Full Report - Public Building.docx

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ABSTRACT The project deals with a planning, designing and estimation of Post office (G+1). During this period our team members put off full effort and showed keep interest on this project. We hope which we learnt from this project will be helpful for our future carrier. A special attention as taken from various members, which we learned during the courses study. The proposed post office as a site area of approx. 1500 sq.m.it is planned in such a way it meets all the facilities needed by the accommodator. The post office comprises of G+1 The design value and design for all structural members are in limit statement method of design by recognized value is IS 456-2000, Sp-16 code provision.

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LIST OF SYMBOLS

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LIST OF SYMBOLS S.No

SYMBOL

DESCRIPTION

1

D

Effective depth

2

D

Overall Depth

3

ly

Longer span

4

lx

Shorter span

5

W

Factored load

6

αx

Bending moment coeff shorter direction

7

αy

Bending moment coeff longer direction

8

dreq

Depth required

9

Mu

Bending moment

10

Mulim

Ultimate moment

11

Ast

Area of steel in tension

12

Asc

Area of steel in compression

13

fy

Grade of steel

14

Fck

Grade of concrete

15

Xu

Depth of neural axis

16

B

Breadth

17

Ast

Reinforcement required

18

Ast (pro)

Reinforcement provided

19

P

Percentage of steel

20

ϕ

Diameter of bar

4

21

Peq

Equivallennt load

22

Tv

Nominal shear stress

23

Tc

Shear capacity of concrete

24

DL

Dead load

25

LL

Live load

26

Lx

Effective length on shorter span

27

Ly

Effective length on longer span

28

Sv

Spacing of stirrups

29

V

Shear force

30

Vu

Design shear force

31

Pu

Ultimate axial load

32

Ag

Gross sectional area of column

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DESCRIPTION AND SPECIFICATION

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DESCRIPTION OF STRUCTURAL ELEMENTS SLABS Concrete slab, a very common and important structural element, are constructed to provide flat, useful surfaces. It is a horizontal structural component, with top and bottom surfaces parallel or near so. Concrete Slab The depth of a concrete slab floor is very small compared to its span. Slabs may be supported on two sides only or have beams on all four sides. Concrete Slab Support  The concrete slab may be supported by  Masonry or reinforced concrete Walls  Monolithically casted reinforcement concrete beams  Structural steel members  Columns  The ground Concrete Slab Construction Concrete floor slabs may be in situ or prefabricated. The in situ concrete slab floor are built using form-work, which is commonly made of wooden planks & boards, plastic or steel. Usually ground slabs do not require any form-work. Concrete Slab Reinforcement Reinforcing steel for slabs is primarily parallel to slab surface. Straight bar reinforcement is generally used, although sometimes alternative cranked bar is used.

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COLUMNS A column or pillar in architecture and structural engineering is a structural element that transmits, through compression, the weight of the structure above to other structural elements below. In other words, a column is a compression member. The term column applies especially to a large round support (the shaft of the column) with a capital and a base or pedestal and made of stone, or appearing to be so. A small wooden or metal support is typically called a post, and supports with a rectangular or other non-round section are usually called piers. For the purpose of wind or earthquake engineering, columns may be designed to resist lateral forces. Other compression members are often termed "columns" because of the similar stress conditions. Columns are frequently used to support beams or arches on which the upper parts of walls or ceilings rest. In architecture, "column" refers to such a structural element that also has certain proportional and decorative features. A column might also be a decorative element not needed for structural purposes; many columns are "engaged", that is to say form part of a wall. BEAMS A beam is a structural element that is capable of withstanding load primarily by resisting against bending. The bending force induced into the material of the beam as a result of the external loads, own weight, span and external reactions to these loads is called a bending moment. Beams are characterized by their profile (shape of cross-section), their length, and their material. Beams are traditionally descriptions of building or civil engineering structural elements, but smaller structures such as truck or automobile frames, machine frames, and other mechanical or structural systems contain beam structures that are designed and analyzed in a similar fashion. Historically beams were squared timbers but are

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also metal, stone, or combinations of wood and metal such as a flitch beam. Beams generally carry vertical gravitational forces but can also be used to carry horizontal loads (e.g., loads due to an earthquake or wind or in tension to resist rafter thrust as a tie beam or (usually) compression as a collar beam). The loads carried by a beam are transferred to columns, walls, or girders, which then transfer the force to adjacent structural compression members. In light frame construction joists may rest on beams. In carpentry a beam is called a plate as in a sill plate or wall plate, beam as in a summer beam or dragon beam. SPECIFICATION OF BUILDING CONSTRUCTION Specifications describe the materials and workmanship required for a development. They do not include cost, quantity or drawn information, and so need to be read alongside other information such as quantities, schedules and drawings. Specifications vary considerably depending on the stage to which the design has been developed, ranging from performance specifications (open specifications) that require further design work to be carried out, to prescriptive specifications (closed specifications) where the design is already complete. Having a prescriptive specification when a contract is tendered gives the client more certainty about the end product, whereas a performance specification gives suppliers more scope to innovate and adopt cost effective methods of work, potentially offering better value for money. Typically, performance specifications are written on projects that are straightforward and are well-known building types, whereas prescriptive specifications are written for more complex buildings, or buildings where the client has requirements that might not be familiar to suppliers and where certainty regarding the exact nature of the completed development is more important to the client. An exception to this

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might be a repeat client such as a large retailer, where a specific, branded end result is required and so whilst the building type is well known, the specification is likely to be prescriptive. Most projects will involve a combination of performance and prescriptive specifications. Items crucial to the design will be specified prescriptively (such as external cladding) whilst less critical items are specified only by performance (such as service lifts). Key to deciding whether to specify a building component prescriptively or not, is considering who is most likely to achieve best value, the client, the designers or the contractor: Large clients may be able to procure certain products at competitive rates themselves (for example the government). Some designers may have particular experience of using a specific product (although some clients may not allow designers to specify particular products as they believe it restricts competition and innovation and may relieve the contractor of their liability for 'fitness for purpose'). The contractor may be best placed to specify products that affect buildability. Specifications should be developed alongside the design, increasing in level of detail as the design progresses. They should not be left until the preparation of production information. By tender they should describe every aspect of the building in such a way that there is no uncertainty about what the contractor is pricing. Aspects of the works are generally specified by:  Products (by standard, a description of attributes, naming (perhaps allowing equivalent alternatives) or by nominating suppliers).  Workmanship (by compliance with manufacturer’s requirements, reference to a code of practice or standards, or by approval of samples or by testing).

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 It should be possible to verify standards of products and workmanship by testing, inspection, mock-ups and samples, and documentation such as manufacturer’s certificates.  Specifications should be structured according to work packages mirroring the separation of the works into sub-contracts. This makes it easier for the contractor to price and so may result in a more accurate tender.  A standard classification system should be followed such as Uni-class. Foundation: The foundation shall of pcc 1:4:8 using 40mm size 1800 below the ground level. Column of footing of size 2000*2500 rectangaluar sloped footing edge depth 200mm and middle depth 550mmm concrete mix 1:1.5:3 Basement: The basement will be in brickwork in cm 1:3 wide 300m and depth 300mm at ground level. damp proof course in cm 1:3 at 20mm thick will be provided for all walls. Superstructure All main walls are in brickwork in cm 1:5, 230mm thick. The portions walls 230mm thick in ground parking height 2400mm and each floor heighr 3000mm provided. R.C.C Slabs of thickenss 150mm have been provided. The mix ratio is 1:1.5:3 that is 1 part of cement, 1.5 parts of fine aggregate and 3 parts of coarse aggregate. RCC slabs of thickness 150mm have been provided. The mix ratio is 1:1.5:3 thaat is 1 part of cement, 1.5 parts of fine aggregate and 3 parts of coarse aggregate

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Flooring The flooring will be in ccl :1.5 :3,20 thick for all portions wearing coarse 70mm thick, is provided Staircase Dog legged staircase is provided. The rises and thread adapted are 150 and 300mm. The waist slab is of thick in RCC 1:2:4 Steps Steps of rise 150mm and tread 300mm are provided. Wood work All wood work should be neatly and truly finished to the exact dimensions required all the joints should be simple ten on mortise joints with the end of tension exposure inserting screws. A hammy is prohibited in this case. All screws should be dipped in oil before inserted it.

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INTRODUCTION

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INTRODUCTION Design Requirements The Design Requirements define the acceptable and expected design practice for SCA consultants and in-house Architects and Engineers, and are generally organized by discipline and building system. Each requirement under "Description/Design Approach" may meet or exceed applicable code requirement. Details The Standard Details are to be used as an aid in creating Contract Documents and are based on the SCA Standard Specifications and Design Requirements. They are to be modified to suit actual project conditions. Room Planning The Room Planning Standards provide the design basis for all spaces in public building (post office), including all intended equipment and general locations of furnishing. They clearly delineate those items to be provided by the contractor and those by the Authority. They require modification based on actual room layout and size, and for existing rooms may end up being modified due to space and program constraints. Specifications The Standard Specifications define the materials acceptable for use in public buildings, and are based on and complement the Design Requirements. For projects that have a system that is not included in the specification, the designer is to create the section based on the formatting. Deviations from the standards on capacity projects must be approved through the Deviations Committee.

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Title Sheets All Drawings prepared for the SCA shall utilize the Standard Title Sheets to insure consistency in presentation for all projects. The Designer shall use the appropriate sheet size and border for the project, with 24½x 36½ (sht-d) being the preferred size.

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DESIGN CALCULATIONS

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DESIGN OF SLAB DESIGN OF TWO WAY SLAB The aim of design that fulfill its intended purpose during its intended lifetime adequate service ability in terms of stiffness and durability and economy Safety implies that the like hood of partial or total collapse of the structures acceptably6 low not only under the norm expected loads but also under abnormal but portable over load such as due to earth quake and extreme wind. Serviceability implies satisfactory performance of the structure performance of the structure under service loads, without discomfort to the user due to excessive deflection, cracking, vibration, etc., DESIGN PHILOSOPHIES: Over the years various design philosophies have evolved in different part of the world with regards to the reinforcement concrete design philosophies built upon a few fundamental assumptions and reflective way of thinking. The earliest codified design philosophies is that of the design of working stress method. Close to a hundred years old, thus traditional method of design, based a linear elastic theory, it still surveying in some countries including INDIA although it is now side lined by modern limit state design philosophies in the 1950. An alternative design based on strength reinforced concrete at ultimate loads evolved and gradually gained acceptance. This method is called ultimate load method of design was introduced as in alternative to working stress method in ACI CODE1956 and BRITISH CODE in 1957 and subsequently in the INDIAN CODE IS 4562000,1964.

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LIMIT STATE METHOD: The design based on the limit state method although ensures safety of the structure at working or service loads it does not provide a realistic estimate of the ultimate or collapse load of the structure in contrast to the limit state method of design.

The limit state method of design result in comparately larger and

conservative and costly designs. The limit state method in the INDIAN standard code IS: 456-2000 for specific applications.

LOAD COSOLIDERATIONS IN DESIGN: DEAD LOAD: The dead load in building consists of the weight of walls, partitions, floors, roofs including the weight of all the other permanent constructions in the building. LIVE LOAD The live loads on floors shall comprise all loads other than loads. The minimum live loads on different floors for different users are given by table of is 875, but do not take into considerations special concentrated loads, snow loads and other considerations.

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DESIGN OF TWO WAY SLAB:

Slab 1

Size

= 6.7*6.1

Wall thickness

= 230mm

Design constants Concrete grade

= M20

Size Grade

= Fe415

Length to breath ratio l/b

= 6.7/6.1 = 1.09<2

Hence the slab is to be designed as two way slab with two long edges discontinuous. Depth of Slab

Effective depth, d d

= span/25 = 6100/25

Effective depth, d

= 240mm

Overall depth, D

= 250mm

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Effective span

Clearn span+effective span= 6.1+0.25 = 6.35m Load calculation : Dead load

= 0.25*25*1 = 6.25KN/m2

Live load

= 4KN/m2

Floor finishes

= 0.6KN/m2

Total load

=10.85KN/m2

Factored load

= 1.5*10.85 = 16.25KN/m2

Ultimate design moments Refer table 7.2(table 26 of Is456-2000 code) and read out the moment coefficient for (Ly/Lx)

= 1.96

A=0.062,a

= 0.062

M=ax wLx2

= 0.062*16.25*6.352 = 40.62KNm2

M=ax w u Lx2

= 0.062*16.25*6.352 = 40.62KNm2

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Check for depth Mumax

= 0.138fckbd2

40.62*10

= 0.138*20*1000*d2

D

= 121.31<250mm

Hence the effective depth selected is sufficient to resist the design ultimate moment. Reinforcement details (short and long span) Area of long span Mu

= 0.87f y A std [1-(A stf y /f ck bd)]

40.62*10

= 0.87*415*Ast*250 -(Ast*415/1000*250*20)

Ast

= 450m2

Use 12mm dia bars Spacing in long span Spacing

= 1000*ast/Ast = 113*1000/450

Spacing

= 250mm

Area of short span 40.62*10

= 0.87*415*240*A[1-(A*415/1000*240)20)]

Ast

= 450mm2

Use 10mm dia bars

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Spacing in short span Spacing

= 1000*ast/Ast = 1000*113 /450

Spacing

= 350mm

Use 10mm dia bars at 350mm centres: Check for shear stress Vu

= 0.5W u *L x = 0.5*16.25*6.10

Vu

= 49.55 KN = V u /bd = 49.55*10/1000*240

Ʈv

= 0.20N/mm

Pt

= 100*A st /bd = 100*450/1000*240

Pt

= 0.186

Refer table 19 of Is 456-2000 Ʈc

= 0.39

Ʈc > Ʈv

Hence the shear stresses are within safe permissible limits Check for deflection control

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(L/d) basic

= 20

Pt

= 0.196

As per figure 5.1 of code Is456-2000 Kt

= 1.6

(L/d) max

= 20*1.6=32

(L/d) act

= 6100/240 = 25<32

Hence deflection control is satisfied

Torsion reinforcement at corners Area of tension steel at each of the corners in 4 layers in computed = (0.75*450)=337.5mm2 Length over which torsion steel is provided = (1/5)* short span = (1/5)* 6100 = 1200mm Provide 6mm diameter bars at 120mm corners for a length of 1200mm at all four corners in 4 layers. Reinforcement in edge strips: A st

= 0.12% of gross area

A st

= 0.12*240*1000

A st

= 280mm2/m

Provide 10mm dia bars at 300mm centers

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DESIGN OF BEAM GENERAL: Beams are structural elements carrying transverse external loads from slabs . That cause bending moment and shear force along their spans. When its subjected to bending moments reinforcing bars are provided in the tension zone. Beams may be different geometrical sections. The beams are designed at mid-span, being the compression in the flange and as rectangular beams at the section, since flange in under tension. The support reactions are found at the maximum reaction was taken also the design shear force. SINGLE REINFORCED BEAM: R.C.C. beams in which the steel reinforcement placed only on tension side are known as singly reinforced beams. DOUBLE REINFORCED BEAM: The depth of the beam is restricted and the singly reinforced member cannot provide the necessary moment of resistance or when bending moment reverses, the beam is reinforced both the compression and tension zone of the beam.

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DESIGN OF BEAM: Size

= 6.7*6.1m

Wall thickness

= 230mm

CROSS SECTIONAL DIMENSIONS: Depth

= Span = 6100/12

Depth d

= 500mm

D

= 600mm

B

=300mm

LOAD CALCULATION:

Beam Rl: Slab load

= 16.25KN/m2

Self weight

= 0.30*0.6*25 = 4.5KN/m

Live load

= 5.0 KN/m

Total load

= 25.75KN/m

Factored load

=1.5*25.75

25

= 38.625KN/m M

= 0.125wL = 0.125*38.625*6.12 = 179.65KN/m

V

= 0.5 w uL2 = 0/5*38.625*6.1 = 117.80KN

Main reinforcement : Mulim

= 0.138*fck*b*d = 0.138*25*300*5002

Mulim

= 258.75KN/m

Since Mu < Mulim , it is under reinforcement section, Mu

= 0.87*fy*Ast*d(1-A*fy/bd*fck)

179.65*10

= 0.87*415*Ast*500(1-Ast*415/300*500*25)

Ast

= 650mm

Use 3 bars of 20mm diameter Shear reinforcement : Ʈv

= Vu/b*d = 117.80*10/(300*500)

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= 0.78N/mm2 Refer table 19 of IS 456-2000 = 0.48N/mm2

Ʈc

Since > shear reinforcement are required Vus

= [Vu- Ʈc bd] = 117.80-(0.48*300*500)*10-3

Vus

= 45.8KN

Use 8mm diameter 2 legged stirrups. Sv

= (0.87*fy*Asv*d)/vus = (0.87*415*2*50*500)/(45.8*103)

Sv

= 350mm

0.75d

= 0.75*500 = 375mm

Adopt a spacing of 375mm near support gradually increasing to 350mm towards the center span. Check for deflection control: (L/d) act

= 6100/500 = 12.2

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(L/d) max

= (L/d) basic*Kt*Kc*Kf

Pt

= 0.499

As per figure 5.1 code of IS 456-2000 Kt

= 1.05

Kc

= 1.1.

Kf

= 0.57

(L/d) max

= 20*1.05*1.1*0.57 = 13.167

(L/d) act<(L/d) max

Hence deflection control is satisfied.

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DESIGN OF COLUMN GENERAL Columns are structural elements used primarily to support compressive loads, column members of multi storied buildings are subjected to compressive loads from floor and beams columns from a very important component of a structure, it should be utilized that the failure of columns results in collapse of the structure. In practice, columns of square rectangular and circular cross section are generally used R.C.C. columns are reinforced with longitudinal and reinforcement and transverse steel longitudinal steel contribute to the load carrying capacity of the section an transverse steel. A columns may be considered to be short when its effective length does not exceed 12 times the lateral dimensions; if the ratio of effective length to least lateral dimension exceeds 12, the column is considered as long column. LOADS ON COLUMNS: Columns in buildings frame are subjected to the following loads.

1.

Love loads o the floor supported by columns

2.

Dead weight of floor supports by the columns

3.

Self weight of the column.

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DESIGN OF THE COLUMN

Size of the column 350x350 mm Length (l)

=

3.5m

L

=

122500mm

CONDITION Fixed at the one wind and hinged at the another end Effective Length =

0.8x1

=

0.8x3500

=

2800 mm

Axial Ultimate Load (pu) = Ag

Fck

2755.5 kN

=

350x350mm

=

122500 mm2

=

20 N/mm2 , fy = 415 N/mm2

SLENDERNESS RATIO : (𝝀) Λ

=

= =

Le D 2800 350

8 < 12

Therefore the column is the short coloum

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ECCENTRICITY 𝜆

=

=

Le 500

3000 500

𝐷

+

80

+

300 30

=

7 + 10

=

17

E

=

6 < 20mm

𝑒𝑚𝑖𝑛

=

0.05 x 300

=

15 < 20

Hence the load on the column is uni-axially loaded column STRENGTH OF COLUMN: Pu

=

0.4 fck Ac + 0.67 fy Asc

Ac

=

Ag - Asc

=

122500 - Asc

2755.5 x 103 =

0.4 x 20 x (122500 - Asc)

=

6574.7

Assume 𝜑 =

25 mm

Asc

=

=

𝜋𝑑2 4 3.14 X 25 X 25 4

31

=

490.87 mm2

Provice 14mm nos of 25mm diameter bars. No. of bars =

=

Asc

𝑎𝑠𝑐 6574.70 490.87

=

13.3 ~ 14

=

no. of bars x asc

= = % of Asc

Asc

=

= =

14 X 3.14 X 25 X 25 4

6868.75 mm2 100 X Asc Provided bd 100 X 6868.75 980000

0.70 %

CHECK FOR ASC (LR) Min Asc & 0.8 % Max Asc & 6%, 3.27%, 0.8%, 3.27% & 6% To Provide 14 Nos of 25mm diameter bars DESIGN OF LATERAL (D) 1.6mm lateral

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2. ¼ x largest longitudinal 6 bars ¼ x 25

=

6.25 mm

=

8 mm

PITCH 1. 300 2. 16 X smallest longitudinal bars 16 X 25 3. << d =

=

400

=

300

300

Take least value Pitch SPACING (S) Spacing

= = =

b−c.c−(𝜑/2) − (𝜑/2) 2 350−2X40−(25/2) − (25/2) 2

122.5 & 300 mm

To take Maximum value spacing of longitudinal bar = 300 mm SUMMMARY  Size of the column 350mm X 350 mm  Londitudinal Reinforcement to Provide 14 nos of 25 dia bars  Lateral ties to provide 8mm diameter 300 mm c/c distance  Hence it is safe

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DESIGN OF FOOTINGS

Here we are going to implement square footing We know that Size of the column is 350mm X 350mm Axial Load (p)

=

2755.5 KN/mm

Fy

=

415 N/mm2

Size of the Footing Area of footing

=

Self-weight of the footing w l = =

Total load on the soil SBC of Soil

10% of w 10/100 2755

=

275.55 KN

=

2755.5 + 275.55

=

3031

=

3031/300

BXB

=

10.105

B

=

3.190 Assume 3m

=

3m x 3m

Total load on the soil

Area of the footing

Size of the footing Design of Bending Moment Net Upward pressure

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W

=

= =

Column load X Partial Safety Factor Area of Footing 2755.5 X 1.5 3X3

459.25 m

Bending Moment Bending Moment

=

Moment

Mx

𝑆𝑖𝑧𝑒 𝑜𝑓 𝑡ℎ𝑒 𝐹𝑜𝑜𝑡𝑖𝑛𝑔−𝑆𝑖𝑧𝑒 𝑜𝑓 𝑡ℎ𝑒 𝑐𝑜𝑙𝑢𝑚𝑛 2

=

(3500 – 350) / 2

=

1325

=

qx area of the hatched portion x area of c.g 3 𝑋 0.35

=

459.25 X

=

806.27 KNm

2

-

93 𝑋

0.350 2

2

Effective depth of footing Assume 20 dia cover

=

50

Mu limit

=

2.98 bd2

Effective depth req

=

300mm

=

d + cover + dia + (dia/2)

D

= =

300+50+20+20 2

380mm

35

=

2D

=

2 X 380

=

760mm

=

D – Cover – dia – dia/2

= =

760−50−20−20 2

680 mm

Area of tension steel reinforcement req (Ast) 𝑓𝑦 𝑋 𝐴𝑠𝑡

Mu

=

0.87 fy Ast d [1 −

806.27 X 106

=

0.87 x 415 x Ast x 680 [1 −

=

3401.6 mm2

Ast

=

3.14 X 20 X 20/4

No of Bars

=

Ast / ast

=

10

Ast

To provide 10 Nos of 20 mm diameter bars on either direction

Development Length

=

0.87 𝑋 415 𝑋 20 4 𝑋 1.92

]

415 𝑋 𝐴𝑠𝑡 ] 20 𝑋 3000 𝑋 680

Assume 20mm diameter

Development Length

𝑓𝑐𝑘 𝑋 𝑏 𝑋 𝑑

36

=

940.23 mm

Check for one way sheer: Shear force about plan “xx” & “yy” (summetrical section) V

=

Upward Pressure x Area of hatched portion

=

459.25 X 0.33

=

151.55 kN

Nominal Stress Nominal Stress

= =

151.55 𝑋 103 3000 𝑋 680

0.07 N/mm2

Permissible Shear Stress % of Ast

=

% of Ast

=

100 X Ast bXd 100 𝑋 3401.69 3000 𝑋 680

=

0.16 N/mm2

=

Upward pressure X area of the hatched

=

459 X (2 x 2 – 0.82 x 0.82)

=

1528.20 KN

Check Two way sheer V portion

37

Nominal Stress Nominal Stress

=

1528.20 𝑋 103 3000 𝑋 630

=

0.74 N/mm2

ks

=

0.5 + 𝛽𝑐

𝛽𝑐

=

Permissible Shear Stress

= ks

𝜉v

KSTC

Shorter side of column Longer side of column 400 400

1 N/mm2

=

=

0.5 + 1

=

1.5

=

0.25 √𝑓𝑐𝑘

=

0.25 √20

=

1.118 N/mm2

=

1.49 x 1.118

=

1.677

So the value is 1.5 < 1.677 The footing is safe in two way shear Check of bearing stress Actual Bearing stress

=

Design load on column Area of column

38

=

Permissible bearing stress A1

A2

Permissible bearing stress

1.5 X 2755.5 X 103 350 𝑋 350

=

33.74 N/mm2

=

0.45 x fck x √

=

3x3

=

9

=

0.35 x 0.35

=

0.1225 m2

=

0.45 x 20 x √

=

𝐴1 𝐴2

9 0.1225

=

35

Nominal bearing stress < Permissible

bearing stress 33.74 < 35 Hence the footing is safe in bearing stress Result  Size of the footing 3m x 3m over all depth of footing = 760 mm  To provide 10 Nos of 20mm dia bars on either direction.

39

DESIGN OF SPETIC TANK No of the persons

=

200 (Approx)

Water requirement

=

120 lit / Capital / day

De – sludging period

=

1 year

Length to width ratio

=

2

Quantity of sewage provided per day

=

130*120

=

15600 lit / day

=

15600*(24 / 24)

=

15600 lit / day

Assume quantity of sludge deposited

=

30 lit/capital

Total quantity of sludge deposited

=

30*130

=

3900 liters

=

15600 + 3900

=

19500 liters

Volume

=

19.5 m3

Assume depth

=

1.5 m

Surface area

=

Capacity / depth

=

19.5 / 1.5

=

13 m2

=

2B

Quantity of sewage during dention period

Total required capacity

L

40

L*B

=

13

2B2

=

13

B

=

2.54 ml

=

5.08*2.54*1.5

Dimensions

41

ESTIMATION

42

ABSTRACT ESTIMATE FOR THE PROPOSED CONSTRUCTION OF A POST OFFICE AT DINDIGUL CITY CORPORATION ESTIMATE AMOUNT: Sl. No.

1.

2.

3.

4.

5.

DESCRIPTION OF WORK

Earthwork excavation and depositing on bank with all leads and lifts in all classes of narrow excavation etc Stand filling in foundation trench and basement newly, newly collected river sand and watering and consolidating etc. In foundation trench Providing and laying of plain cement concrete 1:4:8 mix using 40mm hard granite metal laying and consolidating Brick work in cm 1:6, using well burnt Chamber bricks size 9”x4.5”x3”superstructure of walls etc., Providing and laying of R.C.C.1:2:4 mix using 20mm gauge granite chips with reinforcements with binding rods and tying etc., For plinth beam, sunshade and roof slabs

Rs:11500000

QTY/AREA

RATE

PER

AMOUNT

1600

200.00

Cum

182400.00

902

700.00

Cum

421603.00

327

2200.00

Cum

719026.00

820

3800.00

Cum

3116000.00

570

6200.00

Cum

3534000.00

43

6.

7.

8.

Ceiling plastering with cm 1:3, 12mm thick with neat finishing Wall plastering with cm 1:5 inside and outside 20mm thick etc. Providing and laying weathering course top of the open terraced area with broken brick jelly mixed with pure lime finished with cm 1:3 mix

Colour washing newly 9. plastered surface walls with shell lime 2 coats etc. Steel work for the doors and windows including and 10. accessories etc Painting doors and windows with best quality of paint over 11. primary coat etc., Flooring the room with C.C.1:4:8 mix with concrete 12. using 40mm gauge granite top finished. Providing Electrification to the building with all 13. accessories main connection etc.

1600

250.00

Sqm

1150

200.00

Sqm

950

500.00

Sqm

3050

65.00

Sqm

97

8000.00

Sqm

772640.00

193

200.00

Sqm

38632.00

1900

500.00

Sqm

950000.00

Lumpsum

475000.00

230000.00

475000.00

198250.00

100000.00

44

Providing with water supply 14. arrangements (Bore well with 1 HP Electric motor) 15. Providing with grill works Providing Erecting masonry staircase with waist slab, landing hand railings and 16. complete cement plastering etc., Providing sanitary arrangement with septic tank 17. and dispersion trench arrangements 18.

Contingencies and unforeseen items sundries etc.,

Lumpsum

80000.00

Lumpsum

70000.00

Lumpsum

100000.00

Lumpsum

32000.00

Lumpsum

5500.00

Total Amount (Rupees One Crore Fifteen Lakhs only)

11500051.00

45

DETAILED ESTIMATE FOR THE PROPOSED CONSTRUCTION OF A POST OFFICE (PUBLIC BUILDING AT DINDIGUL CITY CORPORATION Sl.

DESCRIPTION OF

Nos Length Breadth Depth

Quantity

No. WORK 1.

Earthwork

excavation

and depositing on bank with all leads and lifts in all classes

of narrow

excavation etc

For R.C.C. Columns

76

2

3

2

912.00 912.00 Cum

2.

Stand

filling

in

foundation trench and basement newly, newly collected river sand and watering

and

consolidating etc. In foundation trench.

For R.C.C.Columns

72

2

3

0.23

99.36

1

324

0.23

0.3

22.36

For grade beams centre line length

In Basement

46

Working Space

1

6.7

6.1

0.91

371.92

Parcel Section

1

3.00

11

0.91

30.03

Post Master Room

1

3.00

4.5

0.91

12.29

Cashier Room

1

3.00

6.1

0.91

16.65

Toilets

2

3.00

6.1

0.91

33.31

Dining room

1

3.00

3

0.91

8.19

Store Room

1

3.00

3

0.91

8.19

Total

3

Cum

Providing and laying of Plain cement concrete 1:4:8 mix using 40mm hard granite metal laying and consolidating etc., 1

4.

602.30

49

29

0.23

326.83 Cum

255

0.23

3.65

214.07

Brick work in cm 1:6 using well burnt Chamber bricks size 9”x4.5”x3” Superstructure of walls etc., Ground Floor Center Line measurement of the walls 1

47

Partition Wall with 4.5” thick

1

97.6

0.23

3.65

81.94

FIRST FLOOR Center line measurement of the walls

1

255

0.23

3.65

214.07

Prartion Wall with 9” thick

1

97.6

0.23

3.65

81.94

Parapet walls

1

102

0.114

0.76

8.84

Center line measurement of the walls

1

255

0.23

3.65

214.07

Prartion Wall with 9” thick

1

97.6

0.23

3.65

81.94

Parapet walls

1

102

0.114

0.76

8.84

Second Floor

907.70

cum

Deduct for Openings D – Door

53

1.2

0.23

2.13

31.16

W- Window

132

1.5

0.23

1.37

62.39

L- Louvers

18

1.2

0.23

0.61

3.03 96.58

Net Total

905.70

96.58

809.12 SAY

5.

Providing and laying of R.C.C. 1:2;4 mix using 20mm gauge granite chips with reinforce ments with binding rods

cum

820.00

cum

48

and tying grills entering laying concrete and curing etc., For plinth beam roof beam, sunshade and roof slabs

Column footing

72

1.22

1.22

0.23

24.65

Column below ground level

72

0.3

0.38

2

16.42

Grade beam

1

324

0.23

0.3

22.36

Column above ground level

12

0.3

0.38

11.88

97.51

Cut lintel beam for doors

53

1.67

0.23

0.15

3.05

for 1.32

2.1

0.23

0.15

9.56

132

1.68

0.61

0.07

9.47

Front side

2

1.06

0.91

0.11

0.21

Roof Slab

2

48

8

0.15

115.2

Roof Slab

2

5.5

14.5

0.115

18.3425

Roof Slab F.F.

2

48

8

0.15

115.2

Roof Slab F.F.

2

5.5

14.5

0.115

18.3425

Roof Slab S.F.

2

48

8

0.15

115.2

Roof Slab S.F.

2

5.5

14.5

0.115

18.3425

Cut lintel window

beam

Sunshade W-Window

565.51 SAY

570.00

cum

49

6.

Ceiling Plastering with cm 1:3, 12mm thick with neat finishing GROUND FLOOR Working Space

1

6.7

6.1

-

508.70

Parcel Section

1

3.00

11

-

33.00

Post Master Room

1

3.00

4.5

-

13.50

Cashier Room

1

3.00

6.1

-

18.30

Toilets

2

3.00

6.1

-

36.60

Dining room

1

3.00

3

-

9.00

Store Room

1

3.00

3

-

9.00

Passage

1

49.00

1.4

-

68.690

Passage

1

13.00

1.4

-

18.20

Working Space

1

6.7

6.1

-

508.70

Bed Room (Rest Room)

1

3.00

11

-

33.00

Guest Room

1

3.00

4.5

-

13.50

Drawing Room

1

3.00

6.1

-

18.30

Toilets

2

3.00

6.1

-

36.60

Sorting Room

1

3.00

3

-

9.00

Store Room

1

3.00

3

-

9.00

Passage

1

49.00

1.4

-

68.690

FIRST FLOOR

1487.70 SAY

1500

Sqm

50

7.

Wall plastering with cm 1:5, inside and outside 20mm thick etc., Working Space

1

25.6

3.65

-

93.44

Parcel Section

1

28.00

3.65

-

102.20

Post Master Room

1

15.00

3.65

-

54.75

Cashier Room

1

18.20

3.65

-

66.43

Toilets

2

18.20

3.65

-

132.86

Dining room

1

12.00

3.65

-

43.80

Store Room

1

12.00

3.65

-

43.80 537.28

FIRST FLOOR Working Space

1

25.6

3.65

-

93.44

Bed Room (Rest Room)

1

28.00

3.65

-

102.20

Guest Room

1

15.00

3.65

-

54.75

Drawing Room

1

18.20

3.65

-

66.43

Toilets

2

18.20

3.65

-

132.86

Sorting Room

1

12.00

3.65

-

43.80

Store Room

1

12.00

3.65

43.80

Passage

1

102

0.76

77.52 614.80 Total

IVth items deduction

96.58/0.23 =22.21

1152.08

Sqm

51

1152.08-22.21=

8.

SAY

1150.00

Sqm

Providing and laying weathering course on top of the terraced area with broken brick jelly mixed with pure lime and top finished with cm 1:3 weathering course area.

1

Deduction in Area (Open to Sky)

9.

1129.87

49

29

--

1421.00

38.00

13

--

494.00

Total

1421.00

SAY

950.00

Sqm

--

3050.00

Sqm

Colour washing newly plastered surface walls with shell lime 2 coats etc.

Wall plastering + Ceiling 1150

1900

52

10.

11.

Steel work for the doors and windows including all accessories etc., D – Door

53

1.2

0.23

2.13

31.16

W- Window

132

1.5

0.23

1.37

62.39

l- Louvers

18

1.2

0.23

0.61

3.03

Total

96.58

Sqm

193.16

Sqm

Painting doors and windows with best quality of paint over primary coat etc.,

As per above items

12.

96.58x2=

Flooring the room with C.C.1:4:8 mix with concrete using 40mm gauge granite top finished.

GROUND FLOOR Working Space

10

6.7

6.1

-

408.70

Parcel Section

1

3.00

11

-

33.00

Post Master Room

1

3.00

4.5

-

13.50

Cashier Room

1

3.00

6.1

-

18.30

Toilets

2

3.00

6.1

-

36.60

Dining room

1

3.00

3

-

9.00

Store Room

1

3.00

3

-

9.00

53

Passage

1

49.00

1.4

-

68.690

Passage

1

13.00

1.4

-

18.20

Working Space

10

6.7

6.1

-

408.70

Bed Room (Rest Room)

1

3.00

11

-

33.00

Guest Room

1

3.00

4.5

-

13.50

Drawing Room

1

3.00

6.1

-

18.30

Toilets

2

3.00

6.1

-

36.60

Sorting Room

1

3.00

3

-

9.00

Store Room

1

3.00

3

-

9.00

Passage

1

49.00

1.4

-

68.690

Passage

1

13.00

1.4

-

18.20

FIRST FLOOR

Total SAY 13.

14.

15.

Providing Electrification to the building with all accessories main connection etc.

Providing with water supply arrangements (Bore well with 1 HP Electric motor) Providing with grill works

Lump sum

Lump sum Lump sum

1487.70 1500

Sqm

54

16.

17.

18.

Providing Erecting masonry staircase with waist slab, landing hand railings and complete cement plastering etc.,

Providing sanitary arrangement with septic tank and dispersion trench arrangements

Contingencies and unforeseen items sundries etc.,

Lump sum

Lump sum

Lump sum

55

CONCLUSION & REFERENCES

56

CONCLUSION In this project we have successfully made and attempt of planning, designing and estimation of post office (public building). The design had been accordingly to satisfy all the practical needs. We gathered many experience in relationship with many engineers and designers kept very happy in gaining this type of experience. And also we gained enough knowledge in planning, designing and estimation of public building (post office).

57

REFERENCES The following books are reffered for the design purpose for the completion of the work. 1. “Design of R.C. Structure”, Krishnaraju 2. “Structural Analysis”, B.C. Punmia 3. “Limit State method of design”, Ashok K. Jain 4. “Building Construction”, Susilkumar, B.C. Punima