45 0.002278 0.00069 0.002619 0.26

G2 G2-G1 3.3 0.3 0.45 0.002278 0.00069 0.003354 0.21 G2-A2 2.7 0.3 0.45 0.002278 0.000844 0.003354 0.25 G2-F2 2.1 0.3 0.45 0.002278 0.001085 0.003354 0.32 G2-G3 3.1 0.3 0.45 0.002278 0.000735 0.003354 0.22

G3 G3-G2 3.1 0.3 0.45 0.002278 0.000735 0.003354 0.22 G3-G4 3.3 0.3 0.45 0.002278 0.00069 0.003354 0.21 G3-A3 2.7 0.3 0.45 0.002278 0.000844 0.003354 0.25 G3-F3 2.1 0.3 0.45 0.002278 0.001085 0.003354 0.32

G4 G4-A4 2.7 0.3 0.45 0.002278 0.000844 0.002619 0.32 G4-F4 2.1 0.3 0.45 0.002278 0.001085 0.002619 0.41 G4-G3 3.3 0.3 0.45 0.002278 0.00069 0.002619 0.26

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3.3 CALCULATIONS OF FIXED END MOMENTS:

3.3.1 Calculation of FIXED END MOMENT at ROOF Level:

3.3.1 Calculation of FIXED END MOMENT at 3RD FLOOR Level:

3.3.2 Calculation of FIXED END MOMENT at 2ND FLOOR Level:

MEMBER

LENGTH(M)

UDL(KN/m)

POINT LOAD(KN)

FIXED END MOMENTS (KNM)

1.4 m from C2

2.7 m from C4

FEML FEMR

R1-R2 3.3 19.874 +18.036 -18.036

R2-R3 3.1 10.799 18.72 +16.529 -15.139

R3-R4 3.3 16.163 9.784 +18.598 -15.541

MEMBER

LENGTH(M)

UDL(KN/m)

POINT LOAD(KN)


1.4 m from C2

2.7 m from C4

FEML FEMR

C1-C2 3.3 29.922 +27.154 -27.154

C2-C3 3.1 20.023 20.115 +24.504 -23.009

C3-C4 3.3 25.874 10.328 +27.628 -24.402

MEMBER

LENGTH(M)

UDL(KN/m)

POINT LOAD(KN)


1.4 m from B2

2.7 m from B4

FEML FEMR

B1-B2 3.3 29.922 +27.154 -27.154

B2-B3 3.1 20.023 20.115 +24.504 -23.009

B3-B4 3.3 25.874 10.328 +27.628 -24.402

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3.3.3 Calculation of FIXED END MOMENT at 1ST FLOOR Level:

3.3.4 Calculation of FIXED END MOMENT at GROUND Level:

MEMBER

LENGTH(M)

UDL(KN/m)

POINT LOAD(KN)


1.4 m from A2

2.7 m from A4

FEML FEMR

A1-A2 3.3 29.922 +27.154 -27.154

A2-A3 3.1 20.023 20.115 +24.504 -23.009

A3-A4 3.3 25.874 10.328 +27.628 -24.402

MEMBER

LENGTH(M)

UDL(KN/m)

Fixed end moments (KNm)

FEML FEMR G1-G2 3.3 3.375 +3.063 -3.063

G2-G3 3.1 3.375 +2.703 -2.703

G3-G4 3.3 3.375 +3.063 -3.063

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3.4MOMENT DISTRIBUTION TABLES:

3.4.1 Moment Distribution table for ROOF LEVEL:

R1-R2 R2-R3 R3-R4 DF 0.5 0.33 0.35 0.35 0.33 0.5 FEM 18.036 -18.036 16.529 -15.139 18.598 -15.541 DISTRB -9.018 0.497 0.527 -1.211 -1.141 7.771 C.O. 0.249 -4.509 -0.605 0.264 3.885 -0.571 DISTRB -0.124 1.688 1.790 -1.452 -1.094 -1.657 C.O. 0.844 -0.062 -0.726 0.895 -0.829 -0.547 DISTRB -0.422 0.260 0.276 -0.023 -0.022 0.273 C.O. 0.130 -0.211 -0.012 0.138 0.137 -0.011 DISTRB -0.065 0.073 0.078 -0.096 -0.091 0.005 C.O. 0.037 -0.033 -0.048 0.039 0.003 -0.045 DISTRB -0.018 0.027 0.028 -0.015 -0.014 0.023 SUM 9.648 -20.305 17.837 -16.600 19.433 -10.300

3.4.2 Moment Distribution table for 3RD FLOOR LEVEL:

C1-C2 C2-C3 C3-C4 DF 0.33 0.25 0.26 0.26 0.25 0.33

FEM 27.154 -27.154 24.504 -23.009 27.628 -24.402

DISTRB -8.961 0.663 0.689 -1.201 -1.155 8.053 C.O. 0.331 -4.480 -0.600 0.345 4.026 -0.577 DISTRB -0.109 1.270 1.321 -1.136 -0.862 -1.138 C.O. 0.635 -0.055 -0.568 0.661 -0.569 -0.431 DISTRB -0.210 0.156 0.162 -0.024 -0.023 0.142 C.O. 0.078 -0.105 -0.012 0.081 0.071 -0.011 DISTRB -0.026 0.029 0.030 -0.040 -0.038 0.004 C.O. 0.015 -0.013 -0.020 0.015 0.002 -0.019 DISTRB -0.005 0.008 0.008 -0.004 -0.004 0.006 SUM 18.903 -29.681 25.514 -24.313 29.076 -18.374

28

3.4.3 Moment Distribution table for 2ND FLOOR LEVEL:

B1-B2 B2-B3 B3-B4 DF 0.33 0.25 0.26 0.26 0.25 0.33

FEM 27.154 -27.154 24.504 -23.009 27.628 -24.402


3.4.4 Moment Distribution table for 1ST FLOOR LEVEL:

A1-A2 A2-A3 A3-A4 DF 0.31 0.23 0.25 0.25 0.23 0.31

FEM 27.154 -27.154 24.504 -23.009 27.628 -24.402


29

3.4.5 Moment Distribution table for GROUND FLOOR LEVEL:

G1-G2 G2-G3 G3-G4 DF 0.26 0.21 0.22 0.22 0.21 0.26 FEM 3.063 -3.063 2.703 -2.703 3.063 -3.063 DISTRB -0.796 0.076 0.079 -0.079 -0.076 0.796 C.O. 0.038 -0.398 -0.040 0.040 0.398 -0.038 DISTRB -0.010 0.092 0.096 -0.096 -0.076 -0.094 C.O. 0.046 -0.005 -0.048 0.048 -0.047 -0.038 DISTRB -0.012 0.011 0.012 0.000 0.000 0.010 C.O. 0.006 -0.006 0.000 0.006 0.005 0.000 DISTRB -0.001 0.001 0.001 -0.002 -0.002 0.000 C.O. 0.001 -0.001 -0.001 0.001 0.000 -0.001 DISTRB 0.000 0.000 0.000 0.000 0.000 0.000 SUM 2.333 -3.292 2.803 -2.787 3.265 -2.427

30

3.5 FINAL END MOMENTS BY GRAVITY ANALYSIS:

3.5.1 Calculation of FINAL MOMENTS at ROOF Level:

SPAN

LENGTH(m) L

UDL(KN/m) W

MIDSPAN SAGGING MOMENT

CONSIDERING SIMPLY

SUPPORTED, KNm

End hogging moments as per moment distribution,

FINAL MOMENTS, KNm

KNm MID MOMENT

=(WL2/8)+((ML+MR)/2))

LEFT RIGHT LEFT MID RIGHT R1-R2 3.3 19.874 -27.053 9.648 20.305 9.648 -12.077 20.305 R2-R3 3.1 10.799 -26.076 17.837 16.600 17.837 -8.858 16.600 R3-R4 3.3 16.163 -24.937 19.433 10.300 19.433 -10.070 10.300

3.5.2 Calculation of FINAL MOMENTS at 3RD FLOOR Level:

SPAN LENGTH(m)

L UDL(KN/m)

W

MIDSPAN SAGGING MOMENT CONSIDERING SIMPLY

SUPPORTED, KNm( = WL2/8)

End hogging moments as per

moment distribution,

FINAL MOMENTS, KNm

KNm MID MOMENT

=(WL2/8)+((ML+MR)/2))

LEFT RIGHT LEFT MID RIGHT

C1-C2 3.3 29.922 -40.731 18.903 29.681 18.903 -16.439 29.681 C2-C3 3.1 20.023 -38.134 25.514 24.313 25.514 -13.220 24.313 C3-C4 3.3 25.874 -38.319 29.076 18.374 29.076 -14.594 18.374

31

3.5.3 Calculation of FINAL MOMENTS at 2ND FLOOR Level:

SPAN LENGTH(m)

L UDL(KN/m)

W





FINAL MOMENTS, KNm

KNm MID MOMENT

=(WL2/8)+((ML+MR)/2)) LEFT RIGHT LEFT MID RIGHT

B1-B2 3.3 29.922 -40.731 18.903 29.681 18.903 -16.439 29.681 B2-B3 3.1 20.023 -38.134 25.514 24.313 25.514 -13.220 24.313 B3-B4 3.3 25.874 -38.319 29.076 18.374 29.076 -14.594 18.374

3.5.4 Calculation of FINAL MOMENTS at 1ST FLOOR Level:

SPAN LENGTH(m)

L UDL(KN/m)

W





FINAL MOMENTS, KNm

KNm MID MOMENT

=(WL2/8)+((ML+MR)/2))

LEFT RIGHT LEFT MID RIGHT

A1-A2 3.3 29.922 -40.731 19.379 29.638 19.379 -16.223 29.638 A2-A3 3.1 20.023 -38.134 25.415 24.239 25.415 -13.307 24.239 A3-A4 3.3 25.874 -38.319 29.102 18.652 29.102 -14.442 18.652

32

3.5.5 Calculation of FINAL MOMENTS at GROUND FLOOR Level:

SPAN LENGTH(m)

L UDL(KN/m)

W





FINAL MOMENTS, KNm

KNm MID MOMENT

=(WL2/8)+((ML+MR)/2)) LEFT RIGHT LEFT MID RIGHT

G1-G2 3.3 3.375 -4.594 2.333 3.292 2.333 -1.782 3.292 G2-G3 3.1 3.375 -4.054 2.803 2.787 2.803 -1.259 2.787 G3-G4 3.3 3.375 -4.594 3.265 2.427 3.265 -1.748 2.427

33

3.6 BEAM SHEAR FORCES:

BEAM LENGTH

L (m)

UDL

(KN/m)

POINT LOAD(KN)

S.F(KN) M1(KNm) M2(KNm)

V=(M1-M2)/L

CORRECTED SHEAR FORCE(KN)

LEFT RIGHT LEFT MID RIGHT R1-R2 3.3 19.874

32.79 32.79 9.648 20.305 3.230 36.020 3.17 29.560

R2-R3 3.1 10.799 18.72 27.00 25.16 17.837 16.600 0.400 26.600 0.85 25.560 R3-R4 3.3 16.163 9.784 34.67 28.45 19.433 10.300 2.760 31.910 -7.64 38.750 C1-C2 3.3 29.922

49.30 49.30 18.903 29.681 3.260 52.560 3.29 46.040

C2-C3 3.1 20.023 20.115 42.00 40.20 25.514 24.313 0.390 41.610 -9.29 40.590 C3-C4 3.3 25.874 10.328 51.14 44.56 29.076 18.374 3.240 47.900 -5.17 47.800 B1-B2 3.3 29.922

49.30 49.30 18.903 29.681 3.260 52.560 3.29 46.040

B2-B3 3.1 20.023 20.115 42.00 40.20 25.514 24.313 0.390 41.610 -9.29 40.590 B3-B4 3.3 25.874 10.328 51.14 44.56 29.076 18.374 3.240 47.900 -5.17 47.800 A1-A2 3.3 29.922

49.30 49.30 19.379 29.638 3.100 52.400 2.98 46.200

A2-A3 3.1 20.023 20.115 42.00 40.20 25.415 24.239 0.380 41.620 -9.53 40.580 A3-A4 3.3 25.874 10.328 51.14 44.56 29.102 18.652 3.160 47.980 -5.15 47.720 G1-G2 3.3 3.375

5.57 5.57 2.245 3.516 0.380 5.900 0.34 5.200

G2-G3 3.1 3.375

5.23 5.23 3.677 3.662 0.004 5.234 0 5.226 G3-G4 3.3 3.375

5.57 5.57 3.447 2.355 0.330 5.900 0.34 5.200

34

CHAPTER-4

SEISMIC ANALYSIS

35

4.1 Seismic Load diagram

36

4.1 INTRODUCTION

During an earthquake, ground motions occur in a random fashion, both horizontally and vertically, in all directions radiating from the epicenter. The ground accelerations cause the structure to vibrate and induce inertial forces on them. Hence, structures in such locations need to be suitably designed and detailed to ensure stability, strength and serviceability with acceptable levels of safety under seismic effects. Earthquake can cause damage not only on account of shaking which results from them but also due to other chain effects like landslides, floods, fire etc. it is therefore important to take necessary precautions in the design of structures so that they are safe against such secondary effects also.

The project work being the design of a residential building in Guwahati, which lies in Zone V, necessitates rigorous seismic analysis for proper subsequent designing and detailing. In this regard, the various clauses of IS: 1893(Part 1) – 2002 and IS: 13920 – 1993 are followed.

4.2 SEISMIC WEIGHT OF THE BUILDING:

4.2.1 Load calculation by lump mass model (W):

At roof level (W5):

1. Self weight of slab = (2.7/2+3.6/2)*(3.3+3.1+3.3)*5 = 152.775 KN 2. Self weight of primary beam = (1.375*4+1.8*4+9.7)*3.375 = 75.6 KN 3. Self weight of secondary beam = (2.7+1.35+1.8)*1.875 = 10.97 KN 4. Self weight of wall

= ((3.3-0.3)/2*(2.7/2*3+3.6/2*2) + (3.3-0.25)/2*2.7/2*1+3.6/2*1+ (3.3-0.45)/2*9.7)*3 = 87.58 KN

5. Self wt. of parapet wall = (2.7/2+3.6/2)*2*3 = 18.9 KN 6. Self weight of column = (3.3*0.5*4)*3.375 =22.275 KN 7. Imposed load = 0.00 KN

W5 = 367.9875 KN

At 3rd floor level (W4): 1. Self weight of slab = (2.7/2+3.6/2)*(3.3+3.1+3.3)*5 = 152.775 KN 2. Self weight of primary beam = (1.375*4+1.8*4+9.7)*3.375 = 75.6 KN 3. Self weight of secondary beam = (2.7+1.35+1.8)*1.875 = 10.97 KN 4. Self weight of wall

= ((3.3-0.3)*0.5*(2.7*0.5*3+3.6*0.5*2)+(3.3-0.25)*0.5*(2.7*0.5*1+3.6*0.5*1)+(3.3-0.45)*0.5*9.7+((2.7-0.3)*0.5*(2.7*0.5*3+3.6*0.5*2)+(2.7-0.25)*0.5*(2.7*0.5*1+3.6*0.5*1)+(2.7-0.45)*0.5*9.7))*3 = 162.16 KN

5. Self weight of column = (3.3*0.5*4)*3.375*2 =44.55 KN 6. Imposed load = (2.7/2+3.6/2)*(3.3+3.1+3.3)*(0.25*2) =15.28 KN

W4= 474.11KN

37

At 2nd floor level (W3): 1. Self weight of slab = (2.7/2+3.6/2)*(3.3+3.1+3.3)*5 = 152.775 KN 2. Self weight of primary beam = ((1.375*4+1.8*4+9.7)*3.375 = 75.6 KN 3. Self weight of secondary beam = (2.7+1.35+1.8)*1.875 = 10.97 KN 4. Self weight of wall

= ((3.3-0.3)*0.5*(2.7*0.5*3+3.6*0.5*2)+(3.3-0.25)*0.5*(2.7*0.5*1+3.6*0.5*1)+(3.3-0.45)*0.5*9.7+((2.7-0.3)*0.5*(2.7*0.5*3+3.6*0.5*2)+(2.7-0.25)*0.5*(2.7*0.5*1+3.6*0.5*1)+(2.7-0.45)*0.5*9.7))*3 = 162.16 KN

5. Self weight of column = (3.3*0.5*4)*3.375*2 =44.55 KN 6. Imposed load = (2.7/2+3.6/2)*(3.3+3.1+3.3)*(0.25*2) =15.28 KN

W4= 474.11KN

At 1st floor level (W2): 1. Self weight of slab = (2.7/2+3.6/2)*(3.3+3.1+3.3)*5 = 152.775 KN 2. Self weight of primary beam = (1.375*4+1.8*4+9.7)*3.375 = 75.6 KN 3. Self weight of secondary beam = (2.7+1.35+1.8)*1.875 = 10.97 KN 4. Self weight of wall

= ((3.3-0.3)*0.5*(2.7*0.5*3+3.6*0.5*2)+(3.3-0.25)*0.5*(2.7*0.5*1+3.6*0.5*1)+(3.3-0.45)*0.5*9.7+((2.7-0.3)*0.5*(2.7*0.5*3+3.6*0.5*2)+(2.7-0.25)*0.5*(2.7*0.5*1+3.6*0.5*1)+(2.7-0.45)*0.5*9.7))*3 = 162.16 KN

5. Self weight of column = ((3.3*0.5*4)+(2.7*0.5*4))*3.375 =40.50 KN 6. Imposed load = (2.7/2+3.6/2)*(3.3+3.1+3.3)*(0.25*2) =15.28 KN

W4= 457.28KN

At plinth level (W1): 1) Self weight of primary beam = (1.375*4+1.8*4+9.7)*3.375 = 75.60KN 2) Self weight of columns = (2.1*0.5*4)*3.375 = 14.18 KN

W5 = 89.78 KN

Hence, Total weight W= W5+W4+W3+W2 + W1 = 1389.15 KN

38

4.3 Calculation of Base Shear (VB): VB = Ah.W (as per cl.7.5.3- IS: 1893-2002) Ah = Z.I.Sa/ 2Rg (as per cl.6.4.2- IS: 1893-2002) Z = 0.36 (as per Table 2- IS: 1893-2002) I = 1.0 (as per Table 6- IS: 1893-2002) R = 5.0 (as per Table 7- IS: 1893-2002, for SMRF with ductile detailing) Now, Height h = 3.3 + 3.3 + 3.3 + 2.7+2.1 = 14.2 m Ta = 0.075 × 14.20.75 = 0.56 (as per cl. 7.6.1 IS 1893 (Part 1): 2002) Hence, for medium soil, Sa/g = 2.5 (as per cl.6.4.5 IS 1893 (Part 1): 2002) Ah = 0.36 × 1 × 2.5 / (2 × 5) = 0.09

VB = 0.09 × 1389.15 = 125.02 KN 4.3.1 Distribution of base shear at each floor (Qi): Qi = (Wihi

2/Σ Wihi2) × VB

Wi hi hi2 Wihi2 Wihi2/ΣWihi

2 Q=(Wihi2/ΣWihi2)V

B

roof 367.98

8 14.7 216.09 79518.53 0.434120816 54.28 3rd floor

474.108 11.4 129.96 61615.08 0.336379306 42.06

2nd floor

474.108 8.1 65.61 31106.23 0.169820301 21.23

1st floor

457.278 4.8 23.04 10535.69 0.057518171 7.19

PL 89.775 2.1 4.41 395.9077 0.002161406 0.27

Σ Wihi

2=183171.4 Σ =125.02 = VB

39

SEISMIC ANALYSIS

4.4 ANALYSIS BY CANTILEVER METHOD:

4.4.1 Calculation of distance of centroidal axis:

3.3 3.1 3.3

A A A A

X̅ =

=

= 4.85 m

Fig. 4.1

Fig. 4.2

40

Now, P1 =K x 4.85

P2 = Kx1.55

P3 = Kx1.55

P4 = Kx4.85

P1 = P4

P3 = P2

P2 = 0.319 P1

P3 = 0.319 P1

Plinth level:

Taking moment of all the forces @ the point

-50.69x13.65-39.28x10.35-19.83x7.05-6.72x3.75-0.25x1.05+P1x9.7+P2x6.4-P3x3.3 = 0

Using eqn. 1,

P1 = 118.21KN, P2 = 37.71 KN, P3 = 37.71 KN, P4 = 118.21 KN

For ground floor:

-50.69x11.25-39.28x7.95-19.83x4.65-6.72x1.35+P1x9.7+P2x6.4-P3x3.3 = 0

Using eqn. 1,

P1 = 92.03KN, P2 = 29.36 KN, P3 = 29.36 KN, P4 = 92.03 KN

For 1st floor:

-50.69x8.25-39.28x4.95-19.83x1.65+ P1x9.7+P2x6.4-P3x3.3 = 0

Using eqn. 1

P1 = 60.37 KN, P2 = 19.25 KN, P3 = 19.25 KN, P4 = 60.37 KN

Equation 1

41

For 2nd floor:

-50.69x4.95-39.28x1.65+ P1x9.7+P2x6.4-P3x3.3 = 0

Using eqn 1

P1 = 29.54 KN, P2 = 9.42 KN, P3 = 9.42 KN, P4 = 29.54 KN

For 3rd floor:

-50.69x1.65+ P1x9.7+P2x6.4-P3x3.3 = 0

Using eqn 1

P1 = 7.82 KN, P2 = 2.49 KN, P3 = 2.49KN, P4 = 7.82 KN

4.4.2 CALCULATION OF BEAM SHEAR, BEAM MOMENT, COLUMN SHEAR

AND COLUMN MOMENT

4.4.2.1 Considering the joints J21 – J22 – J23 – J24

Calculation of shear forces in beams

J21- J22 = 7.82

J22 – J23 = 10.31

J23 – J24 = 7.82

Calculation of beam moments

M (J21-J22) = 7.82x3.3/2 = 12.903 KNm

M (J22- J23) = 10.31x3.1/2 = 15.98 KNm

M (J23-J24) = 7.82x3.3/2 = 12.903 KNm

Fig. 4.3

42

Calculation of column moments and column shear:

Joint J21:

M (J21- J17) + M(J21- J22) = 0

⇒ M (J21- J17) = - 12.903 KNm

∴ Column shear = 12.903/(3.3/2) = 7.82 KN

Joint J22:

M (J22- J21) + M (J22- J23) + M (J22- J18) = 0

⇒-2.903+15.98 = M (J22- J18)

⇒ M (J22- J18) = 28.883 KNm

∴ Column shear = 28.883/ (3.3/2) = 17.50 KN

Joint J23:

M (J23- J19) = 28.883 KNm

Column shear = 28.883/ (3.3/2) = 17.50 KN

Joint J24:

M (J24- J20) = 12.903 KNm

∴ Column shear = 12.903/ (3.3/2) = 7.82 KN

Fig. 4.4

43


Calculation of shear forces in beams:

J17 – J18 = 21.72 KN

J18 – J19 = 28.65 KN

J19 – J20 = 21.72 KN

Calculation of beam moments:

M (J17-J18) = 21.72x3.3/2 = 35.838 KNm

M (J18- J19) = 28.65x3.1/2 = 44.41 KNm

M (J19-J20) = 21.72x3.3/2 = 35.838 KNm

Fig. 4.5

Fig. 4.6

44


Joint J17:

M (J17- J21) + M (J17- J18) + M (J17- J13) = 0

⇒ M (J17- J13) + (35.838- 12.903) = 0 KNm

⇒ M (J17- J13) = 22.935 KNm

∴ Column shear = 22.935/(3.3/2) = 13.9 KN

Joint J18:

M (J18- J22) + M (J18- J19) + M (J18- J17) + M (J18-J14) = 0

⇒ M (J18-J14) = 51.36 KNm

∴ Column shear = 51.36/ (3.3/2) = 31.12 KN

Joint J19:

M (J19- J23) + M (J19- J18) + M (J19- J20) + M (J19- J15) = 0

⇒ M (J19- J15) = 51.36 KN

∴ Column shear = 51.36/ (3.3/2) = 31.12 KN

Joint J20:

M (J20- J24) + M (J20- J19) + M (J20- J16) = 0

⇒ M (J20- J16) = 22.935 KNm

∴ Column shear = 22.935/(3.3/2) = 13.9 KN

Fig. 4.7

45



J13 – J14 = 30.83 KN

J14 – J15 = 40.66 KN

J15 – J16 = 30.83 KN

Fig. 4.8

Fig. 4.9

46


M (J13 – J14) = 30.83x3.3/2 = 50.86 KNm

M (J14 – J15) = 40.66x3.1/2 = 63.023 KNm

M (J15 – J16) = 30.83x3.3/2 = 50.86 KNm


Joint J13:

M (J13- J17) + M (J13- J14) + M (J13- J9) = 0

⇒ M (J13- J9) = 27.925 KNm

∴ Column shear = 27.925/(3.3/2) = 16.93 KN

Joint J14:

M (J14- J18) + M (J14- J15) + M (J14- J13) + M (J14 - J10) = 0

⇒ M (J14 - J10) = 62.523 KNm

∴ Column shear = 62.523/(3.3/2) = 37.89 KN

Joint J15:

M (J15- J19) + M (J15- J16) + M (J15- J14) + M (J15 - J11) = 0

⇒ M (J15 - J11) = 62.523 KNm

∴ Column shear = 62.523/(3.3/2) = 37.89 KN

Fig. 4.10

47

Joint J16:

M (J16- J20) + M (J16- J15) + M (J16- J12) = 0

⇒ M (J16- J12) = 27.925 KNm

∴ Column shear = 27.925/(3.3/2) = 16.93 KN



J9 – J10 = 31.66 KN

J10 – J11 = 41.77 KN

J11 – J12 = 31.66 KN


M (J9 – J10) = 31.66 x3.3/2 = 52.239 KNm

M (J10 – J11) = 41.77 x3.1/2 = 64.744 KNm

M (J11 – J12) = 31.66 x3.3/2 = 52.239 KNm

Fig. 4.11

Fig. 4.12

48


Joint J9:

M (J9- J13) + M (J9- J10) + M (J9- J5) = 0

⇒ M (J9- J5) = 24.314 KNm

∴ Column shear = 24.314/ (2.7/2) = 18.01 KN

Joint J10:

M (J10- J14) + M (J10- J11) + M (J10- J9) + M (J10 – J6) = 0

⇒ M (J10 – J6) = 54.46 KNm

∴ Column shear = 54.46/ (2.7/2) = 40.34 KN

Joint J11:

M (J11- J15) + M (J11- J10) + M (J11- J12) + M (J11 – J7) = 0

⇒ M (J11 – J7) = 54.46 KNm

∴ Column shear = 54.46/ (2.7/2) = 40.34 KN

Joint J12:

M (J12- J16) + M (J12- J11) + M (J12- J8) = 0

⇒ M (J12- J8) = 24.314 KNm

∴ Column shear = 24.314/ (2.7/2) = 18.01 KN

Fig. 4.13

49



J5 – J6 = 26.18 KN

J6 – J7 = 34.53 KN

J7 – J8 = 26.18 KN


M (J5 – J6) = 26.18 x3.3/2 = 43.197 KNm

M (J6 – J7) = 34.53 x3.1/2 = 53.52 KNm

M (J7 – J8) = 26.18 x3.3/2 = 43.197 KNm

Fig. 4.14

Fig. 4.15

50


Joint J5:

M (J5- J9) + M (J5- J6) + M (J5- J1) = 0

⇒ M (J5- J1) = 18.883 KNm

∴ Column shear = 18.883/ (2.1/2) = 17.98 KN

Joint J6:

M (J6- J10) + M (J6- J5) + M (J6- J7) + M (J6 – J2) = 0

⇒ M (J6 – J2) = 42.257 KNm

∴ Column shear = 42.257/ (2.1/2) = 40.24 KN

Joint J7:

M (J7- J12) + M (J7- J6) + M (J7- J8) + M (J7 – J3) = 0

⇒ M (J7 – J3) = 42.257 KNm

∴ Column shear = 42.257/ (2.1/2) = 40.24 KN

Joint J8:

M (J8 – J12) + M (J8- J7) + M (J8- J4) = 0

⇒ M (J8- J4) = 18.883 KNm

∴ Column shear = 18.883/ (2.1/2) = 17.98 KN

Fig. 4.16

51

Fig. 4.17

52

CHAPTER – 5

DESIGN OF SLAB

53

5.1 Desig

n consideration:

Let, Span / effective depth

= 26x1.51

Where 1.51 is the modification factor as per cl. 23.2.1(c), IS 456:2000 (obtained for 25% tension reinforcement)

⇒ 3600/d = 26x1.51

⇒ d = 91.69 m

Nominal cover = 20 mm (mild exposure)

Diameter of the bar = 8 mm

∴ Total depth = 91.69+20+8/2

= 115.69 < 120

Thus it is satisfactory.

∴ Effective depth provided

d = 120- 20- 8/2 = 96 mm

lx = 3300 mm

ly = 3600 mm

Therefore, ly/lx = 3600/3300 = 1.09 < 2

So the slab is a two way slab

Determination of moments of slabs(Laterally restrained slabs):

According to IS 456: 2000, clause D-1.1 , the maximum B.M. per width in the slab are given by,

Mx = αxwlx2

My = αywly2

Where, lx and ly = length of shorter and longer span respectively

αx and αy = co-efficient

Mx and My = moments on strips of unit width spanning lx and ly respectively

W = total design load per unit area

54

5.2 Load diagram for Slab

55

5.3 Design Loads for Slab:

For roof slab:

W1 = 1.5x (0.120x25+1.5+1)

= 8.25KN/m2

For floor slab,

W2 = 1.5x (0.120x25+2+1)

= 9KN/m2

For ly/lx = 1.09 and two adjacent edges discontinuous

Short span co-efficient (αx)

Negative moment at continuous edges = - 0.0524

Positive moment at the midspan = + 0.0395

Long span co-efficient (αy)

Negative moment at the support = - 0.047

Positive moment at the midspan = + 0.035

5.4 Design moments for Slab:

Short span

Long span

Near support midspan Near support midspan Mroof = - 0.0524x8.25x3.32 = -4.71KNm

Mroof = 0.0395x8.25x3.32 =+3.55KNm

Mroof = --0.047x8.25 x3.32

= -4.22KNm

Mroof = +0.035x8.25 x3.32

= +3.14KNm

Mfloor= -0.0524x9x3.32 =-5.136KNm

Mfloor= 0.0395x9x3.32 = +3.87KNm

Mfloor= -0.047x9x3.32 = -4.61KNm

Mfloor= 0.035x9x3.32 = 3.43KNm

56

Now,

R = Mu/bd2 = (Mx106)/(1000x962)

Ast = bd x fck / 2fy [1 - √1-4.598xR/fck]

Spacing = 1000 x Ab / Ast

For 8mm dia,

Ab = π/4 x 82 = 50 mm2

5.5 Design of Slab:

Short span

Long span

ROOF

Support

Midspan Support Midspan

R 0.511

0.39 0.46 0.341

Ast 140.12

106.14 125.73 92.53

Spacing 356.83

451.08 397.66 540.39

Reinforcement provided

Provide 8ɸ @ 280c/c




FLOOR

R

0.56 0.42 0.50 0.37

Ast

154.04 114.52 137.01 100.57

Spacing

324.59 436.62 364.93 497.15

Reinforcement provided





5.6 Check for spacing:

cl. 26.3.3 (b)

Spacing should be less than

a. 3xd = 3x96 = 288 mm

57

b. 300 mm

Therefore, spacing < 288 mm i.e. 280mm < 288mm

5.7 Check for thickness of slab:

Maximum B.M. = 5.136KNm

∴ dreqd = √(5.136x106)/(0.138x20x1000) = 43.14mm

∴ Dreqd = 43.14+20+4 = 67.14 mm < 120 mm

Hence safe…..

5.8 Cross section of the Slab

58

CHAPTER- 6

DESIGN MOMENTS AND

SHEAR FORCES

(For Beam)

59

6.1 DESIGN TABLES FOR BENDING MOMENTS

60

A. Load combination for B.M. of beams at ROOF level

MEMBER R1-R2 R2-R3 R3-R4

Load combination END MID END END MID END END MID END

DL+LL 9.648 -12.077 20.305 17.837 -8.858 16.600 19.433 -10.070 10.300

EL -12.903 0.000 12.903 -15.980 0.000 15.980 -12.903 0.000 12.903

1.5(DL+LL) 14.472 -18.116 30.458 26.756 -13.287 24.900 29.150 -15.105 15.450

1.2(DL+LL+EL) -3.906 -14.492 39.850 2.228 -10.630 39.096 7.836 -12.084 27.844

1.2(DL+LL-EL) 27.061 -14.492 8.882 40.580 -10.630 0.744 38.803 -12.084 -3.124

Design moment

27.943 36.744 34.038 31.134 33.108 27.409

-12.903 -19.505 -15.98 -2.696 -7.218 -12.903 -14.534 -3.558

B. Load combination for B.M. of beams at 3RD FLOOR level

MEMBER C1-C2 C2-C3 C3-C4


DL+LL 18.903 -16.439 29.681 25.514 -13.220 24.313 29.076 -14.594 18.374

EL -35.838 0.000 35.838 -44.400 0.000 44.400 -35.838 0.000 35.838

1.5(DL+LL) 28.355 -24.659 44.522 38.271 -19.830 36.470 43.614 -21.891 27.561

1.2(DL+LL+EL) -20.322 -19.727 78.623 -22.663 -15.864 82.456 -8.114 -17.513 65.054

1.2(DL+LL-EL) 65.689 -19.727 -7.388 83.897 -15.864 -24.104 77.897 -17.513 -20.957

Design moment

65.689 78.623 83.897 82.456 77.897 65.054

-35.838 -24.659 -7.388 -44.4 -19.83 -24.104 -35.838 -21.891 -20.957

61

C. Load combination for B.M. of beams at 2ND FLOOR level

MEMBER B1-B2 B2-B3 B3-B4


DL+LL 18.903 -16.439 29.681 25.514 -13.220 24.313 29.076 -14.594 18.374

EL -50.869 0.000 50.869 -63.023 0.000 63.023 -50.869 0.000 50.869

1.5(DL+LL) 28.355 -24.659 44.522 38.271 -19.830 36.470 43.614 -21.891 27.561

1.2(DL+LL+EL) -38.359 -19.727 96.660 -45.011 -15.864 104.803 -26.152 -17.513 83.092

1.2(DL+LL-EL) 83.726 -19.727 -25.426 106.244 -15.864 -46.452 95.934 -17.513 -38.994

Design moment 83.726

96.66 106.244

104.803 95.934

83.092

-50.869 -24.659 -25.426 -63.023 -19.83 -46.452 -50.869 -21.891 -38.994

D. Load combination for B.M. of beams at 1ST FLOOR level

MEMBER A1-A2 A2-A3 A3-A4


DL+LL 19.379 -16.223 29.638 25.415 -13.307 24.239 29.102 -14.442 18.652

EL -52.239 0.000 52.239 -64.743 0.000 64.743 -52.239 0.000 52.239

1.5(DL+LL) 29.069 -24.335 44.457 38.123 -19.961 36.359 43.653 -21.663 27.978

1.2(DL+LL+EL) -39.432 -19.468 98.252 -47.194 -15.968 106.778 -27.764 -17.330 85.069

1.2(DL+LL-EL) 85.942 -19.468 -27.121 108.190 -15.968 -48.605 97.609 -17.330 -40.304

Design moment 85.942 98.252 108.19 106.778 97.609 85.069

-52.239 -24.335 -27.121 -64.743 -19.961 -48.605 -52.239 -21.663 -40.304

62

E. Load combination for B.M. of beams at GROUND FLOOR level

MEMBER G1-G2 G2-G3 G3-G4


DL+LL 2.245 -1.714 3.516 3.677 -0.385 3.662 3.447 -1.693 2.355

EL -43.197 0.000 43.197 -53.522 0.000 53.522 -43.197 0.000 43.197

1.5(DL+LL) 3.368 -2.571 5.274 5.516 -0.578 5.493 5.171 -2.540 3.533

1.2(DL+LL+EL) -49.142 -2.057 56.056 -59.814 -0.462 68.621 -47.700 -2.032 54.662

1.2(DL+LL-EL) 54.530 -2.057 -47.617 68.639 -0.462 -59.832 55.973 -2.032 -49.010

Design moment 54.53 56.056 68.639 68.621 55.973 54.662

-49.142 -2.571 -47.617 -59.814 -0.578 -59.832 -47.7 -2.54 -49.01

63

6.2 DESIGN TABLES FOR SHEAR FORCES

64

A. Load Combination for Shear Forces of beams at ROOF level:

R1-R2 R2-R3 R3-R4

Load

combination END MID END END MID END END MID END

DL+LL 36.02 3.17 29.56 26.6 0.85 25.56 31.91 7.64 38.75

EL 7.82 7.82 7.82 10.31 10.31 10.31 7.82 7.82 7.82

1.5(DL+LL) 54.03 4.755 44.34 39.9 1.275 38.34 47.865 11.46 58.125

1.2(DL+LL+EL) 52.608 13.188 44.856 44.292 13.392 43.044 47.676 18.552 55.884

Design shear 52.608 13.188 44.856 44.292 13.392 43.044 47.676 18.552 55.884

B. Load Combination for Shear Forces of beams at 3RD FLOOR level:

R1-R2 R2-R3 R3-R4

Load


DL+LL 52.56 3.29 46.04 41.61 -9.29 40.59 47.9 5.17 47.8

EL 21.27 21.27 21.27 28.65 28.65 28.65 21.27 21.27 21.27

1.5(DL+LL) 78.84 4.935 69.06 62.415 -13.935 60.885 71.85 7.755 71.7

1.2(DL+LL+EL) 88.596 29.472 80.772 84.312 23.232 83.088 83.004 31.728 82.884

Design shear 88.596 29.472 80.772 84.312 23.232 83.088 83.004 31.728 82.884

C. Load Combination for Shear Forces of beams at 2ND FLOOR level:

R1-R2 R2-R3 R3-R4

Load


DL+LL 52.56 3.29 46.04 41.61 -9.29 40.59 47.9 5.17 47.8

EL 30.83 30.83 30.83 40.66 40.66 40.66 30.83 30.83 30.83

1.5(DL+LL) 78.84 4.935 69.06 62.415 -13.935 60.885 71.85 7.755 71.7

1.2(DL+LL+EL) 100.068 40.944 92.244 98.724 37.644 97.5 94.476 43.2 94.356

Design shear 100.068 40.944 92.244 98.724 37.644 97.5 94.476 43.2 94.356

65

D. Load Combination for Shear Forces of beams at 1ST FLOOR level:

R1-R2 R2-R3 R3-R4

Load


DL+LL 52.4 2.98 46.2 41.62 -9.53 40.58 47.98 5.15 47.72

EL 31.66 31.66 31.66 41.77 41.77 41.77 31.66 31.66 31.66

1.5(DL+LL) 78.6 4.47 69.3 62.43 -14.295 60.87 71.97 7.725 71.58

1.2(DL+LL+EL) 100.872 41.568 93.432 100.068 38.688 98.82 95.568 44.172 95.256

Design shear 100.872 41.568 93.432 100.068 38.688 98.82 95.568 44.172 95.256

E. Load Combination for Shear Forces of beams at GROUND FLOOR level:

R1-R2 R2-R3 R3-R4

Load


DL+LL 5.9 0.34 5.2 5.234 0 5.226 5.9 0.34 5.2

EL 26.18 26.18 26.18 34.53 34.53 34.53 26.18 26.18 26.18

1.5(DL+LL) 8.85 0.51 7.8 7.851 0 7.839 8.85 0.51 7.8

1.2(DL+LL+EL) 38.496 31.824 37.656 47.7168 41.436 47.7072 38.496 31.824 37.656

Design shear 38.496 31.824 37.656 47.7168 41.436 47.7072 38.496 31.824 37.656

66

CHAPTER- 7

DESIGN MOMENTS AND

AXIAL LOADS

(FOR COLUMNS AND FOOTINGS)

67

7.1 CONSIDERATIONS

For getting worst condition of bending moment in columns, let us consider that, in each floor of frame F, slab F1-F2 is assumed to be fully loaded and slab F2-F3 (each floor) is loaded only by the dead load. Similarly, in frame 2, slab G2-F2 (each floor) is assumed to be fully loaded and slab F2-E2 (each floor) is considered to be loaded only by the dead load.

7.2 FIXED END MOMENTS FOR COLUMN 1 (FRAME YY)

FEM (R1R2) = +18.063 KNm

FEM (C1C2) = +27.154KNm

Fig. 7.1

68

FEM (B1B2) = +27.154KNm

FEM (A1A2) = +27.154KNm

FEM (G1G2) = +3.063KNm

7.2 DESIGN MOMENTS FOR COLUMN 1

MEMBER R1-C1 C1-B1 B1-A1 A1-G1 G1-F1

Load combination

DL+LL -9.030 -8.960 -8.960 -10.32 -1.250

EL 12.903 22.935 27.934 24.305 18.892

1.5(DL+LL) -13.545 -13.440 -13.440 -15.480 -1.875

1.2(DL+LL+EL) 4.648 16.770 22.769 16.782 21.170

1.2(DL+LL-EL) -26.320 -38.274 -44.273 -41.550 -24.170

Design moment -26.320 -38.274 -44.273 -41.550 -24.170

7.3 CALCULATION OF COLUMN AXIAL

AT ROOF LEVEL

Load on Column R1C1

= Half of Load carried by Beam (RY1RY2+ RY1Rz1+ Rx1RY1) + Self weight of Column R1C1

= 0.5 x (19.874x3.3+13.801x2.7+15.451x3.6) + 3.375 x 3.3

= 90.372 KN

AT 3RD FLOOR LEVEL

Load on Column C1B1

= Half of Load carried by Beam (CY1CY2+ CY1CZ1+CX1CY1) + Self weight of Column C1B1+

= 0.5x (20.027x2.7+21.827x3.6+29.922x3.3) + 3.375x3.3+90.372

= 217.206 KN

69

AT 2ND FLOOR LEVEL

Load on Column B1A1

= Half of Load carried by Beam (BY1BY2+ BY1BZ1+BX1BY1) + Self weight of Column B1A1+217.206

= 0.5x (20.027x2.7+21.827x3.6+29.922x3.3) + 3.375x3.3+217.206

= 348.258 KN

AT 1ST FLOOR LEVEL

Load on Column A1G1

= Half of Load carried by Beam (AY1AY2+ AY1AZ1+AX1AY1) + Self weight of Column A1G1+348.258

= 0.5x (20.027x2.7+21.827x3.6+29.922x3.3) + 3.375x2.7+348.258

= 468.848 KN

AT GROUND FLOOR LEVEL

Load on Column G1F1

= Half of Load carried by Beam (GY1GY2+ GY1GZ1+GX1GY1) + Self weight of Column G1F1

= 0.5x (3.375x3.3+3.375x2.7+3.375x3.6) +3.375x2.1+468.848

= 492.136 KN

7.4 DESIGN AXIAL FORCES FOR COLUMN 1


Load combination

DL+LL 90.372 217.206 348.258 468.848 492.136

EL 7.820 29.540 60.370 92.030 118.21

1.5(DL+LL) 135.558 325.809 522.387 703.272 738.204

1.2(DL+LL+EL) 117.830 296.095 490.354 673.054 732.415

1.2(DL+LL-EL) 99.062 225.199 345.466 452.182 448.711

DESIGN AXIAL FORCE 135.558 325.809 522.387 703.272 738.204

70

Fig. 7.2

71


FEM (R1R2) = -18.063 KNm

FEM (R2R3) = +16.529 KNm

FEM (C1C2) = -27.154KNm

FEM (C2C3) = +24.504KNm

FEM (B1B2) = -27.154 KNm

FEM (B2B3) = +24.504 KNm

Fig. 7.3

72

FEM (A1A2) = -27.154 KNm

FEM (A2A3) = +24.504 KNm

FEM (G1G2) = -3.063KNm

FEM (G2G3) = +2.703 KNm



Load combination

DL+LL 0.660 0.660 0.660 0.768 0.115

EL 28.883 51.355 62.537 54.445 42.274

1.5(DL+LL) 0.990 0.990 0.990 1.152 0.173

1.2(DL+LL+EL) 35.452 62.418 75.836 66.256 50.867

1.2(DL+LL-EL) -33.868 -60.834 -74.252 -64.412 -50.591

Design moment 35.452 62.418 75.836 66.256 50.867


AT ROOF LEVEL

Load on Column R2C2

= Half of Load carried by Beam (RY1RY2+ RY2Rz2+ Rx2Ry2 +RY2RY3) + Self weight of Column R2C2+ Load due to Secondary Beam (PR1)

= 0.5 x (19.874 x 3.3+10.799 x 3.1 + 18.227 x 2.7+ 16.301 x 3.6) + 10.225+3.375 x3.3

= 124.872 KN

AT 3RD FLOOR LEVEL

Load on Column C2B2

= Half of Load carried by Beam (CY1CY2+ CY2CZ2+CX2CY2+CY2CY3) + Self weight of Column C2B2+ Load due to Secondary Beam (PC1)+124.872

= 0.5x (20.023x3.1+29.922x3.3+28.129x2.7+17.477x3.6)+11.031+3.375x3.3+124.872

= 296.88 KN

73

AT 2ND FLOOR LEVEL

Load on Column B2A2

= Half of Load carried by Beam (BY1BY2+ BY2BZ2+BX2BY2+BY2BY3) + Self weight of Column B2A2+ Load due to Secondary Beam (PB1)+296.88

= 0.5x (20.023x3.1+29.922x3.3+28.129x2.7+17.477x3.6) +11.031+3.375x3.3+296.88

= 473.101 KN

AT 1ST FLOOR LEVEL

Load on Column A2G2

= Half of Load carried by Beam (AY1AY2+ AY2AZ2+AX2AY2+AY2AY3) + Self weight of Column A2G2+ Load due to Secondary Beam (PA1)+473.101

= 0.5x (20.023x3.1+29.922x3.3+28.129x2.7+17.477x3.6) +11.031+3.375x2.7+473.101

= 638.872 KN


Load on Column G2F2

= Half of Load carried by Beam (GY1GY2+ GY2GZ2+GX2GY2+GY2GY3) + Self weight of Column G2F2 +638.872

= 0.5x (3.375x3.1+3.375x3.3+3.375x2.7+3.375x3.6) + 3.375x2.1+638.872

= 667.513 KN



Load combination

DL+LL 124.872 296.88 473.101 638.872 667.513

EL 2.490 9.420 19.250 29.360 37.710

1.5(DL+LL) 187.308 445.320 709.652 958.308 1001.270

1.2(DL+LL+EL) 152.834 367.560 590.821 801.878 846.268

1.2(DL+LL-EL) 146.858 344.952 544.621 731.414 755.764


74

Fig. 7.4

75


FEM (R2R3) = -15.139 KNm

FEM (R3R4) = +18.598 KNm

FEM (C3C4) = +27.628 KNm

Fig. 7.5

76

FEM (C2C3) = -23.009 KNm

FEM (B3B4) = +27.628 KNm

FEM (B2B3) = -23.009 KNm

FEM (A3A4) = +27.628 KNm

FEM (A2A3) = -23.009 KNm

FEM (G3G4) = +3.063KNm

FEM (G2G3) = -2.703 KNm



Load combination

DL+LL -1.150 -1.150 -1.150 -1.34 -0.115

EL 28.883 51.355 62.537 54.445 42.274

1.5(DL+LL) -1.725 -1.725 -1.725 -2.010 -0.173

1.2(DL+LL+EL) 33.280 60.246 73.664 63.726 50.591

1.2(DL+LL-EL) -36.040 -63.006 -76.424 -66.942 -50.867

Design moment -36.040 -63.006 -76.424 -66.942 -50.867


AT ROOF LEVEL

Load on Column R3C3

= Half of Load carried by Beam (RY2RY3+ RY3Rz3+ Rx3Ry3 +RY3RY4) + Self weight of Column R3C3+ Load due to Secondary Beam(PR1)+ Load due to Secondary Beam(PR2)

= 0.5 x (16.163 x 3.3 + 10.799 x3.1 + 16.301 x 3.6 +12.451 x 2.7) + 8.465 + 8.005 + 3.375 x 3.3

= 117.166 KN

77

AT 3RD FLOOR LEVEL

Load on Column C3B3

= Half of Load carried by Beam (CY2CY3+ CY3CZ3+CX3CY3+CY3CY4) + Self weight of Column C3B3+ Load due to Secondary Beam(PC1)+ Load due to Secondary Beam(PC2)+117.166

= 0.5(25.874x3.3+20.023x3.1+13.277x2.7+17.477x3.6)+9.084+8.45+3.375x3.3+117.166

= 268.938 KN

AT 2ND FLOOR LEVEL

Load on Column B3A3

= Half of Load carried by Beam (BY2BY3+ BY3BZ3+BX3BY3+BY3BY4) + Self weight of Column B3A3+ Load due to Secondary Beam(PB1)+ Load due to Secondary Beam(PB2)+268.938

= 0.5(25.874x3.3+20.023x3.1+13.277x2.7+17.477x3.6)+9.084+8.45+3.375x3.3+268.938

= 420.711 KN

AT 1ST FLOOR LEVEL

Load on Column A3G3

= Half of Load carried by Beam (AY2AY3+ AY3AZ3+AX3AY3+AY3AY4) + Self weight of Column A3G3+ Load due to Secondary Beam(PA1)+ Load due to Secondary Beam(PA2)+420.711

= 0.5(25.874x3.3+20.023x3.1+13.277x2.7+17.477x3.6)+9.084+8.45+3.375x2.7+420.711

= 570.458 KN


Load on Column G3F3

= Half of Load carried by Beam (GY2GY3+ GY3GZ3+GX3GY3+GY3GY4) + Self weight of Column G3F3+570.458

= 0.5(3.375x3.3+3.375x3.1+3.375x2.7+3.375x3.6) +2.1x3.375+570.458

= 598.976 KN

78



Load combination

DL+LL 117.166 268.938 420.711 570.458 598.976

EL -2.490 -9.420 -19.250 -29.360 -37.71

1.5(DL+LL) 175.749 403.407 631.067 855.687 898.464

1.2(DL+LL+EL) 137.611 311.422 481.753 649.318 673.519

1.2(DL+LL-EL) 143.587 334.030 527.953 719.782 764.023


Fig. 7.6

79


FEM (R3R4) = -15.541 KNm

FEM (C3C4) = -24.402 KNm

FEM (B3B4) = -24.402 KNm

FEM (A3A4) = -24.402 KNm

FEM (G3G4) = -3.063 KNm

Fig. 7.7

80



Load combination

DL+LL 8.050 8.050 8.050 8.78 1.250

EL 12.903 22.935 27.934 24.305 18.892

1.5(DL+LL) 12.075 12.075 12.075 13.170 1.875

1.2(DL+LL+EL) 25.144 37.182 43.181 39.702 24.170

1.2(DL+LL-EL) -5.824 -17.862 -23.861 -18.630 -21.170

Design moment 25.144 37.182 43.181 39.702 24.170


AT ROOF LEVEL

Load on Column R4C4

= Half of Load carried by Beam (RY1RY2+ RY1Rz1+ Rx1Ry1) + Self weight of Column R1C1+ Load due to Secondary Beam (PR2)

= 0.5 x (16.163 x 3.3 +15.451 x3.6 + 10.09 x 2.7) +3.375 x 3.3 + 5.249 + 1.779

= 86.268 KN

AT 3RD FLOOR LEVEL

Load on Column C4B4

= Half of Load carried by Beam (CY1CY2+ CY1CZ1+CX1CY1) + Self weight of Column C4B4+ Load due to Secondary Beam (PC2)+86.268

= 0.5 x (15.978x2.7+21.827x3.6+25.874x3.3) +5.366+1.878+3.375x3.3+86.268

= 208.2 KN

AT 2ND FLOOR LEVEL

Load on Column B4A4

= Half of Load carried by Beam (BY1BY2+ BY1BZ1+BX1BY1) + Self weight of Column B4A4+ Load due to Secondary Beam (PB2)+208.2

81

= 0.5 x (15.978x2.7+21.827x3.6+25.874x3.3) +5.366+1.878+3.375x3.3+208.2

= 334.345 KN

AT 1ST FLOOR LEVEL

Load on Column A4G4

= Half of Load carried by Beam (AY1AY2+ AY1AZ1+AX1AY1) + Self weight of Column A4G4+ Load due to Secondary Beam (PA2)+334.345

= 0.5 x (15.978x2.7+21.827x3.6+25.874x3.3) +5.366+1.878+3.375x2.7+334.345

= 450.04 KN


Load on Column G4F4

= Half of Load carried by Beam (GY1GY2+ GY1GZ1+GX1GY1) + Self weight of Column G4F4++450.04

= 0.5 x (3.375x3.6+3.375x2.7+3.375x3.3) +2.1x3.375+450.04

= 473.328 KN



Load combination

DL+LL 86.268 208.2 334.345 450.04 473.328

EL -7.820 -29.540 -60.370 -92.030 -118.21

1.5(DL+LL) 129.402 312.300 501.518 675.060 709.992

1.2(DL+LL+EL) 94.138 214.392 328.770 429.612 426.142

1.2(DL+LL-EL) 112.906 285.288 473.658 650.484 709.846


82

Fig. 7.8

83

CHAPTER- 8

DESIGN OF BEAM

84

8.1 DESIGN FOR BENDING MOMENT

85

8.1.1 Design of Beam at Roof level

R1-R2 R2-R3 R3-R4 END MID END END MID END END MID END

DESIGN MOMENT 27.061 39.85 40.58 39.096 38.803 27.844

-12.903 -18.116 -15.98 -13.287 -12.903 -15.105 -3.124

Mu/bd2 0.531 0 0.783 0.797 0 0.768 0.762 0 0.547

-0.253 -0.356 0 -0.314 -0.261 0 -0.253 -0.297 -0.061 Pt 0.158 0.233 0.233 0.233 0.233 0.158 Ast 195.288 0 287.988 287.988 0 287.988 287.988 0 195.288 Pt 0.085 0.114 0.099 0.085 0.085 0.085 0.085 Ast 105.06 140.904 0 122.364 105.06 0 105.06 105.06 105.06 NO OF BARS AT TOP 2 nos 16 Ф bars (402 )throughout the length NO OF BARS AT BOTTOM 2 nos 16 Ф bars (402) throughout the length

8.1.2 Design of Beam at 3rd FLOOR level

C1-C2 C2-C3 C3-C4 END MID END END MID END END MID END

DESIGN MOMENT 65.689 78.623 83.897 82.456 77.897 65.054

-35.838 -24.659 -7.388 -44.4 -19.83 -24.104 -35.838 -21.891 -20.957

Mu/bd2 1.303 0.000 1.559 1.664 0.000 1.635 1.545 0.000 1.290

-0.711 -0.489 -0.147 -0.880 -0.393 -0.478 -0.711 -0.434 -0.416 Pt 0.392 0.494 0.53 0.512 0.477 0.392 Ast 482.16 0 607.62 651.9 0 629.76 586.71 0 482.16 Pt 0.218 0.143 0.085 0.264 0.114 0.143 0.218 0.128 0.128 Ast 268.14 175.89 104.55 324.72 140.22 175.89 268.14 157.44 157.44 no of bars at top 2 nos 20 Ф bars (628 mm2) throughout the length no of bars at top 1 nos 20 Ф bar (314) no of bars at bottom 2 nos 16 Ф bars (402) throughout the length

86

8.1.2 Design of Beam at 2ND FLOOR level

B1-B2 B2-B3 B3-B4 END MID END END MID END END MID END

DESIGN MOMENT 83.726 96.66 106.244 104.803 95.934 83.092

-50.869 -24.659 -25.426 -63.023 -19.83 -46.452 -50.869 -21.891 -38.994

Mu/bd2 1.660 0.000 1.917 2.107 0.000 2.078 1.902 0.000 1.648

-1.009 -0.489 -0.504 -1.250 -0.393 -0.921 -1.009 -0.434 -0.773 Pt 0.53 0.621 0.685 0.67 0.602 0.53 Ast 651.9 0 763.83 842.55 0 824.1 740.46 0 651.9 Pt 0.327 0.143 0.143 0.376 0.114 0.28 0.295 0.128 0.233 Ast 402.21 175.89 175.89 462.48 140.22 344.4 362.85 157.44 286.59 no of bars at top 2 nos 20 Ф bars (628 mm2) throughout the length no of bars at top 1 nos 20 Ф bar (314) curtailing no of bars at bottom 2 nos 20 Ф bars (628) throughout the length

8.1.2 Design of Beam at 1ST FLOOR level

A1-A2 A2-A3 A3-A4 END MID END END MID END END MID END

DESIGN MOMENT 85.942 98.252 108.19 106.778 97.609 85.069

-52.239 -24.335 -27.121 -64.743 -19.961 -48.605 -52.239 -21.663 -40.304

Mu/bd2 1.704 0.000 1.948 2.145 0.000 2.117 1.936 0.000 1.687

-1.036 -0.483 -0.538 -1.284 -0.396 -0.964 -1.036 -0.430 -0.799 Pt 0.53 0.621 0.701 0.685 0.621 0.53 Ast 651.9 0 763.83 862.23 0 842.55 763.83 0 651.9 Pt 0.311 0.143 0.158 0.392 0.114 0.295 0.311 0.128 0.233 Ast 382.53 175.89 194.34 482.16 140.22 362.85 382.53 157.44 286.59 no of bars at top 2 nos 20 Ф bars (628 mm2) throughout the length no of bars at top 1 nos 20 Ф bar (314) curtailing no of bars at bottom 2 nos 20 Ф bars (628) throughout the length

87

8.1.3 Design of Beam at Ground FLOOR level

G1-G2 G2-G3 G3-G4 END MID END END MID END END MID END

DESIGN MOMENT 54.53 56.056 68.639 68.621 55.973 54.662

-49.142 -2.571 -47.617 -59.814 -0.578 -59.832 -47.7 -2.54 -49.01

Mu/bd2 1.081 0.000 1.112 1.361 0.000 1.361 1.110 0.000 1.084

-0.974 -0.051 -0.944 -1.186 -0.011 -1.186 -0.946 -0.050 -0.972 Pt 0.327 0.343 0.426 0.426 0.343 0.327 Ast 404.172 0 423.948 526.536 0 526.536 423.948 0 404.172 Pt 0.295 0.085 0.28 0.359 0.085 0.359 0.28 0.085 0.295 Ast 362.85 104.55 344.4 441.57 104.55 441.57 344.4 104.55 362.85 no of bars at top 2 nos 20 Ф bars (628) throughout the length no of bars at bottom 2 nos 20 Ф bars (628) throughout the length

88

.

8.2 DESIGN FOR SHEAR FORCE

89

8.2.1

Minimum shear reinforcement, Asv/bSv = 0.4/.87fy (as per cl.26.5.1.6 of IS 456:2000)

Maximum spacing smaller of, (i) 300mm (as per cl.26.5.1.5 of IS 456:2000)

(ii) 0.75d = 346.5 mm (as per cl.26.5.1.5 of IS 456:2000)

(iii) Sv = 0.87x250x56/(250x0.4) = 121.8 (6φ)

Or, Sv = 0.87x250x100/(250x0.4) = 217.5 (8φ)

8.2.2 Design of Beam at Roof level

R1-R2 R2-R3 R3-R4 END MID END END MID END END MID END

Design shear 52.608 13.188 44.856 44.292 13.392 43.044 47.676 18.552 55.884

τv=Vu/bd 0.390 0.098 0.332 0.328 0.099 0.319 0.353 0.137 0.414

Ast 804 804 804 804 804 804 804 804 804

pt 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 τc 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55

τc>τv , minimum shear reinforcement is required

Spacing 2 legged 6 φ bars @ 120 mm c/c

90

8.2.3 Design of Beam at 3rd Floor level

C1-C2 C2-C3 C3-C4

END MID END END MID END END MID END

Design shear 88.596 29.472 80.772 84.312 23.232 83.088 83.004 31.728 82.884

τv=Vu/bd 0.656 0.218 0.598 0.625 0.172 0.615 0.615 0.235 0.614 Ast 1030 1030 1030 1344 1344 1344 1030 1030 1030

pt 0.763 0.763 0.763 0.996 0.996 0.996 0.763 0.763 0.763

τc 0.676 0.676 0.676 0.62 0.62 0.62 0.676 0.676 0.676

τc>τv , minimum shear reinforcement is required

Sv provided 2 legged 6 φ bars @ 120 mm c/c

8.2.4 Design of Beam at 2nd Floor level

B1-B2 B2-B3 B3-B4


Design shear 100.068 40.944 92.244 98.724 37.644 97.5 94.476 43.2 94.356

τv=Vu/bd 0.741 0.303 0.683 0.731 0.279 0.722 0.700 0.320 0.699

Ast 1570 1570 1570 1570 1570 1570 1570 1570 1570 pt 1.163 1.163 1.163 1.163 1.163 1.163 1.163 1.163 1.163

τc 0.653 0.653 0.653 0.653 0.653 0.653 0.653 0.653 0.653

Vus/d=(τv-τc)b 0.265 0.091 0.235 0.208 0.140 0.138 Sv 80 200 90 100 150 150

maximum Sv 80

Sv provided 2 legged 8 φ bars at 80mm c/c

91

8.2.5 Design of Beam at 1st Floor level

A1-A2 A2-A3 A3-A4


Design shear 100.872 41.568 93.432 100.068 38.688 98.82 95.568 44.172 95.256

τv=Vu/bd 0.747 0.308 0.692 0.741 0.287 0.732 0.708 0.327 0.706 Ast 1570 1570 1570 1570 1570 1570 1570 1570 1570

pt 1.163 1.163 1.163 1.163 1.163 1.163 1.163 1.163 1.163

τc 0.653 0.653 0.653 0.653 0.653 0.653 0.653 0.653 0.653 Vus/d=(τv-τc)b 0.283 0.117 0.265 0.237 0.165 0.158

Sv 70 180 80 90 130 130

maximum Sv 70 Sv provided 2 legged 8 φ bars at 70 mm c/c

8.2.6 Design of Beam at Ground Floor level

G1-G2 G2-G3 G3-G4 END MID END END MID END END MID END

Design shear 38.496 31.824 37.656 47.7168 41.436 47.7072 38.496 31.824 37.656

τv=Vu/bd 0.285 0.236 0.279 0.353 0.307 0.353 0.285 0.236 0.279

Ast 1256 1256 1256 1256 1256 1256 1256 1256 1256 pt 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.930

τc 0.606 0.606 0.606 0.606 0.606 0.606 0.606 0.606 0.606

τc>τv , minimum shear reinforcement is required spacing 2 legged 6 φ bars @ 120 mm c/c

92

8.3 DETAILING OF BEAM

93

Beam development length

Shear Reinforcement in Beams

Fig 8.1

Fig 8.2

94

Curtailment of Main reinforcement

Fig 8.3

Fig 8.4

95

Detailing of Beam in second floor

Fig 8.5

96

CHAPTER-9

DESIGN OF COLUMN

97

9.1 COLUMN 1

9.1.1 Considerations:

Here, b = 300 mm

D = 450 mm

d’ = 40+20/2 = 50 mm

... d’//D= 50/450 = 0.111

Column Design moment(Mu)

Design axial

force (Pu) Mu/(fckbD2)

Pu/(fckbD) P/fck P P provided

Ast

R1-C1 26.320 135.558 0.022 0.050 0.01 0.2 0.8 1080

C1-B1 38.274 325.809 0.032 0.120 0.01 0.2 0.8 1080

B1-A1 44.273 522.387 0.036 0.193 0.01 0.2 0.8 1080

A1-G1 41.550 703.272 0.034 0.260 0.01 0.2 0.8 1080

R1-C1 4 nos 20 ɸ bars (1256) at each corner

C1-B1 4 nos 20 ɸ bars (1256) at each corner

B1-A1 4 nos 20 ɸ bars (1256) at each corner

A1-G1 4 nos 20 ɸ bars (1256) at each corner

9.1.2 Lateral ties (As per Cl.26.5.3.2(c) of IS: 456-2000)

Column

Diameter (mm)

should not be less than

Pitch (mm)

should not be more than Lateral ties provided

(i) (ii) (i) (ii) (iii)

R1-C1 5 6 300 320 300 6 ɸ bar 2L 300mm

C1-B1 5 6 300 320 300 6 ɸ bar 2L 300mm

B1-A1 5 6 300 320 300 6 ɸ bar 2L 300mm

A1-G1 5 6 300 320 300 6 ɸ bar 2L 300mm

98

9.2 COLUMN 2:


Here, b = 300 mm

D = 450 mm

d’ = 40+20/2 = 50 mm

... d’//D= 50/450 = 0.111

Column Design

moment(Mu)

Design axial



Ast

R2-C2 35.452 187.308 0.03 0.07 0.01 0.2 0.8 1080

C2-B2 62.418 445.320 0.05 0.16 0.01 0.2 0.8 1080

B2-A2 75.836 709.652 0.06 0.26 0.01 0.2 0.8 1080

A2-G2 66.256 958.308 0.05 0.35 0.01 0.2 0.8 1080

R2-C2 4 nos 20 ɸ bars (1256) at each corner

C2-B2 4 nos 20 ɸ bars (1256) at each corner

B2-A2 4 nos 20 ɸ bars (1256) at each corner

A2-G2 4 nos 20 ɸ bars (1256) at each corner


Column

Diameter (mm)


Pitch (mm)


(i) (ii) (i) (ii) (iii)

R2-C2 5 6 300 320 300 6 ɸ bar 2L 300mm

C2-B2 5 6 300 320 300 6 ɸ bar 2L 300mm

B2-A2 5 6 300 320 300 6 ɸ bar 2L 300mm

A2-G2 5 6 300 320 300 6 ɸ bar 2L 300mm

99

9.3 COLUMN 3:


Here, b = 300 mm

D = 450 mm

d’ = 40+20/2 = 50 mm

... d’//D= 50/450 = 0.111

Column Design

moment(Mu)

Design axial



Ast

R3-C3 36.040 175.749 0.03 0.06 0.01 0.2 0.8 1080

C3-B3 63.006 403.407 0.05 0.15 0.01 0.2 0.8 1080

B3-A3 76.424 631.067 0.06 0.23 0.01 0.2 0.8 1080

A3-G3 50.867 855.687 0.04 0.32 0.01 0.2 0.8 1080

R3-C3 4 nos. 20 ɸ bars (1256) at each corner

C3-B3 4 nos. 20 ɸ bars (1256) at each corner

B3-A3 4 nos. 20 ɸ bars (1256) at each corner

A3-G3 4 nos. 20 ɸ bars (1256) at each corner


Column

Diameter (mm)


Pitch (mm)


(i) (ii) (i) (ii) (iii)

R2-C2 5 6 300 320 300 6 ɸ bar 2L 300mm

C2-B2 5 6 300 320 300 6 ɸ bar 2L 300mm

B2-A2 5 6 300 320 300 6 ɸ bar 2L 300mm

A2-G2 5 6 300 320 300 6 ɸ bar 2L 300mm

100

9.4 COLUMN 4:


Here, b = 300 mm

D = 450 mm

d’ = 40+20/2 = 50 mm

... d’//D= 50/450 = 0.111

Column design

moment(Mu)

design axial



Ast

R4-C4 25.144 129.402 0.02 0.05 0.01 0.2 0.8 1080

C4-B4 37.182 312.300 0.03 0.11 0.01 0.2 0.8 1080

B4-A4 43.181 501.518 0.04 0.18 0.01 0.2 0.8 1080

A4-G4 39.702 675.060 0.03 0.25 0.01 0.2 0.8 1080

R4-C4 4 nos. 20 ɸ bars (1256) at each corner

C4-B4 4 nos. 20 ɸ bars (1256) at each corner

B4-A4 4 nos.20 ɸ bars (1256) at each corner

A4-G4 4 nos. 20 ɸ bars (1256) at each corner


Column

Diameter (mm)


Pitch (mm)


(i) (ii) (i) (ii) (iii)

R2-C2 5 6 300 320 300 6 ɸ bar 2L 300mm

C2-B2 5 6 300 320 300 6 ɸ bar 2L 300mm

B2-A2 5 6 300 320 300 6 ɸ bar 2L 300mm

A2-G2 5 6 300 320 300 6 ɸ bar 2L 300mm

101

DETAILING OF COLUMN

102

Fig. 9.1

103

CHAPTER 10

FOOTING DESIGN

104

10.1 FOOTING DESIGN FOR THE COLUMN R1-F1

Axial load on the column to the footing = 738.204 KN

Moment at the base of the column = 24.17 KNm

SBC of the soil = 150 KN/m2

10.1.1 GEOTECHNICAL CONSIDERATION

Now,

P = 492 KN

M = 16.11 KNm

Axial Load on the column = 492

Add 10% for self weight = 49.2

Total load on footing = 541.2 KN

Area required = = 3.608 m2

Add 10% for moment= .3608m2

Total area required = 3.9 m2

L/B = 450/300 = 1.5

L = 1.5 B

1.5 B2 = 3.9 m2

B = 1.59 m

L = 2.4 m

Provide footing size 2.9 m x 1.9 m

Pmax = P/A + M/Z

= 541.2/(2.9x 1.9)+ (16.11 x 6)/(1.9 x 2.92)

= 98.3 KN/m2 <150 KN/m2 (hence safe)

P min = P/A - M/Z

= 541.66/(2.9x 1.9) - (16.11 x 6)/(1.9 x 2.92) = 80.21KN/m2

105

10.1.2 STRUCTURAL CONSIDERATION

1. CHECK FOR BENDING

a) Longer direction

x = 7.64 KN/m2

y = 90.66 KN/m2

BM at the face of the column, M

= 90.66x1.225 x1.9x1.225 x .5 + .5 x7.64 x1.225 x1.9 x 2/3 x 1.225

M = 133.24 KNm

Mu = 1.5×133.24=200 KNm

Now, effective width of the footing = b +1/8(B-b)

Fig. 10.1

106

= 450 + 1/8(2900-450)

= 756. 25 mm

dreqd = √(200x 106)/(.138 x 20 x 756.25)

= 309.5 mm

Using 50 mm clear cover and 16ᵠ bars

Overall depth = 309.5 + 50 +16/2

= 367.5 mm

We provide overall depth = 700 mm

davailable = 700 – 50- 16/2

= 642 mm

Now

Mu/be = 310/.756=410 and d= 64.2 cm

From chart 15 of SP 16

Pt = 0.3

As = (.3 x 756 x 642)/ 100

= 1457 mm2

From table 96 of SP 16

Provide 16φ bars at 100 mm c/c (2011 mm2)

So actual steel provided = (2011 x 100)/ (756 x 642)

= 0.414

107

b) For shorter direction

X=7.61 Y=90.61

BM at the face of the column = 90.69x 0.8 x 0.8 x 2.9 x .5 + 0.5x 7.61 x 0.8 x 2.9 x 2/3 x 0.8

=88.89 KNm

Mu = 133.33 KNm


= 300 + 1/8(1900-300)

= 500 mm

dreqd = √(133.83 x 106)/(.138 x 20 x 500) = 310.83

Fig. 10.2

108

Overall depth = 310.83 + 50 +16+16/2

= 384.83 mm

Provided depth = 700 mm

davailable = 700 -50 -16 -16/2 = 626 mm

Now,

Mu/be = 133.3/.500 = 266 and d= 62.6 cm

Pt = 0.18

As = (.18 x 500 x 626)/ 100

= 563.4 mm2


We provide 16φ bars at 300 mm c/c (670 mm2)


= 0.21

109

2. CHECK FOR ONE WAY SHEAR

Critical section for one way shear occurs at a distance of “d” from the face of the column

d= 642 mm

de = (550 x 583)/ 1225

= 261.75 mm

Fig. 10.3

110

Overall depth = 261.75 +150

= 411.75 mm

Available depth = 411.75 – 50 – 16/2 = 353.75 mm

Actual amount of steel = 2011x 2.9 = 5831.9 mm2

Area of trapezoid = 923704mm2

Percentage of steel at critical section

=

=

= .63 %

For Pt= 0.63 %,

τc = .522 N/mm2

X = 2.02

Y = 88.28

V = [.5 x (88.07+90.3)] x .583 x 1.9

= 98.90 KN

Vu = 148.36 KN

τv = (Vu/bd)

= (148.36 x 103)/ [.5 x (1584+2714) x 353.75]

0.19 < τc

Hence safe

Fig. 10.4

111

3. CHECK FOR TWO WAY SHEAR

Critical section for punching shear occurs at a distance of “d/2” from the face of the column

d/2 = 642/2 = 321 mm

b= 2 x 321 + 300

= 942 mm

Now

de = (550 x 904)/ 1225= 405.44 mm

Fig. 10.5

112

Overall depth = 405.44 + 150

= 555.8 mm

Available depth = 555.8 – 50 -16/2

= 497.87 mm

Punching shear stress = (541.2 x 103)/(4x 942 x 497.87)

= 0.28 N/mm2

Permissible punching shear stress = 0.25 √ (fck)

= 0.25 x √20

= 1.12 N/mm2

Hence safe

4. CHECK FOR BEARING

As per clause 34.4 of IS 456

Safe bearing capacity = 0.45 fck √ (A1 / A2)

A1 = (b +4D) 2

A2 = (450 x 300)

Now A1/ A2 = 8.44 and √ (A1 / A2) = 2.97>2

So take √ (A1 / A2) = 2

Actual bearing stress = (column load/column area)

= (492 x 103)/ (450 x 300)

= 3.64 N/mm2

Safe bearing stress = 0.45 fck √ (A1 / A2)

= 0.45 x 20 x √2

= 18 N/mm2

Hence safe

113

5. CHECK FOR DEVELOPMENT LENGTH

For 16 φ bars and M20 concrete from table 66 of SP 16

Development length = 752 mm

a) Available length in longer direction = 1225 mm. b) Available length in shorter direction = 800 mm.

Fig. 10.6

114



Moment at the base of the column = 51 KNm



Now,

Pu = 667.5 KN

Mu = 42.5 KNm

Axial Load on the column = 667.5




Add 10% for moment= .489 m2


L/B = 450/300 = 1.5

L = 1.5 B

1.5 B2 = 5.4 m2

B = 1.9 m

L = 2.89 m


Pmax = P/A + M/Z

= 734.25/(2.9x 1.9)+ (42.5 x 6)/(1.9 x 2.92)

= 149.2 KN/m2

P min = P/A - M/Z

= 734.25/(2.9x 1.9) - (42.5 x 6)/(1.9 x 2.92) = 117.3 KN/m2

115



a) Longer direction

x = 13.5 KN/m2

y = 135.7 KN/m2


= 135.7x1.225 x1.9x1.225 x .5 + .5 x13.5 x1.225 x1.9 x 2/3 x 1.225

M = 206.34 KNm

Mu = 310 KNm


= 450 + 1/8(2900-450)

= 756. 25 mm

Fig. 10.7

116

dreqd = √(310 x 106)/(.138 x 20 x 756.25) = 385.4 mm


Overall depth = 385.4 + 50 +16/2

= 441.4 mm


davailable = 700 – 50- 16/2

= 642 mm

Now

Mu/be = 310/.756 and d= 64.2 cm


Pt = 0.3

As = (.3 x 756.25 x 642)/ 100

= 1457 mm2



So actual steel provided = (2011 x 100)/ (756.5 x 642)

= 0.41

117


X = 13.43

Y = 135.76

BM at the face of the column = .5x (149.2 + 117.3) x 0.8 x 2.9 x 2.9 x .5

= 280.05 KNm

Mu = 420 KNm


= 300 + 1/8(1900-300)

= 500 mm

dreqd = √(420 x 106)/(.138 x 20 x 500)

= 551.67

Overall depth = 551.67 + 50 +16+16/2

= 625.67 mm

Fig. 10.8

118


davailable = 700 -50 -16 -16/2 = 626 mm

Now

Mu/be = 420/.500 = 840 and d= 62.6 cm

Pt = 0.3

As = (.3 x 500 x 626)/ 100

= 939 mm2




= 0.35

119



d= 642 mm

de = (550 x 583)/ 1225

= 261.75 mm

Overall depth = 261.75 +150= 411.75 mm

Fig. 10.9

120


Actual amount of steel = 2011 x 2.9 = 5831.9 mm2

Area of trapezoid = .5 x (1584+2900) x412

= 923704 mm2


=

=

= .63 %

For Pt 0.63 %,

τc = .552 N/mm2

X = 6.413

Y = 142.8

V= [.5 x(142.8+149.2)] x .583 x 1.9

= 161.72 KN

Vu = 242.58 KN

τv = (Vu/bd)

= (242.58 x 103)/ [.5x (1584+2714) x 353.75]

0.32 < τc

Hence safe

121



d/2 = 642/2 = 321 mm

b= 2 x 321 + 300

= 942 mm

Now

de = (550 x 904)/ 1225

= 405.44 mm

Fig. 10.10

122


= 555.8 mm


= 497.87 mm

Punching shear stress = (734.25 x 103)/(4x 942 x 497)

= 0.39 N/mm2

Permissible punching shear stress = 0.25 √(fck)

= 0.25 x √20

= 1.12 N/mm2

Hence safe




A1 = (b +4D)2

A2 = (450 x 300)

Now A1/ A2 = 8.44 and √(A1 / A2 ) = 2.97>2

So take √ (A1 / A2 ) = 2


= (667.5 x 103)/(450 x 300)

= 4.94 N/mm2

Safe bearing stress = 0.45 fck √(A1 / A2)

= 0.45 x 20 x √2

= 18 N/mm2

Hence safe

123




c) Available length in longer direction = 1225 mm. d) Available length in shorter direction = 800 mm.

DETAILING OF FOOTING:

Fig. 10.11

124






Now,

P = 599 KN

M = 34 KNm

Axial Load on the column = 599




Add 10% for moment= 0.44m2


L/B = 450/300 = 1.5

L = 1.5 B

1.5 B2 = 4.84 m2

B = 1.79 m

L = 2.69 m


Pmax = P/A + M/Z

= 658.9/(2.9x 1.9)+ (34 x 6)/(1.9 x 2.92)


P min = P/A - M/Z

= 658.9/(2.9x 1.9) - (34 x 6)/(1.9 x 2.92) = 107 KN/m2

125



a) Longer direction

x = 14.63 KN/m2


= (107+14.63) x1.225 x1.9x1.225 x .5 + .5 x(132.34-107-14.63) x1.225 x1.9 x 2/3 x 1.225

M = 184 KNm

Mu = 1.5×184=276 KNm

Fig. 10.12

126


= 450 + 1/8(2900-450)

= 756 mm

dreqd = √(276x 106)/(.138 x 20 x 756)

= 363.69 mm


Overall depth = 363.69 + 50 +16/2

= 421.7 mm


davailable = 800 – 50- 16/2

= 742 mm

Now

Mu/be = 276/.756=365 and d= 74.2 cm


Pt = 0.28

As = (.28 x 756 x 742)/ 100

= 1570.68 mm2



127


BM at the face of the column =0.5(107+132.34) x 0.8x2.9x2.9x0.5

= 402.6 KNm

Mu = 603.8 KNm


= 300 + 1/8(1900-300)

= 500 mm

dreqd = √(603.8 x 106)/(.138 x 20 x 500)

= 661.46 mm

Overall depth = 661.46 + 50 +16+16/2

= 735.46 mm


Fig. 10.13

128

davailable = 800 -50 -16 -16/2 = 726 mm

Now

Mu/be = 603.8/.500 = 1207 and d= 72.6 cm

Pt = 0.78

As = (0.78 x 500 x 726)/ 100

= 2831.4 mm2





d= 742 mm

129

Fig. 10.14

130

de = (650 x 483)/ 1225

= 256.3 mm


= 406.3 mm




=

=

= .97 %

For Pt= 0.97 %,

τc = .62 N/mm2

V= [.5 x (107+21.2+132.34)] x .483 x 1.9

= 119.50 KN

Vu = 179.3 KN

τv = (Vu/bd)

= (179.3 x 103)/ [.5x (1934+2762) x 348.3]

0.21 < τc

Hence safe

Fig. 10.15

131



d/2 = 742/2 = 371 mm

b= 2 x 0.371+0.300

= 1.042 m

Now

de = (650 x 0.854)/ 1.225= 453.1 mm

Fig. 10.16

132


= 603.1 mm


= 545.1 mm

Punching shear stress = (658 x 103)/(4x 1042 x 545.1)

= 0.29 N/mm2

Permissible punching shear stress = 0.25 √(fck)

= 0.25 x √20

= 1.12 N/mm2

Hence safe




A1 = (b +4D)2

A2 = (450 x 300)

Now A1/ A2 = 8.44 and √ (A1 / A2 ) = 2.97>2

So take √ (A1 / A2 ) = 2


= (599 x 103)/ (450 x 300)

= 4.4 N/mm2


= 0.45 x 20 x √2

= 18 N/mm2

Hence safe

133




e) Available length in longer direction = 1225 mm. f) Available length in shorter direction = 800 mm.


Fig. 10.17

134






Now,

P = 473.328 KN

M = 16.11 KNm

Axial Load on the column = 473.328




Add 10% for moment= .347m2


L/B = 450/300 = 1.5

L = 1.5 B

1.5 B2 = 3.8 m2

B = 1.59 m

L = 2.4 m


Pmax = P/A + M/Z

= 520.66/(2.9x 1.9)+ (16.11 x 6)/(1.9 x 2.92)


P min = P/A - M/Z

= 520.66/ (2.9x 1.9) - (16.11 x 6)/(1.9 x 2.92) = 88.4 KN/m2

135



a) Longer direction

x = 7 KN/m2

y = 107 KN/m2


= (88.4+7) x1.225 x1.9x1.225 x .5 + .5 x(100.5-88.4-7) x1.225 x1.9 x 2/3 x 1.225

M = 140.84 KNm

Mu = 1.5×140.84=211.3 KNm


= 450 + 1/8(2900-450)

= 756. 25 mm

Fig. 10.18

136

dreqd = √(211.3 x 106)/(.138 x 20 x 756.25)

= 318.2 mm


Overall depth = 318.2 + 50 +16/2

= 376.2 mm


davailable = 700 – 50- 16/2

= 642 mm

Now

Mu/be = 211.3/.756=280 and d= 64.2 cm


Pt = 0.2

As = (.2 x 756 x 642)/ 100

= 970.704 mm2




= 0.23

137


BM at the face of the column = .5x (88.4+100.5) x 0.8 x 2.9 x 2.9 x .5

= 317.7 KNm

Mu = 476.6 KNm


= 300 + 1/8(1900-300)

= 500 mm

dreqd = √(476.6 x 106)/(.138 x 20 x 500)

= 587.6

Overall depth = 587.6 + 50 +16+16/2

= 661.6 mm


Fig. 10.19

138

davailable = 700 -50 -16 -16/2 = 626 mm

Now

Mu/be = 626/.500 = 1252 and d= 62.6 cm

Pt = 0.95

As = (.95 x 500 x 626)/ 100

= 2973.5 mm2




= 1.07



d= 642 mm

139

de = (550 x 583)/ 1225

= 261.75 mm


= 411.75 mm

Fig. 10.20

140



Area of trapezoid = .5 x(1584+2900)x412

= 923704 mm2


=

=

= .35 %

For Pt= 0.35 %,

τc = .415 N/mm2

X = 2.43

Y = 98.07

V= [.5 x(98.07+100.5)] x .583 x 1.9

= 109.97 KN

Vu = 165 KN

τv = (Vu/bd)

= (165 x 103)/ [.5x (1584+2714) x 353.75]

0.21 < τc

Hence safe

141



d/2 = 642/2 = 321 mm

b= 2 x 321 + 300

= 942 mm

Now

de = (550 x 904)/ 1225

= 405.44 mm

Fig. 10.21

142


= 555.8 mm


= 497.87 mm

Punching shear stress = (520.66 x 103)/(4x 942 x 497)

= 0.27 N/mm2

Permissible punching shear stress = 0.25 √ (fck)

= 0.25 x √20

= 1.12 N/mm2

Hence safe



Safe bearing capacity = 0.45 fck √(A1 / A2 )

A1 = (b +4D)2

A2 = (450 x 300)

Now A1/ A2 = 8.44 and √(A1 / A2 ) = 2.97>2

So take √(A1 / A2 ) = 2


= (473.328 x 103)/ (450 x 300)

= 3.50 N/mm2


= 0.45 x 20 x √2

= 18 N/mm2

Hence safe

143




g) Available length in longer direction = 1225 mm. h) Available length in shorter direction = 800 mm.


Fig. 10.22

144

CHAPTER- 11

DESIGN OF STAIRCASE

145

DESIGN OF STAIRCASE

Fig. 11.2

Fig. 11.1

146

11.1 AVAILABLE DATA:

Storey height = 3.3m

Height of each flight = 3.3/2 = 1.65m = 1650 mm

Let us provide a riser, R= 160mm

And tread, T = 250mm

Therefore number of risers in each flight = 1650/160 = 10.33 ≈ 11

Number of tread in each flight = 11-1 = 10

Space provided for going = 10×250 = 2500mm = 2.5m

Space provided for landing slab = 1500mm = 1.50m

Horizontal space available = 3300mm

CHECK FOR THUMB RULE:

i) 2R + T = 2×160 + 250 = 570mm< 600mm ii) R + T = 160 + 250 = 420 mm, which is in between 400mm and 450mm iii) RT = 160×250 = 40000 mm2, which is in between 40000mm and 50000mm

Thus riser and tread satisfies all the thumb rules.

Corrected rise = 1650/11 = 150mm

Hence for design purpose rise and tread are taken as 150mm and 250mm respectively.

11.2 DESIGN OF WAIST SLAB:

α = = = 1.17

Let us provide thickness of waist slab = 200 mm

Let us use M20 grade of concrete and Fe – 415 steel.

Therefore, fy = 415 N/mm2 and fck = 20 N/mm2

11.3 DESIGN OF EACH FLIGHT:

Let us design the landing slab, flight and passage as a single slab which would be supported at each end by means of landing beam.

147

So, effective span of slab = 5.50m

Using 10ϕ bars and 15mm effective cover

Effective depth = (220-15-10/2) = 200mm

LOADING ON EACH FLIGHT:

Considering 1m width of the waist slab,

i) Steps 0.5×0.15×1×25 = 1.875 KN/m2 ii) Waist slab 0.2×1.17×25 = 5.850 KN/m2 iii) Floor finish (assumed) = 1.000 KN/m2 iv) SIL (as per IS 875 1987, Part 2) = 3.000 KN/m2

Total load, w = 11.725 KN/m2

Considering partial fixity,

Maximum bending moment, Mmax = 0.1wl2 = 0.1×11.725×5.52

= 35.468 KNm

Factored bending moment, Mu = 1.5 × Mmax = 53.202 KNm

Effective depth required, deff,req =

=

= 138.838 mm

Therefore, overall depth required, D= 138.838+25+5 = 168.838 mm < 200mm

Hence,safe.

Let us provide overall depth, D= 190mm

So, effective depth provided, deff = 190 – 25- 5= 160mm

REINFORCEMENT REQUIRED:

Mu/bd2= (53.202 x 106/ 1000 x 1602) = 2.078

Pt = 100Ast / bd

Ast = (.670 x 1000 x 160) / (100) = 1072 mm2.

Spacing for 10 mm dia bars, S = 70 mm (from table 96 of SP16)

148

Let us provide 10ϕ bars @ 70 mm c/c (1122 mm2)

Distribution steel = 0.0012×200×1000 = 240 mm2

Spacing required for 8ϕ bar = 50×1000/240 = 208.33 mm

Let us use 8ϕ bars @ 300 mm c/c (240 mm2 )

11.4 DESIGN OF LANDING BEAM:

Load calculation:

i) Load from stairs: 0.5wL = 0.5×11.725×5.5 = 32.244 KN/m ii) Load from wall: 0.15×20×3.3/2 = 4.95 KN/m iii) Self weight(200 x 350): =25×0.20×(0.35-0.20) = 0.75 KN/m

Total load w = 37.944 KN/m

Maxm BM, Mmax = 37.944×2.552/10 = 24.67 KNm

Mu = 1.5×24.67 = 37.005 KNm

Effective depth required, deff = √ (37.005x106/(0.138×20×200))

= 258.917 mm

Davailable = 350 – 25 – 16/2 = 317 mm

Let us adopt landing beam = 200×300

Effective depth = 300 – 25 – 16/2 = 267 mm

Hence, Area of steel required, Ast = 37.005×106/0.696×415×267

= 479.835mm2

Provide 4 nos. 16 ϕ bars (800 mm2).

11.5 CHECK FOR SHEAR

Maximum SF, Vmax = 0.5×37.944×2.55= 48.378

Vu = 1.5×48.378 = 72.56 KN

Nominal shear stress, τv = 72.56×1000/200×267 = 1.35 N/mm2

149

Pt = 603.2×100/200×267 = 1.12

τc = 0.644 N/mm2

τc max = 2.8 N/mm2

τc < τc max, the section need not redesign

τv > τc, hence additional shear reinforcement is required.

Vus = (1.35 – 0.644)×200×267 = 37700.4 N

Assuming 2 legged 6ϕ stirrup, spacing reqd.

S = 0.87×250×2× (π/4×62) ×267/37700.4 = 87.06 mm < 0.75 d (= 200.25)

Hence, spacing 80 mm c/c

Fig. 11.3

150

CHAPTER – 12

DESIGN OF CHAJJA

151

12.1 ASSUMPTIONS

Let us provide a Chajja projection beyond external wall = 600 m and

use 6 mm dia. bars as reinforcement.

12.2 Effective depth calculations

As per Cl 23.2.1 of IS 456:2000, for cantilever slab

71 =

deff

=> deff =

7

1

effd⇒ = 7

600

=> deff = 85.714 mm

Let us provide overall thickness of chajja = 100

... Effective depth provided, deff = 100 -15 -6/2 = 82 mm

12.3 Load calculations for chajja at roof

Self Weight of Chajja = 0.1 x 25 = 2.5 KN/m2 Finish =0.2 x 2.5 = 0.5 KN/m2 Live load = 1.5 KN /m2 Total Load, W = 4.5 KN/m2

12.4 Bending moment and shear force calculations:

Considering 1 m width of strip of cantilever slab, we have

Maximum BM = 2

2Wl

= 2

60.05.4 2×

= 0.81 KNm

... Factored moment, Mu = 1.5 x 0.81 = 1.215 KNm

152

Also, Max. S.F. = wl

= 4.5 x 0.60

= 2.7 KN

... Factored shear force, Vu = 1.5 x 2.7 = 4.05 KN

12.5 Check for effective depth:

We know,

Effective depth required, d = bf

M

ck

u

138.0

= 100020138.0

10215.1 6

xx

x

= 20.98 mm < 82 mm (d provided), hence safe

Now, Mu = )1(87.0ck

yststy bdf

fAdAf −

=> )20821000

4151(8241587.010215.1 6

xx

AxxAxx st

st −=

=> Ast = 41.50 mm2 or 3911.09 mm2

Neglecting the very high value obtained from the above equation, let us accept

Ast = 41.50 mm2

As per Cl. 26.5.2.1 of IS 456: 2000,

Minimum reinforcement required 21201000100100

12.0mmxx ==

From Table 96 of Design Aid SP-16,

Let us provide 6 mm dia. bars @ 200 mm C/C. (A st, provided = 141mm2)

153

12.6 Check for shear:

Induced shear stress, τv

bd

Vu=

821000

100005.4

x

x= = 0.049N/mm2

Now Pt, provided bd

xAst100=

= 0.17%

From Table 61 of Design Aid SP-16, the value of τc corresponding to Pt = 0.20 (minimum) is,

τc = 0.33 N/mm2

Since τv < τc hence the design is safe in shear.

12.7 Distribution reinforcement:

Minimum distribution steel = 100

12.0 xDxb

100

100010012.0 xx=

= 120 mm2

From Table 96 of Design Aid SP-16;

Let us provide 6 mm dia. Bars @ 200 mm C/C. (Ast, provided = 141mm2)

12.8 Load calculations for chajja at floor

Self Weight of Chajja = 0.1 x 25 = 2.5 KN/m2 Finish =0.2 x 2.5 = 0.5 KN/m2 Live load = 2.0KN /m2 Total Load, W = 5.0 KN/m2

154

12.9 Bending moment and shear force calculations:

Considering 1 m width of strip of cantilever slab, we have

Maximum BM = 2

2Wl

= 2

60.05 2×

= 0.9 KNm

... Factored moment, Mu = 1.5 x 0.9 = 1.35 KNm

Also, Max. S.F. = wl

= 5 x 0.60

= 3KN

... Factored shear force, Vu = 1.5 x 3= 4.5 KN

12.10 Check for effective depth:

We know,

Effective depth required, d = bf

M

ck

u

138.0

= 100020138.0

1035.1 6

xx

x

= 22.12 mm < 82 mm (d provided), hence safe

Now, Mu = )1(87.0ck

yststy bdf

fAdAf −

=> )20821000

4151(8241587.01035.1 6

xx

AxxAxx st

st −=

=> Ast = 46.14mm2 or 3906.61 mm2

Neglecting the very high value obtained from the above equation, let us accept

Ast = 46.14mm2

155

As per Cl. 26.5.2.1 of IS 456: 2000,

Minimum reinforcement required 21201000100100

12.0mmxx ==

From Table 96 of Design Aid SP-16,

Let us provide 6 mm dia. bars @ 200 mm C/C. (A st, provided = 141mm2)

12.11 Check for shear:

Induced shear stress, τv

bd

Vu=

821000

10005.4

x

x= = 0.055N/mm2

Now Pt, provided bd

xAst100=

= 0.17%

From Table 61 of Design Aid SP-16, the value of τc corresponding to Pt = 0.20 (minimum) is,

τc = 0.33 N/mm2

Since τv < τc hence the design is safe in shear.

12.12 Distribution reinforcement:

Minimum distribution steel = 100

12.0 xDxb

100

100010012.0 xx=

= 120 mm2

From Table 96 of Design Aid SP-16;

Let us provide 6 mm dia. Bars @ 200 mm C/C. (Ast, provided= 141mm2)

156

CHAPTER-11

DESIGN OF LINTEL

157

13.1 Introduction:

It becomes necessary to provide openings in walls for doors, windows, cupboards, etc. Such opening must be bridged over so as to support the load of the wall above them. This is accompanied by providing a lintel.

13.2 Design of Lintel:

Assumptions:

Let lintel beam size = 125 mm x 250 mm

Main beam size = 300mm x 450 mm

Wall thickness = 150 mm

Projection of Chajja = 600 mm

A. Load calculations for external lintel (for roof)

1. Wall load = (3.2 – 2.1 – 0.45 – 0.25) x 0.15 x 20 = 1.2KN/m 2. Load from Chajja = 4.5 x 0.6 = 2.70 KN/m 3. Self weight of lintel 0.125 x 0.25x 25 = 0.781KN/m

Total, w = 4.681KN/ m

Bending moment and shear force calculations:

8..

2wlMBMax =

8

6.3681.4 2x=

= 7.58KNm

... Factored moment, Mu = 1.5 x 7.58= 11.37KNm

Also, Max. S.F. 2

wl=

2

6.3*681.4=

= 8.43KN

... Factored shear force, Vu = 1.5 x 8.43= 12.64KN

158

Check for effective depth:

Here effective depth provided, d available mm2

1225250 −−=

= 219 mm

(Providing 25 mm clear cover and using 12 mm dia. bars)

We know,

Effective depth required, d required bf

M

ck

u

138.0=

12520138.0

1037.11 6

xx

x=

= 181.54 mm

... d available > dreqd ... Safe

Calculation of required reinforcement:

22

6

2/90.1

219125

1037.11mmN

x

x

bd

M u ==

Therefore, from Table 2 of Design Aid SP-16, we provide

pt= 0.602%

... 602.0100 =

bd

xAst

=> 602.0219125

100 =x

xAst

=> Ast = 164.79 mm2

... No. of bars required = 2 (as per table 95 of SP 16)

Let us provide 2-12 mm dia. (226 mm2) bars as tensile reinforcement and 2-12 mm dia. Bars as nominal reinforcement at top layers.

Check for shear:

Induced shear stress, bd

Vuv =τ

159

219125

100064.12

x

x=

= 0.46N/mm2

Now, Pt, provided 219125

226100

x

x= = 0.82

From Table 61 of Design Aid SP-16, the value of cτ corresponding to Pt = 0.82 is

cτ = 0.57 N/mm2

Since cτ > vτ , hence shear reinforcement is not reqd. but nominal shear reinforcement has to be provided

in accordance with Cl. 26.5.1.6 of IS: 456-2000

Using 6 mm dia. bars we have

22

55.564

62mm

xxAsv == π

We have,

yv

sv

fbS

A

87.0

4.0=

� Sv = 408.35 mm As per Cl. 26.5.1.5 of 456-2000 spacing should in no case exceed 300 mm

Let us provide 6 mm 2 – legged vertical stirrups @ 300 mm c/c.

B. Load calculations for external lintel (for floor)

1. Wall load = (3.2 – 2.1 – 0.45 – 0.25) x 0.15 x 20 = 1.2KN/m 2. Load from chajja = 5.0 x 0.6 = 3 KN/m 3. Self weight of lintel 0.125 x 0.25x 25 = 0.781KN/m



8..

2wlMBMax =

160

8

6.3981.4 2x=

=8.07KNm

... Factored moment, Mu = 1.5 x8.07= 12.1KNm

Also, Max. S.F. 2

wl=

2

6.3*981.4=

=8.97KN

... Factored shear force, Vu = 1.5 x8.97= 13.45KN



1225250 −−=

= 219 mm


We know,


M

ck

u

138.0=

12520138.0

101.12 6

xx

x=

= 187.27mm



22

6

2/02.2

219125

101.12mmN

x

x

bd

M u ==


pt= 0.647%

... 647.0100 =

bd

xAst

161

=> 647.0219125

100 =x

xAst

=> Ast = 177.12 mm2



Check for shear:


Vuv =τ

219125

100045.13

x

x=

= 0.49 N/mm2


226100

x

x= = 0.82


cτ = 0.57 N/mm2




22

55.564

62mm

xxAsv == π

We have,

yv

sv

fbS

A

87.0

4.0=



162

C. Load calculations for internal lintel:

1. Wall load = (3.2 – 2.1 – 0.45 – 0.25) x 0.15 x 20 = 1.2 KN/m 2. Self weight of lintel 0.125 x 0.25x 25 = 0.781KN/m



8..

2wlMBMax =

8

6.3981.1 2x=

= 3.21KNm

... Factored moment, Mu = 1.5 x 3.21= 4.81 KNm

Also, Max. S.F. 2

wl=

2

6.3981.1 x=

= 3.56KN

... Factored shear force, Vu = 1.5 x 3.56= 5.35 KN



1225250 −−=

= 219 mm


We know,


M

ck

u

138.0=

12520138.0

1081.4 6

xx

x= = 118.07 mm


163


22

6

2/80.0

219125

1081.4mmN

x

x

bd

M u ==


pt= 0.233%

... 233.0100 =

bd

xAst

=> 242.0219125

100=

x

xAst

=> Ast = 63.78 mm2



Check for shear:


Vuv =τ

219125

100035.5

x

x=

= 0.19N/mm2


226100

x

x= = 0.82


cτ = 0.57 N/mm2




22

55.564

62mm

xxAsv == π

164

Again we have,

yv

sv

fbS

A

87.0

4.0=



165

CHAPTER-14

CONCLUSION

166

This project aims at the structural design of a multi-storied residential building in Guwahati City. The first phase of the project was to plan a building according to the existing Guwahati Metropolitan Development Authority (GMDA) bye laws. The planning of the building has been done to arrange the location of various rooms and their sizes so that it fulfills the functional requirements of the intended purpose.

After the planning stage, estimation of the various loads, viz. gravity and seismic loads are carried out. During this stage, analysis has been done by approximate methods such has moment distribution and portal methods to yields the various bending moments, shear forces and axial loads acting at the various section at different levels. The results of the computations are then subjected to load combination that can be accepted as the design values, i.e. that values for which the various components of the structure has to be designed.

The design phase consisted of designing of the various components that constitutes the structure such as beams, columns, slabs, staircase, Chajja/sunshade, lintels and footing. The final output is in the form of reinforcement detailing of the various constituents parts as they are essential for the execution of the actual construction work. Ductile detailing has been incorporated as per IS 13920: 1993.

167

ANNEX A

LIST OF REFERRED INDIAN STANDARDS AND CLAUSES

IS: 875 (Part II)– 1987:Code of practice for Design loads (other than earthquake) for Building and Structures

• Clause.3.1.2

IS: 1983 (Part II) – 2002: Criteria for Earthquake Resistant Design of Structures Part I General provision and buildings

• Clause.6.4.2

• Clause.7.3.1

• Clause.7.3.2

• Clause.7.4.2

• Clause.7.5.3

• Clause.7.6.1

• Table 2

• Table 6

• Table 7

• Fig. 2

IS 456- 2000 – Plain and Reinforced Concrete Code of Practice

• Clause 23.2.1

• Clause 26.2.1

• Clause 26.3.2

• Clause 26.4.1

• Clause 26.5.1.1

• Clause 26.5.1.5

• Clause 26.5.1.6

• Clause 26.5.2.1

• Clause 26.5.2.1

• Clause 26.5.3.1(a)

168

• Clause 26.5.3.2 (C)

• Clause D.1.1

• Clause D.1.8

• Clause D.1.9

• Clause D.2.1

• Table 26

DESIGN AID TO IS: 456-1978 (SP-16)

• Chart 11

• Chart 12

• Chart 13

• Chart 14

• Chart 15

• Chart 44

• Table 2

• Table 37

• Table 61

• Table 62

• Table 96

IS: 13920-1993- Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces.

• Clause 3.4

• Clause 5.1

• Clause 5.2

• Clause 5.3

• Clause 6.2.1

• Clause 6.2.2

• Clause 6

• Clause 6.2.12.3

• Clause 6.2.4

169

ANNEX B

LIST OF REFERRED BOOKS AND REPORTS

1. Jain , Ashok K. (2006) Reinforced Concrete- Limit State Design, 6th Edition ,

NemChand & Bros, Roorkee.

2. Ramamrutham, S (2006), Design of Reinforced Concrete Structures, Sixteenth Edition,

Dhanpat Rai Publishing Company (P) Ltd, New Delhi.

3. Saran, Swami (2006), Analysis and Design of Substructures – Limit state Design, Second

Edition Oxford & IBH published Co.Pvt. Ltd., New Delhi.

4. Shah, Dr. H.J. and Jain DrSudhir K, Design example of a Six Storey Building, Document

No. IITK –GSDMA –EQ26 –V3.0 IITK-GSDMA Project on Building Codes.

5. Ramamrutham, S and Narayana, R (2003), Theory of Structures, Seventh Edition,

DhanphatRai Publishing Company (p) Ltd, New Delhi.

6. Guide Lines for Guwahati Metropolitan Development Authority (GMDA),

Guwahati.(Building Permission.)

building design

Documents