Computer Aided Analysis and Design of a Multistoreyed Hospital Building1

8/9/2019 Computer Aided Analysis and Design of a Multistoreyed Hospital Building1

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metropolitan areas the tall building is only answer to continuous growth of population.

1.1.3 ADVANTAGES OF RCC

A large variety of material are used in structure stone, masonry, wood,steel, aluminum, reinforced and pre stressed concrete, plastics etc. Thereinforced concrete, possibly most interesting of the new structure materials,combines the compressive strength of the concrete and tensile strength of thesteel. This material can be poured in a variety of forms, so as to adapt itself into the structure and the loads at hand. The most obvious advantages of steel andRCC is that they will span large distances. This enables large space to becovered easily and economically. There are other new materials, many of themin their infancy so far as their )nowledge of their full possibilities and the other light weight metals.

1.2 OBJECTIVES OF THE PROJECT

• To carry out the structure analysis of the hospital building using the softwarecalled *TAA#.ro

• To carry out the structure design of the beam and column of the buildingusing *TAA#.ro

• To design the slab, staircases and the foundation of the building manually• To prepare structural drawing of the different members of the building

1.3 DETAILS OF THE BUILDING

This pro/ect embodies the analysis and design of a seven storeyedhospital building for A"C+A&ARA% A0$R!'#C +1*TA(,112A$RA, TR!A"#AR$%. The cellar floor is utilized for par)ing. romthe cellar floor there is a stair as well as an elevator for access. The floor area isappro3imately 4566 m7 for the structure. The pro/ect comprises of thefollowing steps8

• Analysis of the structure framewor)

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• #esign of the various structural members such as slab, beam,column, staircase, lintel, sunshade,foundation etc.

• The design of pile and pile cap.

The following architectural drawing are given

• *ite plan• 'levation• Cellar floor plan• 9round floor plan• irst floor plan• *econd floor plan• Third, fourth and fifth floor plan

CHAPTER 2

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DESCRIPTION OF STAAD Pro

2.1 GENERAL*TAA# ro is comprehensive structural engineering software that

addresses all aspects of structural engineering model development, analysis,design, verification and visualization. This uses finite element method for analysis. 1ne can building model, verify it graphically, perform analysis anddesign, review the results, and create report all within the same graphical baseenvironment.

2.2 THE MODELLING MODE

There are two methods for building a model and assigning the structuredata using *TAA# ro.

a. $sing the command file b. $sing the graphical model generation mode or graphical user

interface :9$; as it is usually referred to.

The command file is a te3t file, which contains the data for the structure being modeled. The file consists of simple 'nglish language li)e commands,using a format native to *TAA# ro. This command file may be createddirectly using the editor built into the program, or for that matter, any editor which saves data in te3t form, such as "otepad or


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FIG.8 THE PLAN OF THE STRUCTURE PRODUCED USIG

STAAD Pro

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FIG.9 ISOMETRIC VIEW OF THE STRUCTURE FROM

STAAD Pro

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FIG.1 THE MODEL PROUCED USING STAAD Pro

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The graphical model generation mode and the command file areseamlessly integrated. *o, at any time, the graphical model generation modecan be temporarily e3ited and access the commend file. 6.

2.3 PERFORMING ANALYSIS AND DESIGN

*TAA# offers two analysis engines the *TAA# engine for general

purpose *tructure Analysis and #esign and the *TAR#0"' engine for advanced analysis options. The modeling mode of the *TAA# environment isused to prepare the structural input data. After the input is prepared, theanalysis engine can be chosen depending upon the nature of the analysisrequired. #epending on the type of analysis option selected, different types of output files are generated during the analysis process.

The *TAA# analysis engine performs analysis and designsimultaneously. ?ut, to carry out the design, the design parameters too must be

specified along with geometry, properties, etc. before performing the analysis.The design code to be followed for design can be selected before performingthe analysis@design.

2.! POST PROCESSING MODE

The ost rocessing %ode of *TAA# offers facilitates for on screenvisualization and verification of the analysis and design results.

#isplacements, forces, stresses, etc. can be viewed both graphically andnumerically in this mode. %ost of the menu items in the post processing modeare the same as in the modeling mode. *TAA# also enables preparation of comprehensive reports that include numerical and graphical result. rintablereports may be generated in two ways. Through the *TAA# output file andthrough the report setup facility from the ost rocessing %ode. The *TAA#output file is a te3t file containing results, diagrams etc. t is a more versatilefacility than the output file in terms of user level control.

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CHAPTER 3

STRUCTURAL ANALYSIS USING STAAD Pro

3.1 GENERAL

Analysis is done using *TAA# ro, as it is widely used for structuralanalysis and design from #esign 'ngineers nternational. 5 steel is used.

3.2 LOADS CONSIDERED IN THE DESIGN

*tructural analysis of the structure need to be preceded with thecalculation of load imposed on the structure. !arious loads ta)en into accountfor the analysis of the structure include live load, dead load, wind load and

seismic load. As the area falls under zone of the earthqua)e classification as per ndian *tandards, seismic design of the structure is mandatory. * B5 art deals with dead loads, * B5 art with imposed load, * B5 art withwind load and * >= art with seismic load. The loading standard not onlyensures structure safety of building but also eliminate wastage caused byassuming unnecessary heavy loadings without proper assessment.

3.2.1 DEAD LOAD

#ead loads are loads that are constant in magnitude and fi3ed in positionthroughout a particular span. t includes self weight of all structuralcomponents in that span. #ead loads have been determined after assuming bothmaterial as well as geometric properties of all elements used in the building.$nit weight of RCC and bric)wor) are adopted as 75 &"@m and >=&"@mrespectively.

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3.2.2 IMPOSED LOAD

The load is assumed to be produced due to the intended use or

occupancy of a building, load due to impact and vibration, and dust load, bute3cluding wind, seismic, and other loads due to temperature changes, creep,shrin)age, differential settlement etc.

mposed loads assumed for an apartment building shall be load that will be produced by the intended used or occupancy, but shall not be less than theequivalent minimum loads specified by table-> * B5 art . (ive loads of allfloors are assumed as 4 &"@m7.

3.2.3 WIND LOAD

3 ) 7 3 )

, ) 7 ,) F coefficients from * B5 art ,

3.2.! SEISMIC LOAD

or the purpose of determining seismic forces, the country is classifiedin to four seismic zones. (ocation of the structure falls under area of zone .The seismic effect, i.e., the intensity and duration of the vibrations, depend onthe magnitude of the earthqua)e, depth of focus, distance from epicenter, soilstrata which hold the structure etc.

As per * >= art , clause G.>.7, the response of a structure to groundvibration is a function of the nature of foundation soil, materials, from size and

mode of construction of structures and duration and characteristics of groundmotion. This standard specifies design forces for structures standing on roc)s

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or soil which do not settle liquefy or slide due to loss of strength from groundvibration. Also the following assumptions are made for the earthqua)e resistantdesign of structures.

'arthqua)e causes impulsive ground motions, which are comple3 and

irregular in character, changing in period and amplitude each lasting for a small duration. Therefore resonance of the type as visualized under steady state sinusoidal e3citations will not occur as it would need time to

build up such amplitudes. 'arthqua)e is not li)ely to occur simultaneously with wind or ma3imum

flood or ma3imum sea waves. The value of elastic modulus of materials, wherever required, may be

ta)en as for static analysis unless a more definite value is available for

use in such condition.

The seismic weight of each floor for the analysis is to be ta)en as its fulldead load plus appropriate amount of imposed loads. = 7667 is 56H.

3.3 LOAD CALCULATIONS

3.3.1 SEISMIC LOAD

#esign horizontal seismic coefficient, Ah F I*a@7Rg:rom *>= :art ;7667 clause G.4.7;

G (from IS1893 (Part I)–2002 clause

6.4.2 Table 2) F mportance factor F >.5 (from IS1893 (Part I)–2002

clause 6.4.2 Table 6)RFresponse reduction factor (from IS1893 (Part I)–2002 clause6.4.2 Table )

** F Roc) and soil silt factor F > :for hard soil;#T F #epth of foundation F m

3.3.2 DEAD LOAD

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loor load

#ead load of slab F 6.>7 3 75 F )"@m7

inishes F >)"@m7

Total F 4 )"@m7

?ric) wall load.G m high F 6.7 3 .G 3 >= F >5.B )"@m

3.3.3 LIVE LOAD

(ive load on floor F 4 )"@m7

(ive load on Roof F >.5 )"@m7

(ive load on naccessible roof F 6.B5 )"@m7

(ive load on %achine room slab F >6 )"@m7

3.3.! WIND LOAD

?asic wind speed in Trivandrum F v b F = m@s :from * B5, art ;

#esign wind speed F vz F v b 3 ) > 3 ) 7 3 )

) > F robability factor

) 7 F Terrain and size factor

) F Topography factor

#esign wind pressure z F 6.G 3 vz7

TABLE 3.1 WIND LOAD CALCULATIONS

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!"##$ %&I'%Tm

"#$%

&

'

1

' 2 ' 3 "($%&

P*+m2

,-%I*

& $##,

28.8 39 1 1.086 1 42.3

1.0

$##! 2/.2 39 1 1.0/ 1 41.9

/

1.0/6

SIT%

!"##$

21.6 39 1 1.06/ 1 41./

3

1.03/

!I!T%

!"##$

18 39 1 1.048 1 40.8

1.023

!#$T

%

!"##$

14.4 39 1 1.02/ 1 39.9

8

0.9/9

2

T%I$!"##$

10.8 39 1 0.996 1 38.86

0.906

S&#*

!"##$

.2 39 1 0.99 1 38.6

1

0.89/

!I$ST

!"##$

3.6 39 1 0.99 1 38.6

1

0.89/

3.! LOAD COMBINATIONS

The various load combinations that are adopted in the analysis areshown in table

TABLE 3.2 LOAD COMBINATIONS

"#-

#,I*-TI#*

DL LL WL EL

DL)LL 1./ 1./

DL)WL* 1./ 1./

DL)WL+ 1./ 1./

DL)EL* 1./ 1./

DL)EL+ 1./ 1./

DL)EL* 0.9 1./

DL)EL+ 0.9 1./

DL)LL)WL* 1.2 1.2 1.2

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!.3 DESIGN OF COLUMN

#esign of column is done based on the *TAA# ro analysis results, as per * 45G-7666. +ere %76 concrete and e 4>5 steel is used. An effectivecover of 56mm is adopted. The columns are grouped and classified accordingto the cross section. The dimension details of the column are given below.

>. 66J667. 66JG66. 66JB66

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!.! DESIGN OF SLAB

#esign of slab is done based on the * 45G-7666. +ere %76 gradeconcrete and e 4>5 steel is used and the clear cover provided is >5mm. Thereare >7 different 7-way slabs and > one way slab. The live load ta)en as per *B5-part for a hospital building is 4)"@m7. Roof slabs are designed with alesser load of >.5)"@m7.

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S,-# S1

/.23m

4.96m

#imensions of *lab *

actored loadF>>.G75)"@m7

'ffective depth, dF>>6mm

3F4.=GKdF5.6Bm

yF5.7KdF5.4m

y@3F>.6G5L7

+ence the slab is to be designed as a two-way slab.

Type of panel - 1ne short edge discontinuous.

%oment coefficient

M3

"egative moment at continuous edgeF6.65

ositive moment at mid spanF6.67G

My

"egative momentF6.67

ositive momentF6.674

(onger span,

At continuous edge %yFMyw>37F6.65 3 >>.G753 5.6B7F>6.7>)"m

At mid span, %yFMyw>37F6.674 3>>.G753 5.6B7FB.BG=)"m

*horter span,

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At continuous edge, %3FM3w>37F6.65 3 >>.G7535.6B7F=.5G)"m

At mid span, %3FM3w>37F6.67G 3>>.G753 5.6B7FB.>B)"m

yF@4 3 5.4 F 4.6> m

'dge stripF>[email protected]@F6.GGm

or longer span,

%iddle stripF@4 >3F@4 3 5.6B F .B5 m

'dge stripF>[email protected]@F6.G7m

Chec) for effective depth

%a3imum ?%F>6.7>)"m

%u limitF6.> bd7f c) d

dFG>.55mm

d prov F >>6mm

+ence safe

#esign of steel for shorter span

or middle strip,

%uF>6.45)"m%uF6.B Ast f y d :>-Ast f y@bd f c) ;

AstF7BB.=>=mm7

rovide mmNbars

*pacingF>6.BBmmO>56mm

Chec),

dF6mm

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Cran)ed upF6.75 3F6.=m from edge

or edge strip,

Ast minimumF6.>7bd@>66F>7mm7

rovide mmN bars

*pacingF>666@>73 P@43 7F6.G6Gmm

%a3imum spacing FdF3>>6F6mm

*pacing providedF756mm

#esign of steel for longer span

%uF=.5G)"m

dF>6->5F>>5mm

%uF6.B 3 Ast f y d :>-Astf y@bd f c) ;

AstF7B.B5mm7

rovide mmNbars

*pacingF>666@77>. 3 P@4 37F>B5.GmmO>56mm

or edge strip

Ast minimumF6.>7bd@>66F6.>73 6 3 >666@>66F=Gmm7

rovide mmN bars

*pacingF>666@=G3 7F57.5=mm

%a3imum spacingFdF 3 >>6F6mm

*pacing providedF756mm

Torsion reinforcement

3@5F 5.6>@5 F >.667 m

@ AstF@ 376.4FBG.7mm7

rovide mmN bars

*pacingF>[email protected] 3 P@4 3 7F>=mmQ>56mm

rovide a spacing of >56mm

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TABLE !.3 SLAB DESIGN RESULTS

*(A?

#'T+

:m;

C('AR

*A"J

C('AR

*A"0

#A1

?AR *

:mm;

*AC"9 1R

%##('*TR

A(1"9*+1RT'R *A"

:mm;

*AC"9 1R '#9'*TR

A(1"9*+1RT'R *A"

:mm;

*AC"9 1R

%##('*TR

A(1"9(1"9'R *A"

:mm;

*AC"9 1R '#9'*TR

A(1"9(1"9'R *A"

:mm;

S1 0.13 4.96 /.23 8 1/0 2/0 1/0 2/0

S2 0.13 2.63 /.23 8 2/0 2/0 2/0 2/0

S3 0.1 4.23 4.96 8 130 2/0 1/0 2/0

S! 0.12 2.63 4.2 8 2/0 2/0 2/0 2/0

S 0.12 2.33 4.2 8 2/0 2/0 2/0 2/0

S/ 0.11 4.96 6.46 8 100 2/0 120 2/0

S8 0.12 3.23 4.96 8 200 2/0 2/0 2/0

S9 0.1 2.63 3.23 8 2/0 2/0 2/0 2/0

S1 0.1 3.23 3.23 8 2/0 2/0 2/0 2/0

S11 0.1 1.3 3.23 8 2/0 2/0 2/0 2/0

S12 0.1 1.61 1.3 8 2/0 2/0 2/0 2/0

ROOF SLAB

S1 0.1 4.96 /.23 8 200 2/0 200 2/0

S2 0.1 2.63 /.23 8 2/0 2/0 2/0 2/0

S3 0.1 4.2 4.96 8 230 2/0 240 2/0

S! 0.1 2.63 4.2 8 2/0 2/0 2/0 2/0

S 0.1 2.33 4.2 8 2/0 2/0 2/0 2/0

S/ 0.1 4.96 6.46 8 120 2/0 190 2/0

S8 0.1 3.23 4.96 8 2/0 2/0 2/0 2/0

S9 0.1 2.63 3.23 8 2/0 2/0 2/0 2/0

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TABLE !.! ONE WAY SLAB DESIGN RESULTS

*(A?

#'T+

:mm;

*A ":m;

#A1

?AR*:mm;

*AC"9

:mm;

#A 1#*TR?$1

" ?AR*:mm;

*AC"9

:mm;

S0 0.1 2.63 10 1/0 8 200

S0

RF

0.1 2.63 10 190 8 200

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!. DESIGN OF STAIRCASE

*taircase is an essential feature of a multi-storied building as it provides access between the various floors of the structure at all times. #esignsare done based on *45G-7666. +ere %76 grade concrete and e 4>5 steel isused.

RiseF>56mm

TreadF66mm

'ffective spanF4.=Gm

Thic)ness of waist slabF(@:75;F4=G6@:75;F>=.4mmO766mm

Assume 76mm cover and >Gmm bar

dF766-76-:>G@7; F >B7mm

(oads going on pro/ected plan area

:>; *elf weight of [email protected])"@m7

:7; inishesF6.B5)"@m7

:; (ive loadF5)"@m7

Total loadF>>.7)"@m7

actored loadF>B)"@m7

(oads on landing

Assume thic)nessF76mm

:>; *elf weight of slabF7536.7F5)"@m7

:7; inishesF6.B5)"@m7

:; (ive loadF5)"@m7

Total loadF>6.B5)"@m7

actored loadF>G.>75)"@m7

*upportreaction:left;,R>F:>B3.G3:>.K>.G;K>G.>753>.G 7@7;@:.GK>.G;R>F4>.==)"@m

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R111-11 R2

1 *+m

16.12/ *+m

3.6m1.36m

%a3imum bending moment will occur at the point of zero shear.

JF4>.==@>BF7.4Bm from the left support

%uF:4>.==37.4B;-:>B37.4B 7@7;F5>.G)"-m@m

%u@bd7

F5>.G3>6G

@:>6663>B77

;F>.B5tF6.54B :from *>G Table 7;

AstF=.64mm7

rovide >Gmm N bars,

*pacingF>666@:=.64@:P@43>G 7;;F764.5mm

rovide >Gmm NS766mm c@c

#istribution steelF6.>7HAstF6.>73>6663>66@7B6F74mm7

rovide >6mmN bars

*pacingF>666@74@:P@43>6 7;F747.4mm

%a3imum spacingFd or 66mm

F66mm

rovide >6mmN bars S746mm c@c

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CHAPTER

DESIGN OF FOUNDATION

oundation transfers the load from the superstructure to the soil below. The proposed structure is a seven storied hospital building, therefore the pile foundation is recommended. #ense stratum is present at a depth of >Gm below the ground surface, therefore the depth of pile is >Gm. ?ored and cast-in-situ concrete piles installed into the hard weathered roc) material :available at>Gm from e3isting ground level; will have the safe carrying capacitiestabulated below. The pile design is carried as per * 7=>> part

T-#, .1 CAPACITIES OF PILES

PILE

DIAMETER

$

SAFE

VERTICAL

LOADS 'N

SAFE

LATERAL

LOADS 'N

.0 981 313.92

.8 1324.3/ 249.1

.9 116./ 192.28

1 2109.1/143.23

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%u F4=.57 )"m

Therefore, u @ :fc).#; F6.6GG

%u @ :fc).#; F6.67

dE@# F:46KGK76@7;@=66F6.65

Referring chart 55 of *>G, value of p obtained is less than minimumreinforcement

Therefore provide minimum reinforcement of 6.4H

Ast F :6.4@>66; 3 :P3=667@4; F7545.67mm7

"o of 76mm bars F7545.67 @ :P@43767; F=

rovide =-76mm bars provided F=3 :P@43767; 3 >66@ :P3=667@4; F6.444

p @ fc) F6.6>4

Referring to chart 55 %u3>@fc).# F6.6

Therefore %u3> FG5G"m

%u3>F %uz>, due to symmetry

uz F6.45.fc).Ag K :6.B5.fy-6.45.fc);AscTherefore uz F=46)"

u@uz F 6.>GBL7, therefore Mn F>

Chec) safety under bia3ial loading

:%u3@%u3>; Mn K :%uz@%uz>;Mn F 6.B5L>

Therefore safe

#esign of lateral tiesThe minimum diameter and ma3imum spacing of lateral ties is specified

by the code

tV@4 or Gmm

*t L # or >G or 66mm

rovide Gmm lateral ties S66mmc@c

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.2 DESIGN OF PILE CAP

Three piles are used to support a columnW therefore triangular pile cap isused

*pacing of piles F 7 3 #iameter of pile F 7 3 6.= F >. m

A? length F >.55G m

(oad from column F 4545 )"

%a3 bending moment is

?%%AJ in A? F :4545:>.55=->.5==@;3:>.55=@;@>.55=;F>5B4.754 )"mR A F R C F R # F 4545@

R ? F :4545:>.55=->.55=@;; 3 >.55= F 67= )"

?%%AJ in C# F R ? 3 C#@4 F >G )"m

%oment of resistance of section

%R F 6.G.3uma3 @d:>-6.47.3uma3 @d;b.d7.fc) F 4.>4 bd7

Assuming width b F diameter of pile, depth required is

dred F G56.64

rovide a total depth of B56 mm

Chec) for shear

unching shear

Xv F !u @ bd

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!u F pile reaction F >G>6 )"

b F 7 3 :66 K B56@7 KB56@7; K 7 3 :66 K B56@7 K B56@7; F 5766mm

d F B56mm

Xv F >G>6 3 >666@:5766 3 B56; F 6.4 "@mm7

Xc F 6.75 √ fck F >.G "@mm7

Xc L Xv

+ence safe

1ne way shear

Xv F !u @bd

!u F pile reaction F >G>6)"

d F B56mm, b F 7G6mm

Xv F >G>6 3 >666@:7G6 3 B56; F 6.="@mm7

Considering 6.H steel reinforcement Xc F 6.G"@mm7

Xc V Xv , "ot *afencreasing depth to 7666mm

Xv F >G>6 3 >666@:7G6 3 7666; F 6.4"@mm7

Xc V Xv , *afe

rovide 7666mm depth

%u F 6.B.f y.Ast.d:>-:Astf y@bdc) ;;

or beam A?, %u F >54B.754 )"m

Therefore Ast F 77>mm7

Chec) for minimum reinforcement

Ast minimum F 6.5bd@f y F 6.5 3 >66 3 7666@4>5 F 575mm7

rovide Ast F 575mm7

Assuming 75mm bars,

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"umber of bars F 575@ :π

4×25×25 ; O >>

rovide >> 75mmN bars

or beam C#, %u F >G4 )"m

Therefore Ast F 7>=6mm7

Chec) for minimum reinforcement

Ast minimum F 6.5bd@f y F 6.5 3 >66 3 7666@4>5 F 575mm7

rovide Ast F 575mm7

Assuming 75mm bars,

"umber of bars F 575@ :π

4×25×25 ; O >>

rovide >> 75mmN bars

Design of Skin Reinforcement

rovide a minimum s)in reinforcement of 76H of main reinforcement

F 76@>66 3 575 F >6G5mm7

Assuming >7mm bars,

"umber of bars F >6G5@ :π

4×12×12 ; O >6

rovide >6 >7mmN bars

Design of Distribution Steel

rovide distribution steel of 6.>7 H

Assuming >7mm bars

n longer direction, Ast F 6.>7@>66 3 >66 3 7666@7 F B65mm7

*pacing F :>66 G6 G6;@ :B65; @ :π

4×12×12 ; O >66mm

n shorter direction, Ast F 6.>7@>66 3 >66 3 7666@7 F >5G6mm7

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F 7=.5 3 5.G F >G5.7 )"m

%z F :+orizontal force I-direction 3 depth of fi3ity; K :%oment inI- direction@7;

F :>B 3 5.G; K :G@7; F >7G.B )"m

Therefore %u F >.>5 3 √ Mx2+ Mz

2

F 7=.4 )"m

Therefore, u @ :fc).#7; F 6.64

%u @ :fc).#;F 6.6>5

dE@# F :46KGK76@7;@66 O 6.65

Referring chart 55 of *>G, value of p obtained is less than minimumreinforcement.

Therefore provide minimum reinforcement of 6.4H

Ast F :6.4@>66; 3 :P 3 667@4; F 76>6. mm7

"o of bars 76mm bars F 76>6.@:P@4 3 767; O B

rovide BN 76mm bars

provided F B 3 :P@4 3 767; 3 >66@:P 3 667@4; F 6.4B5

p@fc) F 6.6>45

Referring to chart 55 %u3>@fc).# F 6.64

Therefore %u3> F G>4 )"m

%u3> F %uz>, due to symmetry

uz F 6.45.fc).Ag K :6.B5.fy 6.45.fc);Asc

Therefore uz F B446 )"

u @ uz F 6.>75 L 7, therefore Mn F >

Chec) safety under bia3ial loading

:%u3@%u3>;Mn K :%uz@%uz>; Mn F 6. L >

Therefore safe.

#esign of lateral ties

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The minimum diameter and ma3imum spacing of lateral ties is specified by the code

t V @4 or Gmm

*t L # or >G or 66mm

rovide Gmm lateral ties S66mm c@c

.! DESIGN OF PILE CAP

Two piles are used to support a column therefore rectangular pile cap isused

*pacing of piles F 7 3 diameter of pile

= 7 3 6. F >.Gm

(ength of A? F >.Gm

R A F R ? F >B7B@7 )"

%a3 bending moment is

?%%AJ in A? F R ? 3 A?@4 F G=6.5> )"m

%oment of resistance of section

%R F 6.G.3uma3 @d :> - 6.47. 3uma3 @d;b.d7.fc)

F 4.>4 bd7

Assuming width b F diameter of pile, depth required is

dreq F 45Gmm

rovide a total depth of G66mm

Chec) for shear

unching shear

Xv F !u @ bd

!u F pile reaction F G.5 )"

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95/100

F 76@>66 3 4>5 F =G mm7

Assuming >7mm bars,

"umber of bars F =G@:P@4 3 >77; O =

rovide = >7mm N bars

Design of Distribution Steel

rovide distribution steel of 6.>7H

Assuming >7mm bars

n longer direction, Ast F 6.>7@>66 3 766 3 7666@7 F G6mm 7

*pacing F :766 G6 G6; @ :G6 @ :P@4 3 >7 7;; O >66mm

n shorter direction, Ast F 6.>7@>66 3 >766 3 7666@7 F >446mm 7

*pacing F :766 G6 G6; @ :>446 @ :P@4 3 >7 7;; O >66mm

rovide >7mmN bars S >66mm c@c in both directions

Since the depth is excessive, shear reinforcement can be

provide to reduce depth of the pile cap.

TABLE .2 PILE DESIGN RESULTS

#",

* *#

I-(m)

Pu(*)

,(*m)

,5(*m)

I-(m

m)

*o

#!

bars

"ateral

tes

CP3/ 0.818.90

3

7

223.214

6

6.36// 20 /6300

c+c

CP32 0.88.12

8

7

228.099

9

/.013 20 /6300

c+c

CP31 0.934.40

9

7

12./33

9

28.32

/20 /

6300

c+c

CP3! 0.8 932.41 7 7 20 6300

95 | P a g e


96/100

916/.440

8

63.996

4c+c

CP3 0.94.32

6

7

289.44314.914 20 /

6300

c+c

CP1 0.8 966.80/

713.924

8

1/.684/

20 6300c+c

CP33 0.1068.0

3

7

13.63

8

28.809

920 /

6300

c+c

CP30 0.111.3

1

7

166.22

6

3.0199 20 /6300

c+c

CP21 0.8

11/2./

8

7

161./6

122.68

2/ 20

6300

c+c

CP11 0.81190.9

2

7

161.190

4

724./ 20 6300

c+c

CP!! 0.8124/.3

6

7

323.96

8

7

64.21120

6300

c+c

CP1 0.81282.8

8

7

344.64

160.20

6120

6300

c+c

CP22 0.9 1436.29

7400.440

6

1.81 20 9 6300c+c

CP3 0.91436.9

4

7

391.683

6

131.6

6820 9

6300

c+c

CP2 0.9146.1

1

7

400.333

/

7

38./28

4

20 96300

c+c

CP2 0.9 1443.96

7

364.0833

211.1366

20 9 6300c+c

CP!1 0.91/09.6

7

210.193

2

7

128.98

1

20 96300

c+c

CP! 0.91/34.

/

7

33.28

6

7

111.33

1

20 96300

c+c

CP0 0.91/83.

/

7

232.344

19/.9

28

20 96300

c+cCP23 0.9 16/9.9 7 7 20 9 6300

96 | P a g e


97/100

261.64/

31.8412 c+c

CP/ 0.91686.9

6

7

383.424

3

203.99

4220 9

6300

c+c

CP12 0.9199.9

6

7

402.280

2

7

89.399

1

20 96300

c+c

CP3 0.9166.8

4

7

26/.43

9

186.44

9320 9

6300

c+c

CP38 1184.1

4

7

3//.138

7

141.40

1

20 106300

c+c

CP39 11886.9

4

7

338.09

7143.02

4

20 106300

c+c

CP20 11910.6

8

7

2/1.118

14./8

4/20 10

6300

c+c

CP!3 1 18967

343.868

7

149.23

1

20 106300

c+c

CP2/ 1192.3

2

7

4.63

19.80

9

20 106300

c+c

CP!2 1192.1

9

7

361.4

7

143.

2

20 106300

c+c

CP10 1193.6

9

7

261.863

7

89.42320 10

6300

c+c

CP1/ 12024.3

3

7

4/.328

7

63.014

/

20 106300

c+c

CP! 1

1988./

6

7

364.966

234.31

4/ 20 10

6300

c+c

CP13 1208./

7

306.82

7

104./8

6

20 106300

c+c

CP8 1209.3

1

7

380.814

198.2/

120 10

6300

c+c

CP 12110.

6736/.26

23/.82

//20 10

6300

c+c

CP9 1212.

8

7

3/8.148

216.2

/

20 106300

c+cCP2! 0.9 1/6.0 7 134.49 20 9 6300

97 | P a g e


98/100

43/.4/

/2/ c+c

CP2 0.91602.4

8

7

343.6

6

136.1/

/620 9

6300

c+c

CP29 0.91610./

1

7

343.93/

9

12/.06

1320 9

6300

c+c

CP28 0.9 1613.4

7

368.0

/

130.64

9420 9

6300

c+c

CP1! 0.91634.

1

7

3/.//6

/

7

11/.1

0

20 96300

c+c

CP18 0.91680.1

8

733.608

9

739.441

1

20 96300

c+c

CP1 0.9168.

3

7

3/4./82

9

7

11.0

9

20 96300

c+c

CP19 0.9 168.9

7

344./1/

/

7

120.29

8

20 96300

c+c

CHAPTER /

CONCLUSIONS

The aim of the pro/ect was to do the complete analysis and design of a seven

storied building. rom this report following conclusion can be drawn.

• The analysis of the structure sub/ected to various loadcombinations were performed using *TAA#.ro vi

The design of element li)e columns and beams were done usingthe software.

• The design of element li)e slabs, staircases, lintels andsunshades, foundation including piles and pile caps were done

manually.

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• The structural detailing of various components li)e beams,columns, slabs, foundation, staircases, etc were drawn usingAutoCA#.

*ome of the walls between the columns are avoided in the cellar floor for providing car par)ing. This may lead to soft storey effect duringearthqua)e. This effect was not considered in the design. The design was done

based on the assumption that all walls between columns and present.

REFERENCES

>. #r Arora.&.R, Y*oil %echanics And oundation 'ngineeringZ*tandard ublishers #istributors, "ew #elhi.

7. 2ain A & YReinforcement Concrete (imit *tate #esignZ, Gth 'dition " Chand ublishers, Roor)e, 7667

. Ramamrutham * and "arayan, Y#esign 1f Reinforcement Concrete*tructuresZ, >Bth 'dition, #hanpat Rai ublishing Company (imited,

"ew #elhi.4. $nni)rishna illai * and #evdas %enon, YReinforcement Concrete

*tructuresZ, T+% ublishers, 7664.5. *TAA# ro vi $sers %anualG. * 45G87666, Yndian *tandard Code 1f ractice for lain Reinforced

Concrete :ourth Revision;Z, ?ureau 1f ndian *tandards, "ew #elhi

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100/100

B. * B5 >=B :art ;, YCode 1f ractice or #esign (oads:1ther than 'arthqua)e; or ?uilding And *tructureZ #ead (oads, ?ureau 1f ndian *tandards, "ew #elhi

. * B5 >=B :art ;, YCode 1f ractice or #esign (oads:1ther

than 'arthqua)e; or ?uilding And *tructureZ (ive (oads, ?ureau 1f ndian *tandards, "ew #elhi=. * B5 >=B :art ;, YCode 1f ractice or #esign (oads:1ther

than 'arthqua)e; or ?uilding And *tructureZ >.* >G 8 >=6, Y#esign Aids or Reinforced To * 45G8>=BZ, ?ureau1f ndian *tandards, "ew #elhi

Computer Aided Analysis and Design of a Multistoreyed Hospital Building1

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