mini civil project
TRANSCRIPT
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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:
;u 8.xFyxAstx Dd DAst x fyE:DbxFckEE
11.+ L 180 8. x /15x Ast x D185DAst x /15E:D1888x+8EE
Ast .+mm+
S(%#/+ 3:
;u 8.xFyxAstx Dd DAst x fyE:DbxFckEE
1.8+ L180 8. x /15x Ast x D185DAst x /15E:D1888x+8EE
Ast 588.+mm+
S(%#/+ 4:
;u 8.xFyxAstx Dd DAst x fyE:DbxFckEE
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+
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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.
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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+
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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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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
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FOOTING ASSUMED
DIMENSION
$$
FACTORED
LOAD
KN
MOMENT
KN8$
REINFORCEMEN
DETAIL
F +158 x +158 115 1.0 1+mm dia bars H
88mm spacing
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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/
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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
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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
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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
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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+(&&
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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
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5 Fixed Fixed Fixed Fixed Fixed Fixed
11 Fixed Fixed Fixed Fixed Fixed Fixed
1+ Fixed Fixed Fixed Fixed Fixed Fixed
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
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
/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
51 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
;+5 Fe/15 D;ainE Fe/15 D7ec.E
$29TB2 D;axm. 7agging:
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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
;+5 Fe/15 D;ainE Fe/15 D7ec.E
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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