mini civil project

8/19/2019 mini civil project

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INTRODUCTION

1.1 SPECIFICATIONS

1.1.1 EARTHWORK EXCAVATION OF FOUNDATION:

The concrete should be filled in the excavated earth beyond 1m form the

edge of trenches. After construction of foundation, the remaining before starting

excavation trial, pits should be dug to ascertain the depth of concrete and sides

should be left plump. The bottom of the foundation trenches portion of trenches

should be filled up with earth of 15cm well rammed and watered. The filling of

earth should be free from brickbats and clods.

1.1.2 CEMENT CONCRETE OF DIFFERENT MIXTURES:

The coarse aggregate should be had stone ballast, the gauge of the ballast

depends on the thickness of concrete. The ballast should be clean and free from

dust and dirt. Fine aggregate should be of course and having gauged not more than

5mm angular sand will be used. ood river sand will be used. The sand fresh

!ortland cement of standard specification water should be cleaned and free from

alkaline and acid mater.

1.1.3 MACHINE MIXING:

The measured "uantity of coarse aggregate and cement of one batch shall

be poured into the drum of the cement concrete of mixture. The "uantity of

material loaded in the drum shall not exceed the mixer manufactures rated

capacity. The machine is then removed to mix the material dry and the water is

added slowly up to the re"uired "uantity. After two minutes rotation the mixing is

complete and it give a uniform concrete. #ater is added gradually.

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1.1.4 LAYING:

$aying of concrete should be started at once in layer of 15cm and

thoroughly consolidated. After this it should not be disturbed or shaken. The

concrete after laying all be cured by being covered with soaked gunny bags and

sand etc., constantly for two weeks.

1.1.5 FOUNDATION:

Foundation is the most important part of a structure, which transmits the

loads of the superstructure to the subsoil. The soil which is located immediately

below the base of the foundation is called the subsoil or foundation soil, while

lowermost portion of the foundation which is in direct contact with the subsoil is

called the footing.

Foundation can be built in various types of hand materials. enerally bricks,

stones, concrete, steel etc., are used in different form for constructing the

foundation of a building.

1.1.6 DAMP PROOF COURSE:

%amp proof course is a layer of strong and impervious material provided at

the &unction of foundation with wall at floor level to prevent bitumen laid and then

sanded immediately. 'ement should be !ortland cement of standard specification.

The "uality of sand should be course, sharp, angular, and clean free from dust and

dirt of proportions and then mixed thoroughly by adding water gradually and

slowly to have a thick workable mortar.

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(efore %.!.'. is being applied the level of the plinth should be checked

longitudinally and transversely. The surface should be cleaned and water should be

sprinkled over the masonry wall to make it damp. )t is to be laid on full width of

inner superstructure walls. )n case of outer walls it should be extended up to

outside face of wall and compacting by tamping and the surface roughened so as to

from a key for the &oint of wall above. )t should not be laid doorways and veranda

openings.

*ertical damp proof course consists of 1+mm to 1mm thick 1- cement

sand plaster. The concrete of plaster. The concrete of plaster should be conversed

with two layers of bitumen. The concrete of plaster will be allowed to dry for one

day after arising and two coats of bitumen on the plinth should be cleaned off.

The cement mortar consists 1-, 1-/, 1-0, 1-, 1-, according to the nature of

work 1- means one part cement and three parts of sand. 'ement and sand be

thoroughly mixed dry and then water be added to it be selected for face walls. The

bricks should be selected for these face walls. The brick should be laid in 2nglish

bond and master is in the plumb. All bricks should be soaked water before use not

less than one hour. The &oints in the face walls are to be plastered of pointed be

racked out while the mortar is green.

The brickwork in cement mortar should keep wet for one week at least the

&oints should be uniform thickness net exceeding 1 cm for first and second brick

work. The bricks of uniform colour should preferably be used in the face walls so

as to give better look.

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1.2. PLANNING CONSIDERATIONS

1.2.1 MAIN O!ECTIVES OF PLANNING:

The main ob&ective of planning is to execute the pro&ect most economically

both in terms of money and time. 2ffective planning includes the following factors

are

!roper design of each element of pro&ect.

!roper selection of e"uipment and machinery in big pro&ects the uses of

large capacity plants are found economical.

!roper arrangement of repair of e"uipment and machinery near the site of

work to keep them ready to work.

!rocurement of material well in advance.

2mployment of trained and experienced staff on the pro&ects.

To provide welfare schemes for the staff and workers such as medical and

recreational facilities.

To provide proper safety measures such as proper ventilation, proper

arrangement of light and water.

1.2.1.1ORIENTATION:

3rientation of a building is the relationship of the building to its environment.

The building must be suitably oriented to the site and sun and the prevailing winds.

3rientation not only affects planning, but also the design.

3rientation of a building is the proper placement o building and its

component rooms with respect to the weathering elements as the sun, wind and

rain and environment factors like topography and enchanting views of landscape.

The inmates to en&oy the features of nature and avoid the undesirable ones

besides providing convenient access to the street and backyard. )ndia being a

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tropical country, best orientation will be done if the building faces the direction of

prevailing wind.

1.2.1.2ASPECT:

Aspect is a very important consideration in the planning of a building. The

arrangement of doors and windows on external walls of a building will allow the

occupants to receive and en&oy nature4s gifts as sunshine, breee and scenic beauty

of landscape. The manner of arrangement or peculiarity of arrangement of the

doors windows in the external walls of the building is termed as aspect.

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CENTRE LINE DIAGRAM OF CITY

UILDING

CHAPTER "3

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STRUCTURAL DESIGN

3.1 AIM OF DESIGN

The aim of design is the achievement of an acceptable probability that

structure being designed will perform satisfactory during their intended life . #ith

an appropriate degree of safety, they should sustain all the loads and deformation

of normal construction and use. And have ade"uate durability 6 ade"uate

resistance to the effects of misuse and fire

3.2INTRODUCTION

GENERAL

This pro&ect reports on the analysis and design of Auditorium, $ibrary and

)ndoor ames hall in one separate block. All structural components for the

building such as beams, columns, slabs, staircase etc are analysed and designed.

)solated footing is adopted for all columns. 7afe bearing capacity is taken as

+88k9:m2 .The structure is designed by using limit state method, adopting ;+8

concrete andFe/15


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• $imit state method of design is based on elastic theory.

• !artial safety factors are used in this method to determine the design loads

and design strength of materials from their characteristics values.

•The design aids to )7-/50, published by the bureau of )ndian standards. The

design of limit state method is very simple and hence widely used in practice.

• This method gives economical results when compared with the conventional

working stress method.

3.3 DESIGN OF SLA

3.3.1. SLAS

The most common type of structural element used to cover floors and roofs

of building are reinforced concrete slabs of different types. 3ne way slabs are those

supported on the two opposite sides so that the loads are carried along one

direction only. Two way slabs are supported on all four sides with such dimensions

such that the loads are carried to the supports along both directions

)f $y:$x? +, then the slab is designed as two way slab

)f $y:$x@+, then the slab is designed as one way slab.

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#here, $y longer span dimension of the slab.

$x shorter span dimension of slab.

Bestrained slabs are referred to as slabs whose corners are prevented from

lifting. They may be supported on continuous or discontinuous edges.

3.3.2 C,'&-#'%#/+ /- &,'0&

7olid slab


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/888: +0 x 1.5

18+.50 mm say 185mm

OVERALL DEPTH :

% d C cc CDdia:+E

185 C 15 C D:+E

d 1+/mm say 1+5 mm

EFFECFIVE SPAN:

2ffective span $(

/888+8 8mm

1E 2ffective span $ C D(:+E C D(:+E

/888C D+8:+E CD+8:+E

/+8mm

2ffective span 8mm

LOAD CALUCLATION :

'onsidering 1 m width of slab

%ead load / G9:m

$ive load +.5/G9:m

#eathering coarse .5/G9:m

%esign of dead load / x 1.5 0G9:m

%esign of live load +.5/ x 1.55.1G9:m

DESIGN OF ENDING MOMNET:

(; H end span DD#$x$+:1+E C Dw$+:18E

D5.1 x .I+:1+E CD0 x.+:18E

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1/. G9:m

(; H mid span DD#$x$+:10E C Dw$+:1+E

D5.1 x .I+:10E CD0 x.+:1+E

11.+ G9:m

(; Hend support DD#$x$+:18E C Dw$+:JE

D5.1 x .I+:18E CD0 x.+:JE

1.8+ G9:m

(; interior support DD#$x$+:1+E C Dw$+:JE

D5.1 x .I+:1+E CD0 x.+:JE

15.0 G9:m

REUIRED EFFECTIVE DEPTH :

;u Ku x b x d+

d DD1.8+ x 18+E:+.0 x 1888E1:+

d .5 mm

MAIN REINFORCEMENT:

S(%#/+ 1:

;u 8.xFyxAstx Dd DAst x fyE:DbxFckEE

1/. G9.m 8. x /15x Ast x D185DAst x /15E:D1888x+8EE

Ast /+0.1mm+

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S(%#/+ 2:


11.+ L 180 8. x /15x Ast x D185DAst x /15E:D1888x+8EE

Ast .+mm+

S(%#/+ 3:


1.8+ L180 8. x /15x Ast x D185DAst x /15E:D1888x+8EE

Ast 588.+mm+

S(%#/+ 4:


15.0 L 180 8. x /15x Ast x D185DAst x /15E:D1888x+8EE

Ast /5.+mm+

MININIMUM REINFORCEMENT:

8.1+ M of cross sectional area

D8.1+:188E x 1888 x 185

Ast 1+0 mm+

SPACING:

ast N:/ x d+

N:/ x +

58.+0mm+

7pacing of provide reinforcement and negative reinforcement

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71 1888xDast:AstE 58.+0 x 1888:/+0.1 11. mm say 115mm

7+ 1888xDast:AstE 58.+0 x 1888:.+ 158 mm

7 1888xDast:AstE 58.+0 x 1888:588.+ 188 mm

7/ 1888xDast:AstE 58.+0 x 1888:/5.+ 18J.0 mm say 185mm

SPACING LIMIT:

1E d x 185 15 mm

+E 88 mm

provide 18 mm dia bars 188mm c:c distance

DISTRIUTION:

Ast DminE 1+0 mm+

SPACING LIMIT:

1E 5d 5 x 185 5+5 mm+E /58 mm

!rovide mm dia bars on distribution H/58 mm c:c distance

CHECK FOR SHEAR:

*u D8.0wdlE CD8.0wdlE

D8.0 x 5.1 x .E C D8.80 x 0 .E

+5.5 G9

Ʈv Dvu:bdE

D+5.5x 18E:D1888 x 185E

8.+// 9:mm+

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M of steel D188 x AstE:DbdE

D188x +15.5E : D1888 x 185E 8.1+M

Befer Table 1J of )7 /50+888 code and read permissible shear stress as Ʈc

8.5 9:mm+

Ʈc 8.5 9:mm+ @ Ʈv 8.+// 9:mm

+


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CHAPTER"5

DESIGN OF EAM

5.1 EAMS

(eams are defined as structural members sub&ected to transverse load that

caused bending moment and shear force along the length. The plane of transverse

loads is parallel to the plane of symmetry of the cross section of the beam and it

passes through the shear centre so that the simple bending of beams occurs. The

bending moments and shear forces produced by the transverse loads are called as

internal forces.

5.1.1T(& /- 0('$&

%epending upon the supports and end condition, beams are classified as below.

simply supported beams

over hanging beams

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cantilever beam

fixed beam

The reinforced concrete beams, in which the steel reinforced is placed only

on tension side, are known as singly reinforced beams, the tension developed dueto bending moment is mainly resisted by steel reinforcement and compression by

concrete. #hen a singly reinforced beam needs considerable depth to exist

large bending moment, then the beam is also reinforced in the compression one.

The beams having reinforcement in compression and tension one is called as

doubly reinforced beam

• A beam has to be generally designed for the actions such as bending

moments, shear forces and twisting moments developed by the lateral

loads.

• The sie of the beam is designed considering the maximum moment in it

and generally kept uniform throughout its length.

•

)7-/50-+888 recommends that the minimum grade of concrete should not be less than ;+8 in B' works.

D(*+ /- 0('$&

#hen there is a Beinforced concrete slab over a concrete beam, then the

beam and the slab can be constructed in such a way that they act together

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5.2DESIGN OF EAM

1D'%'

7pan of the beam 0m

Fck +89:mm+

Fy /159:mm+

7ie of the beam +8 x 088mm

3verall %epth 088mm

2ffective %epth 505mm

(readth 505

d4 58mm

2U,%#$'%( $/$(+% '+) &(' -/(&

;u 1.0G9m

*u +/8.5+G9m

3M'#+ R(#+-/($(+%

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;ulimit 8.1fckbd+

8.1x+8x+8x088+

++.5+G9m

;u? ;ulimit

>nder Beinforced 7ection

;u 8. x fy x Ast x dD1 Ast bd x

fyfck E

1.0x 180 8. x /15 x Ast x 088 x D1 Ast

450 x600 x415

20 E

1.0 x 180 +1008Ast P 10.0Ast+

Ast 18+.5/mm+

!rovide 0 bars of 10mm diameter DAst 18+.5/mm+E as tension reinforcement

and + bars of 18mmO as hanger bars on compression side.

4C(7 -/ S(' S%(&&

*u +J0./5G9

Qv

Vu

bd +/8.5 x 18

:+8 x 088

1.J9:mm+

!t100 Ast

b d 100 x1032.54

230 x 600 8./

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Qc 8.

Qv @ Qc 7hear reinforcement are re"uired.

*us *u Qc b d

+/8.5 x 18 x8. x+8 x 088 1.8JG9

!rovide nominal shear reinforcement using 0mm diameter two legged stirrups at a

spacing of

7v @8.5d 8. x 088 /58mm

!rovide 0mm diameter stirrups at /88mm shear supports.

5C(7 -/ D(-,(%#/+ C/+%/,

!t 8./

Gt 1.1

D$:dEmax $:d basic x Gt x Gc x Gf

@+8 x + x 1.1 x 1 //

D$:dEactual +8:058 5./0 ?//


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EAMS ASSUMED

DIMENSION

$$

FACTORED

LOAD

KN

MOMENT

KN8$

REINFORCEMEN

DETAIL

(1 +88 x 0888 +8 1 10mm dia bars H

08mm spacing

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CHAPTER"6

DESIGN OF COLUMN

6.1 COLUMNS

A column is defined as a structural member sub&ected to compressive force

in a direction parallel to its longitudinal axis. The columns are used primarily to

support compressive load. #hen the compression members are over loaded then

their failure may take place in direct compressionDcrushingE, excessive bending

combined with twisting. Failure of column depends upon slenderness ratio

6.1.1T(& /- /,9$+&

7hort column $ong column

#hen slenderness ratio Dlex:bE is less than 1+, the compression

member Dlex:bE is said to be short column and if the slenderness ratio is greater

than1+, it is called as long column.

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*ertical members in compression are called as columns and struts.

The term column is reserved for member which transfer load to the ground.

'lassification of column, depending upon slenderness ratio is

• 7hort columns

• 7lender columns

6.1.1.1S/% /,9$+

)7-/50-+888 classifies rectangular column as short when the ratio of

effective lengthD$eE to the least dimension is less than 1+.This ratio is called

slenderness ratio of the column.

6.1.1.2S,(+)( /,9$+&

The ratio of $e to the least dimension is less than 1+ are called as slender

column.

C,'&-#'%#/+ /- /,9$+

Axially loaded column

2ccentrically loaded column

'olumn sub&ected to axial load and moment

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6.2DESIGN OF COLUMN

1GIVEN

7ie +8L+8 mm

!u 115G9

;u 1.0 G9;

SOLUTION

F#+) A* :

Ag a+

+8 +

5+.J x 18+ mm+

F#+) A&:

Asc + M of Ag

8.8+ x Ag x 5+.J x 18

8.8+ x Ag 8.8+ x 5+.J x '

Asc 185 mm+

24


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F#+) A:

Ac Ag Asc

5+.J x 18+ 185

51/+ mm+

!u 8./ x Fck x Ac C D8.0 x /15 x 185E

8./ x +8 x 51/+ C D8.0 x /15 x 185E

!u 8.J1x 18 9

Assume +5 mm dia of bar-

Asc N:/ x d+

N:/ x +5+

/J8mm+

NO OF ARS-

DAst:astE

D185:/J8.E

+.1/ nos

A&% /:

9o of bars x ast

x /J8.

1/+./ mm+

M ast Ast x Ag x 188

D1/+./ : 5+.J x 18x 188E

.JJ x 180

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M ast +. M

CONDITION:

8. ? +. ? 0M

SPACING:

7 D+8D/8 C /8 C D++:+ C ++:+EEE:+

1J mm say 18mm

DESIGN OF LATERAL TIES:

%iameter-

1E R dia R x +5 0.+5mm

+E 0 mm

PITCH:

1E $ld 88 mm

+E 10 dia 10 x +5 /88 mmE 88 mm

!rovide 0mm dia bar lateral ties H 88 mm.

26


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COLUMN ASSUMED

DIMENSION

$$

FACTORED

LOAD

KN

MOMENT

KN8$

REINFORCEMEN

DETAIL

'1 +88 x +88 115 1.0 0mm dia bars H

88mm spacing

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CHAPTER";

DESIGN OF FOOTING

;.1 F//%#+*

• Foundation is the most important component of a structure.

• )t should be well planned and carefully designed to ensure thesafety and

stability of the structure.

• Foundation provided for B'' columns are called as column base.

;.1.2T(& /- -//%#+*

)solated footing

'ombined footing

7trap footing

7olid raft foundation

Annular raft foundation

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;.2DESIGN OF FOOTING DATAS:

'olumn load 115 G9

Fy /15 9:mm+

Fck +8 9:mm+

7(' +8 9:mm+

'olumn sie +8 x +8 mm

DESIGN:

Total load D18:188E x 115 C 115

185.5 G9

Area of footing 18.5 x 18:+8 x18

/.05 m+

7ie of footing 05 +.15 m

7ie of footing +.15 x +.15 m

Area of footing /.05 m+

DESIGN:

Fy Dcolumn load x 1.5E: area of footing

D115 x 18 x 1.5E:/.055

1./ G9: mm+

29


30/64

DESIGN OF ENDING MOMENT:

!ro&ection +.15 P D8.5:+E

8.J m

MOMENT :

; 1./ x 18 x +.15 x 8.J x 8.J

;u +/. G9.m

DEPTH OF FOOTING:

;u +.0 bd+

% D0. x 18:+.0 x +158E1:+

+/J.1mm % +58 mm

'onsidering the effect of the shear provided an effecting depth of /58 mm for the

top of layer bar ,assuming +5 mm dia of bars with a nominal cover of 5+.5 mm

Thick

Total thick /8 C 1+.5 C +5 C 5+.5

58 mm

Tension reinforcement -

(; max 0. G9.m

0. x 18I0 8. x/15 x Ast x /8 xD1D/15 x AstE:+8 x+158 x

/8E

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31/64

Ast +++/.0 mmI+

;inimum area of reinforcement -

D8.15:188E x +158 x 58

18.5 mmI+

9o of bars -

DAst:astE

D+++/.0:18.5E

/.5 say 5 nos

%evlopement length of tension bars-

$d +5 x 8. x +58: / x 1.+

11+.1 mmI+

!ro&ection of footing from face column J1+.5 mmI+

!roviding an end cover of 58 mm$ength of bars beyond the face of column 11+.1 mmI+ @J1+.5 mmI+


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*y 0. x +.15 x8.05+5

*y 510.0J G9

NOMINAL SHEAR STRESS ACROSS YY:

Ʈ vy 0. x 18I:+158 x /58

8.50 9:mmI+

M of steel D188 x AstE:DbdE

D188x +++/.0E : D+158 x /8E

8.+1 9:mm+

Befer Table 1J of )7 /50+888 code and read permissible shear stress as = Ʈc

8.0 9:mm+

Ʈ vy?Ʈc


33/64

FOOTING ASSUMED

DIMENSION

$$

FACTORED

LOAD

KN

MOMENT

KN8$

REINFORCEMEN

DETAIL

F +158 x +158 115 1.0 1+mm dia bars H

88mm spacing

33


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STAAD.P/ R(/%

To- From

-

'op

y to-

%ate- 10/24/2012 Bef

-

ca: 185J050

!/0 I+-/$'%#/+

E+*#+(( C(7() A/


35/64

Included in this printout are data for:

A,, The #hole 7tructure

Included in this printout are results for load cases:

T( L8C N'$(

!rimary 1 $3A% 'A72 1 %2A%

!rimary + $3A% 'A72 + $)*2

'ombination enerated 9('' 1JJ5 g16$,T,#

only 1

'ombination /enerated 9('' 1JJ5 g16$,T,#

only +

N/)(&

N/)

(

X

DmE

Y

DmE

=

DmE

1 8.888 8.888 8.888

+ 5.15 8.888 8.888 18.58 8.888 8.888

/ 15.5+5 8.888 8.888

5 +8.88 8.888 8.888

0 8.888 5.888 8.888

5.15 5.888 8.888

18.58 5.888 8.888

J 15.5+5 5.888 8.888

18 +8.88 5.888 8.888

11 8.888 8.888 .8881+ 5.15 8.888 .888

1 18.58 8.888 .888

1/ 15.5+5 8.888 .888

15 +8.88 8.888 .888

10 8.888 5.888 .888

1 5.15 5.888 .888

35


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1 18.58 5.888 .888

1J 15.5+5 5.888 .888

+8 +8.88 5.888 .888

+1 8.888 8.888 0.888

++ 5.15 8.888 0.888+ 18.58 8.888 0.888

+/ 15.5+5 8.888 0.888

('$&

('

$

9ode

A

N/)(

L(+*%

DmE

P/(%

Ddegree

sE

1 0 5.15 + 8

+ 5.15 + 8

J 5.15 + 8

/ J 18 5.15 + 8

36


37/64

5 1 0 5.888 8

0 + 5.888 8

5.888 8

/ J 5.888 8

J 5 18 5.888 8

18 10 1 5.15 + 8

11 1 1 5.15 + 8

1+ 1 1J 5.15 + 8

1 1J +8 5.15 + 8

1/ 11 10 5.888 8

15 1+ 1 5.888 8

10 1 1 5.888 8

1 1/ 1J 5.888 81 15 +8 5.888 8

1J +0 + 5.15 + 8

+8 + + 5.15 + 8

+1 + +J 5.15 + 8

++ +J 8 5.15 + 8

+ +1 +0 5.888 8

+/ ++ + 5.888 8

+5 + + 5.888 8

P,'%(&

P,'%(N/)(

A

N/)(

N/)(

C

N/)(

D

P/(%

J/ 0 1 10 1

J5 1 1 1

J0 J 1J 1 1

J J 18 +8 1J 1

J 10 1 + +0 1

JJ 1 1 + + 1

188 1 1J +J + 1

37


38/64

181 1J +8 8 +J 1

18+ +0 + 0 1

18 + + 1

18/ + +J J 1

185 +J 8 /8 J 1

180 0 / /0 1

18 / / 1

18 J /J / 1

18J J /8 58 /J 1

118 /0 / 5 50 1

111 / / 5 5 1

11+ / /J 5J 5 111 /J 58 08 5J 1

11/ 50 5 0 00 1

115 5 5 0 0 1

110 5 5J 0J 0 1

11 5J 08 8 0J 1

S(%#/+ P/(%#(&

P/ S(%#/+A('

Dcm+E

I

Dcm/E

I>>

Dcm/E

!

Dcm/EM'%(#',

+ Bect 8./5x8.8 1.52

1812 ++2 +2 '39'B2T2

Bect 8.8x8./5 1.52

++2 1812 +2 '39'B2T2

P,'%( T#7+(&&

38


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P/

N/)( A

DcmE

N/)(

DcmE

N/)( C

DcmE

N/)( D

DcmEM'%(#',

1 1+.888 1+.888 1+.888 1+.888 '39'B2T2

M'%(#',&

M'

% N'$(

E

Dk9:mm+

E

D(+%

Dkg:mE

D1:SGE

7T22$ +85.888 8.88 .2 1+2 0

/7TA)9$2777T22

$ 1J.J8 8.88 .2 12 0

5 A$>;)9>; 0.J/ 8.8 +.12 +2 0

0 '39'B2T2 +1.1 8.18 +./2 182 0

S9/%&

N/)

(

X

Dk9:m

mE

Y

Dk9:m

mE

=

Dk9:m

mE

X

Dk9

m:deg

E

Y

Dk9

m:deg

E

=

Dk9

m:deg

E

1 Fixed Fixed Fixed Fixed Fixed Fixed

+ Fixed Fixed Fixed Fixed Fixed Fixed

Fixed Fixed Fixed Fixed Fixed Fixed

/ Fixed Fixed Fixed Fixed Fixed Fixed

39


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1+ Fixed Fixed Fixed Fixed Fixed Fixed


1/ Fixed Fixed Fixed Fixed Fixed Fixed15 Fixed Fixed Fixed Fixed Fixed Fixed

+1 Fixed Fixed Fixed Fixed Fixed Fixed

++ Fixed Fixed Fixed Fixed Fixed Fixed

+ Fixed Fixed Fixed Fixed Fixed Fixed

+/ Fixed Fixed Fixed Fixed Fixed Fixed

+5 Fixed Fixed Fixed Fixed Fixed Fixed


+ Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed



/1 Fixed Fixed Fixed Fixed Fixed Fixed

/+ Fixed Fixed Fixed Fixed Fixed Fixed


// Fixed Fixed Fixed Fixed Fixed Fixed

/5 Fixed Fixed Fixed Fixed Fixed Fixed


' L/') C'&(&

N9$0( N'$(

1 $3A% 'A72 1 %2A%

+ $3A% 'A72 + $)*2

C/$0#+'%#/+ L/') C'&(&

C/$0. C/$0#+'%#/+ L8C N'$( P#$' P#$' L8C N'$( F'%/

enerated 9('' 1JJ5

g16$,T,# only 11

$3A% 'A72 1

%2A% 1.+5

+ $3A% 'A72 + 8.J8

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$)*2

/enerated 9('' 1JJ5

g16$,T,# only +1

$3A% 'A72 1

%2A% 8.5

+

$3A% 'A72 +

$)*2 8.J8

L/') G(+('%/&

There is no data of this type.

S(,-"?(#*% : 1 LOAD CASE 1 DEAD

D#(%#/

+F'%/

= 1.588

('$ L/')& : 2 LOAD CASE 2 LIVE

('$ T( D#(%#/+ F'D'

DmEF0 D0

E.

DmE

1 >9) k9:m = 18.888 + >9) k9:m = 18.888

>9) k9:m = 18.888

/ >9) k9:m = 18.888

5 >9) k9:m = 18.888

0 >9) k9:m = 18.888

>9) k9:m = 18.888

>9) k9:m = 18.888

J >9) k9:m = 18.888

18 >9) k9:m = 18.888 11 >9) k9:m = 18.888

1+ >9) k9:m = 18.888

1 >9) k9:m = 18.888

1/ >9) k9:m = 18.888

15 >9) k9:m = 18.888

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P,'%( L/')& : 2 LOAD CASE 2 LIVE

P,'%( T( D#(%#/+ F' F0X1

DmE

Y1

DmE

X2

DmE

Y2

DmE

J/!B2

9:mm+ 8.88/

J5!B2

9:mm+ 8.88/

J0!B2

9:mm+ 8.88/

J!B2

9:mm+ 8.88/

J!B2

9:mm+ 8.88/

JJ!B2

9:mm+ 8.88/

188!B2

9:mm+

8.88/

181!B2

9:mm+ 8.88/

18+!B2

9:mm+ 8.88/

18!B2

9:mm+ 8.88/

18/!B2

9:mm+ 8.88/

185!B2

9:mm+ 8.88/

180!B2

9:mm+ 8.88/

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18!B2

9:mm+ 8.88/

18!B2

9:mm+ 8.88/

18J!B2

9:mm+ 8.88/

118!B2

9:mm+ 8.88/

111!B2

9:mm+ 8.88/

11+!B2

9:mm+

8.88/

11!B2

9:mm+ 8.88/

11/!B2

9:mm+ 8.88/

115!B2

9:mm+ 8.88/

110

!B2

9:mm+ 8.88/

11!B2

9:mm+ 8.88/

C/+(%( )(*+

( 2 A ; 9 3. 1 % 2 7 ) 9 B 2 7 > $ T 7

;+5 Fe/15 D;ainE Fe/15 D7ec.E

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$29TB2 D;axm. 7agging:


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Din mmE U Be"d.:!rovided reinf. U Be"d.:!rovided reinf. U D+ leggedE

8.8 U +0.51: 1/.10D /18V EU 8.88: 15.8D +18V EU 0V H 1/8 mm

/1.+ U +0.51: 1/.10D /18V EU 8.88: 15.8D +18V EU 0V H 1/8 mm

0+.5 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 1/8 mm

1+J. U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 1/8 mm

1+5.8 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 1/8 mm

+150.+ U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 1/8 mm

+5.5 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 1/8 mm

81. U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 1/8 mm

( 2 A ; 9 3. 0 % 2 7 ) 9 B 2 7 > $ T 7


$29TB2 D;axm. 7agging:


46/64

8.8 U 8.88 8.88 8.88 1 U ++./ 8.88

U 8.88 11.+J 8.88 U

+58.8 U 8.88 8.88 8.88 1 U 1. 8.88

U 8.88 0.1 8.88 U

588.8 U 8.88 8.88 8.88 1 U 1/.JJ 8.88

U 8.88 1.J+ 8.88 U

58.8 U 8.88 1.0 8.88 U 11.+5 8.88

U 8.88 8.88 8.88 1 U

1888.8 U 8.88 .1 8.88 U .51 8.88

U 8.88 8.88 8.88 1 U

1+58.8 U 8.88 5.1+ 8.88 U . 8.88

U 8.88 8.88 8.88 1 U

1588.8 U 8.88 5.5J 8.88 U 8.8 8.88

U 8.88 8.88 8.88 1 U

7>;;AB= 3F B2)9F. AB2A D7".mmE

72'T)39 U T3! U (3TT3; U 7T)BB>!7

Din mmE U Be"d.:!rovided reinf. U Be"d.:!rovided reinf. U D+ leggedE

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8.8 U +/.0: 1/.10D /18V EU 8.88: 15.8D +18V EU 0V H 18 mm

+58.8 U +/.0: 1/.10D /18V EU 8.88: 15.8D +18V EU 0V H 18 mm

588.8 U +/.0: 1/.10D /18V EU 8.88: 15.8D +18V EU 0V H 18 mm

58.8 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 18 mm

1888.8 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 18 mm

1+58.8 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 18 mm

1588.8 U 8.88: 15.8D +18V EU +/.0: 1/.10D /18V EU 0V H 18 mm

7$T7 AT %)7TA9'2 d D2FF2'T)*2 %2!T ; 9 9 3. 0 % 2 7 ) 9 B 2 7 > $ T 7


47


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$29T'T)39 FA'T3B7 - 1.88 1.88

A%%)T)39 ;3;29T7 D;a and ;ayE - 0.J 8.88

T3TA$ %27)9 ;3;29T7 - 11.8 /./

B2K%. 7T22$ AB2A - 110. 7".mm.

B2K%. '39'B2T2 AB2A - 1/018.0 7".mm.

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STAAD.Pro Report

To: From:

Copy to: Date: 10/24/20

12

Ref: ca/ 310596576

Beam End Force SummaryThe signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam.

Axial Shear Torsion

Beam Node L!Fx

(kN)Fy

(kN)F"

(kN)#x

(kN-m)

Max Fx 10 3 2:LOAD CA! 2 $$%&.'(% -3.""3 0.3#" -0.000

M$% Fx 1& " 2:LOAD CA! 2 )*%.*(( 3'.000 -0.000 -0.000

Max Fy 1 1 2:LOAD CA! 2 0.000 +&.''' 0.000 0.000

M$% Fy 1 2 2:LOAD CA! 2 -0.000 )+&.''' -0.000 -0.000

Max F 22 2:LOAD CA! 2 '2.""1 *."31 $$'.+', -0.00"M$% F 2# 12 2:LOAD CA! 2 '#."& -*.&2& )--.(&- -0.00#

Max Mx 30 1& 2:LOAD CA! 2 -0.*1* 20.&0& -0.002 +.'*&

M$% Mx 2 13 2:LOAD CA! 2 -0.*1* 20.&0& 0.002 ).'*&

Max My 2# 12 2:LOAD CA! 2 '#."& -*.&2& -2.#'* -0.00#

M$% My 2# 1 2:LOAD CA! 2 '#."& -*.&2& -2.#'* -0.00#

Max M 1 1 2:LOAD CA! 2 0.000 3'.000 0.000 0.000

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STAAD.Pro Report

To: From:

Copy to: Date: 10/24/20

12

Ref: ca/ 310596576

Beam End Force Summary

The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam.

Axial Shear Torsion

Beam Node L!Fx

(kN)Fy

(kN)F"

(kN)#x

(kN-m)

Max Fx 10 3 2:LOAD CA! 2 $$%&.'(% -3.""3 0.3#" -0.000

M$% Fx 1& " 2:LOAD CA! 2 )*%.*(( 3'.000 -0.000 -0.000

Max Fy 1 1 2:LOAD CA! 2 0.000 +&.''' 0.000 0.000

M$% Fy 1 2 2:LOAD CA! 2 -0.000 )+&.''' -0.000 -0.000

Max F 22 2:LOAD CA! 2 '2.""1 *."31 $$'.+', -0.00"

M$% F 2# 12 2:LOAD CA! 2 '#."& -*.&2& )--.(&- -0.00#

Max Mx 30 1& 2:LOAD CA! 2 -0.*1* 20.&0& -0.002 +.'*&

M$% Mx 2 13 2:LOAD CA! 2 -0.*1* 20.&0& 0.002 ).'*&

Max My 2# 12 2:LOAD CA! 2 '#."& -*.&2& -2.#'* -0.00#

M$% My 2# 1 2:LOAD CA! 2 '#."& -*.&2& -2.#'* -0.00#

Max M 1 1 2:LOAD CA! 2 0.000 3'.000 0.000 0.000

CONCLUSION

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The proposed pro&ect of (A9G (>)$%)9 is ideally suited for

;A$)%)9

is unable to fulfil the needs of (A9G users. For a real pro&ect in future this need

further study, analysis and data collection. This pro&ect has been completed based

on civil 2ngineering knowledge gained by us during the four years of study.

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REFERENCES

1.XAdvanced Beinforced 'oncrete %esignY, by 9.Grishna Ba&u.

+.XBeinforced 'oncrete %esignY, by !.!.*argheese.

.)7-5 part 1 , X'ode of !ractice for design loads for buildings and structures P

%ead $oadsY.

/.)7-/50- +888, X!lain and Beinforced 'oncrete 'ode of !racticeY.

5.X%esign of 'oncrete 7tructuresY, by 7hah.

0.XAdvance B.'.'. %esignY DB.'.'. *olume))E7.7. (havikatti

Documents

mini civil project