Design of Multi Storied Building

8/12/2019 Design of Multi Storied Building

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CHAPTER 1

INTRODUCTION

The industrial training consists of analysis and design of a Reinforced concrete multi

storied residential building. The project was undertaken for a client Alliance Realtors.

The proposed site is at Aluva. The building consists of ground + 13 stories+ terrace floor

of moment resisting frame supported on pile foundation. uring analysis! dead loads and

live loads were calculated and seismic load calculated by referring "# 1$%3&'art1() * *

and wind loads calculated from "#) $,-&'art 3( 1%$, and their combinations were applied

on the space frame. The load combinations were taken to obtain the ma/imum design

loads! moments and shear. The design is carried as per "# 0- )* for the above load

combinations.

Team visits to various construction sites were conducted whose structural designs were

handled by 2 # Associated #tructural 4onsultants. The site visits helped us to be aware

of the latest construction methods that are adopted and being practised in the construction

industry.

1


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CHAPTER 2

SOFTWARES USED IN TRAINING

The more fre5uently used softwares during my training include)

1. 6TA7# %

*. 2# 6/cel

3. Auto 4A * 0

0. 2# 8ord

*.1. 6TA7# %

6TA7# is a sophisticated! yet easy to use! special purpose analysis and design programdeveloped specifically for building systems. 6TA7# 9ersion % features an intuitive and

powerful graphical interface coupled with unmatched modeling! analytical! and design

procedures! all integrated using a common database. Although 5uick and easy for simple

structures! 6TA7# can also handle the largest and most comple/ build in models!

including a wide range of nonlinear behaviors! making it the tool of choice for structural

engineers in the building industry.

*.*. 2# 6:46;

2icrosoft 6/cel &full name 2icrosoft (! although

*


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this format is not able to encode 97A macros. The designs of the various structural

elements were carried out in spreadsheets using 2# 6/cel.

*.3. A?T< 4A * ,

All the drawing and detailing works were done by making use of Auto 4A * ,!

released by Autodesk inc. As such! this is the pioneering software in 4A .

*.0. 2# 8


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CHAPTER 3

GENERAL PRINCIPLES OF DESIGN

3.1.


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*0m hard laterite with #.'.T value greater than - was found. This was followed by soft

rock with #.'.T value greater than - e/tending up to *0.-m depth. =rom *0.-m depth to

termination of bore hole at *-.-m hard rock was found. 8ater table was noted at a depth

of 3.-m from the ground level during the time of investigation.

=or heavy structures in this site! the ideal foundation will be bored cast in situ .2.4 pils

end bearing in the hard rock strata. The safe bearing capacity of .2.4 piles end bearing

on hard rock is given by

'ile iameter 'ile capacity- mm ,- kB

mm 1 kB, mm 10, kB$ mm 1%* kB

Table3.1. 'ile capacities

3.3 ;


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esign wind speed 9C E 9b / k1 / k* / k3

&4lause -.3(

7asic wind speed ! 9b E 3% m s

&=rom "# code figure 1(

'robability factor k1 E 1.

&=rom "# code table1 clause -.3.1(

Terrain! height! and structure siCe factor k*

&4lause -.3.*(

4ategory *

4lass 7

Topography factor k3 E 1

&4lause -.3.3(

4alculation of design wind pressure)

D6" DT 9b F1 F* F3 9C8ind

pressure! 'C1 3% 1. .%$ 1 0 .-13* %$0.,%1 *0-1- 3% 1. 1. * 1 0*.1 $ 1 .$*3013* 3% 1. 1. - 1 03.0 , 113 .- -$%*- 3% 1. 1. ,- 1 00.00 - 11$0.%,0$*0

3 3% 1. 1.1 1 0-.0,0 1*0 .,3 $3- 3% 1. 1.11*- 1

0-.%% ,

-1* %. $%0-1

0 3% 1. 1.1*- 1 0 .- ,- 1*%,., $-30

00.3- 3% 1.1.130$,

-1

0 .%1-,

313* . -1-,0

Table3.*. esign wind pressure

4alculation of wind load

R6 "


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?' T #pan depth ratio provided

#o deflection is safe with provided depth.

4heck for shear)

As per "# 0- )* clause 0 page ,*.

9u E 8/; / l *

E 13.110- / 3.,%1/ .-

E *0.$- FB

Bominal shear stress v E 9u bd

E .*, B mmL

*


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As per "# 0- )* ma/imum value of shear stress c E 3.1 B mmL

As per "# 0- )* design shear strength of concrete c E .0% B mmL

v < c< c ma/ ! so shear reinforcement is not re5uired.

#.1.2. S)a S# $O(e 8a: s)a &

2aterial 4onstants)

4oncrete! f ck E *- B mmL

#teel! f y E 01- B mmL

;oads)

?sing 1* mm thick slab

ead ;oad on #lab E .1* / *- E 3 kB mL;ive ;oad on #lab E * kB mL

=inishes E 1.- kB mL

'artition load E *.*03 kB mL

Total ead load E .,0 kB mL

4lear #iCe E 1. m / 0.3- m

2a/imum diameter of bar 1 $ of slab thickness.

Assume a clear cover of *- mm Q $ mm dia bars

6ff) depth along shorter direction d x E %1 mm

6ff) depth along longer direction d y E $3 mm

6ffective span as per "# 0- ) * clause **.*.b

l yef f E 0.3-+ . $3 E 0.033 m

l xeff E 1. + . %1E 1. %1 m

l yeff /l xeff E*. *! Dence design as


22/57

2inimum steel .1*M cross sectional area E100 mmL

#pacing E ast Ast / 1

E - .* 100 / 1

E30% mm2a/imum #pacing 3d or 3 mm which ever is less

2a/imum #pacing E 3d E *,3 mm

Dence! 'rovide reinforcement of $ mm dia bars at *, mm c c

'ositive moment at mid span E 8 ; / l /eff * 1 + 8 ;; / l yeff * 1*

E .,0 / 1. %1 * 1 +* / 1. %1* 1*

E 1. $1 kBm

=actored bending moment! M u E *.-* kB m

M u &bd * ( E .3 -

As per #'1

p t E .1 1

As per "# 0- )*

2inimum steel .1* % cross sectional area E100 mmL

#pacing E ast Ast / 1

E - .* 100 / 1

E30% mm

2a/imum #pacing 3d or 3 mm which ever is less

2a/imum #pacing E 3d E *,3 mm

'rovide reinforcement of $ mm dia bars at *, mm c c

;onger irection)

istribution steel .1*M crossectional area E100 mmL

'rovide reinforcement of $mm dia bars at *0 mm c c

4heck for deflection)

As per "# 0- )* clause *3.*

'ercentage of tension reinforcement pt E 1 As bd

E .1-

2odification factor from "# 0- )* figer 0

fs= .-$fy Area of steel re5uired area of steel provided

E .-$ / 01- / .1* .1-

E1%*.- B mm *

**


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2odification factor E *

2a/imum span depth ratio from code E * / *

E -*

#pan depth ratio provided E 1 %1 %1 E 1$.-$

2a/imum span depth ratio from code > #pan depth ratio provided

#o deflection is safe with provided depth.

4heck for shear)

As per "# 0- )* Table13

#hear force 9 E . / 8 ; / l /eff + . / 8 ;; / l yeff

E . / .,0 / 1. %1+ . / * / 1. %1

E $..$ , kB

=actored #hear forceE 13.3 kB

Bominal shear stress v E 9u bd

E .1- B mmL

As per "# 0- )* ma/imum value of shear stress c E 3.1 B mmL

As per "# 0- )* design shear strength of concrete c E .*% B mmL

v < c< c ma/ ! so shear reinforcement is not re5uired.

-.*. 6#" B


24/57

2aterial 4onstants)



As per "# 0- )* 4lause 33.1

6ffective span E 0.--m

Thickness of slab E l ef f / 20

E **,.-mm

'rovide an overall depth E *3 mm

'rovide * mm dia bar

4lear cover E *- mm.

6ffective depth E 1%-mm

;oads)

?sing *3 mm thick slab

Landing

ead ;oad on #lab E .*3 / *- E -.,- kB mL

;ive ;oad on #lab E - kB mL


Total E 1*.*- kB mL

G ing

#elf weight of waist slab E .*3 / *- / 3-. -3 3 E .,1$ kB mL

#elf weight of step E .- / .1$13 / 1 / *- E 1.$,- kB mL


;ive ;oad on #lab E - kB mL

Total E 1-.0$0 kB mL

Total reaction RA + R7 E *.-3 kB

RA E 31.* kB

*0


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26/57


27/57

=actored 7ending 2oment! 2u & negative ( E 111.$- kBm

=actored 7ending 2oment! 2u & positive ( E --.- kBm

=actored #hear =orce! 9u E - .* kB

2oment of resistance! 2u!lim E .13$ f ck bd *

E 10-.3, kBm

2u S 2u!lim

Dence design it as singly reinforced beam

R E 2u &bd *( E *. -

=rom #'1 ! table3

Reinforcement percentage! p t E .$-,

Ast E ,$ ., mm *

Dence provide * nos of P* mm diameter bar and one P1 mm diameter bar

Ast!provided E $*%.3$mm *

't E .%

4heck for shear

=actored #hear force! 9u E - .* kB

#hear stress! v E 9u &b / d(

E . 1 B mm*

#hear strength of concrete! c E . 1* B mm *

c v

Dence safe against shear force. 'rovide minimum shear reinforcement

=rom 4l. .3.- of "# 13%* ) 1%%3! the spacing of hoops over a length of *d at either end of

a beam shall not e/ceed a( d 0 and b( $ times the diameter of the smallest longitudinal

bars.

Dere d 0 E - 0

E 1*- mm

$ / U E $ / 1 E 1*$ mm

Dence provide $mm diameter two legged stirrups at a spacing of 1* mm from both ends

of beam for a distance of 1 mm and in between this! provide spacing of ** mm for

shear reinforcement

*,


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76A2! 70* bE* mm E- mm;eft 4entre Right

Begative 'ositive 'ositive Begative 'ositive7ending 2oment!

2u&kBm(111.$- --.- ,-.* 1 0.,* - .%0

2oment of resistance!

2ulim.13$fck bd * E 10-.3, kBm

RE 2u &bd*( *. - 1.3* 1.,$ *.0% 1.3-=rom #'1 ! p t .$ .3% .-0 .,% .0

Ast re5uired &mm *( ,$,.3, 3-$.%, 0%%.$3 ,*$. , 3 $.*%

#teel provided

*!P* mm

+

1!P1 mm

*!

P1 mm

*!P1 mm

+

1!P1*mm

*!P* mm

+

1!P1*mm

*!

P1 mm

p t provided .% .00 .- .$1 .00=actored #hear =orce! 9u

&kB( 1 ,.%#hear stress! v 1.1$

#hear strength! c .-%

#hear reinforcement

P$mm diameter two legged stirrups V1 mm c c

for a distance of 1 mm from each end and V ** mm

c c for the remaining distance

#.3.2. 6EA5 6#1

*$


29/57

76A2! 7-1 bE* mm E- mm;eft 4entre Right


2u&kBm(

3.- -3.0, 0$ , . 1 0$. -


2ulim.13$fck bd * E 10-.3, kBm

RE 2u &bd*( 1.-1 1.*, 1.10 1. 1.1-=rom #'1 ! p t .0- .3, .33 .- .30

Ast re5uired &mm *( 010.$- 300.*0 3 .$1 0 1.11 311.*3

#teel provided *!P* mm *!P1 mm *!P1 mm *!P* mm *!P1 mm

p t provided . $ .00 .- . $ .-=actored #hear =orce! 9u

&kB( $-. $#hear stress! v .%3

#hear strength! c .--

#hear reinforcement




#.3.3. 6EA5 690

76A2! 7 bE* mm E- mmRight 4entre ;eft


2u&kBm(1*$.$% $ .$- ,- $1. 1 $3.*


2ulim

.13$fck bd * E 10-.3, kBm

*%


30/57

RE 2u &bd*( 3. *. 1.,$ 1.%0 1.%,=rom #'1 ! p t 1. * . 0 .-0 . . 1

Ast re5uired &mm *( %3 .$- -$ .-0 0%,.- -0 .,- --$.,-

#teel provided 3!P* mm 3!P1 mm

*!P1 mm

+1!P1*mm

*!P* mm 3!P1 mm

p t provided 1. 3 . .- . $ .=actored #hear =orce! 9u

&kB( 1**.*,#hear stress! v 1.33

#hear strength! c .--

#hear reinforcement




-.0. 6#" B


31/57

Dence the column is a sway column

Y1 E .0

Y* E .*$

2ultiplication factor for effective length! k & ;e/( E 1.*$

2ultiplication factor for effective length! k & ;ey( E 1.*$

6ffective length! Lex E *.0 / 1.*$

E 3. ,

6ffective length! Ley E *.0 / 1.*$

E 3. ,

=actored a/ial load on column load! ! u E *%,0.00 kB

=actored moment in : direction! M ux E -$.1$3 kBm

=actored moment in P! direction 2 uy E 103.$0* kBm

Type of 4olumn

l ex E 3. , .0 E ,. $ S 1*

l ey b E 3. , .0 E ,. $ S 1*

#o design as a short column with bia/ial bending

4alculation of eccentricity

6ccentricity in the direction of longer dimension

e x E l - + 3

E *.0 - + .0 3

E . 1$ m

Take e x E . * m

6ccentricity in the direction of shorter dimension

e y E l - + b 3

E *.0 - + .0 3

E . 1$ m

Take e y E . * m

2oments due to minimum eccentricity

M ex E ! u / e x E -%.-% kB m

M ey E ! u / e y E -%.-% kB m

#o take as actual moments are!

M ux E -%.-% kB m

M uy E 103.$0* kB m

31


32/57

Assume percentage of steel ' E 3.%

& .$ percentage is minimum steel area of column as per "# 0- ) * (

Assuming dia of bar E * mm

Assuming clear cover E 0 mm

dZ E 4lear cover + Dalf the bar diameter E -

dZ & about : a/is( E - 0

E .1*-

dZ taken E .1*-

dZ & about P a/is( E - 0

E .1*-

dZ taken E .1*-

The section is to be checked for bia/ial bending

! u & f ck / b / ( E . *1

"/f ck E .13

Refer #' 1 ) 1%$ for / a/is dZ E .1

M u [[[[[ E . %-

f ck / b / L

dZ E .1-

M u [[[[[ E . $-

f ck / b / L

4orresponding to

dZ E .1*-

M u [[[[[ E . %

f ck / b / L

M ux# E . % / 3 / 0 / 0 *

E 1,*.$ kB m

Refer #' 1 1%$ for y a/is dZ E .1*-

M u [[[[[ E . %-

f ck / b / L

dZ E .1-

3*


33/57

M u [[[[[ E . $-

f ck / b / L

4orresponding to

dZ E .1*-

M u [[[[[ E . %

f ck / b / L

M uy# E . % / 3 / 0 / 0 *

E 1,*.$ kB m

! u$ E .0- / f ck / Ag + .,- / f y / As

E .0- / 3- / .%-*& 0 / 0 ( + .,- / 01- / . 3% & 0 / 0 (

E 0 1,.% FB

'u 'uC E .,0*

\n E 1.% 3

&2u/ 2u/ 1(\n + &2uy 2uy 1( \n E .$0 S1

Therefore the assumed reinforcement of 3.% percent is satisfactory.

A s E p / b / 1 E *0 mmL

'rovide * nos. of * mm bars.

;ateral Ties

G?se "# 0- ) * cl.* .-.3.*. pp 0%H

iameter of lateral ties shall not be less than 1 0 of diameter of the largest longitudinal

bar and in no case less than mm.

'rovide $ mm lateral ties

'itch of lateral ties

'itch of the transverse reinforcement shall not be more than the least of the following

distances.

i( The least dimension of the compression members E 0 mm

ii( #i/teen times the smallest diameter of the longitudinal

reinforcement bars to be tied E 3* mm

iii( 3 mm

#o provide $ mm dia lateral ties at a spacing of 3 mm

#.+.2. COLU5N C93 $S)e(der 4o) 7(&

33


34/57

2aterial 4onstants)

4oncrete 2 3

f ck E 3 B mmL

f y E 01- B mmL

epth of column! E $ mm

7readth of column! b E *1 mm

#upport condition) 7oth ends fi/ed

?nsupported length! L E *.0 m

2ultiplication factor for effective length! k

G?sing "# 0- ) * ! Anne/ 6H

#tability inde/! N E &W'u / Xu( &Du / hs(

A/ial load on first floor columns! W'uE 1%1%0 .%1 kB

;ateral deflection! Xu E . 1 m

Deight of the storey! hs E *.% m

Total lateral force acting within the storey! Du E *3-3., kB

#tability inde/! N E &1%1%0 .%1 / . 1( &*3-3., / *.%(

E .1,1- . 0

Dence the column is a sway column

=or ;e/

Y1 E .$10

Y* E ., -

=or ;ey

Y1 E .*3*

Y* E .*

=rom =ig.*, of "# 0- )*

2ultiplication factor for effective length! k & ;e/( E *.0

2ultiplication factor for effective length! k & ;ey( E 1.1-

6ffective length! Lex E *.0 / *.0E -.,

6ffective length! Ley E *.0 / 1.1-E *.,

=actored a/ial load on column load! ! u E *3%0. , kB

=actored moment in : direction! M ux E $*. , kBm

=actored moment in P! direction 2 uy E 1 . 1, kBm

Type of 4olumn

30


35/57

l ex E -., .$ E ,.* S 1*

l ey b E *., .*1 E 13.10 1*

#o the column is slender about y a/is

=or 10.13=b L ey

! from #' 1 clause 3.0 ] +$.+=be

y

Additional moment only in P direction.

03.031+*1++$.+,.*3%0 3 ==

uy M kB m

Assume a reinforcement percentage as p E *.0

ck f "

E +$.+3+

0.*=

s ycck u$ A f A f ! ,-.+0-.+ +=

; 30 $.-3 kB

Assuming *- mm dia bars and 0 mm cover

b% f f

"k k ! ck

ck b (& *1 += ') 1 Table (

F 1 E .1$0

F * E . *$

k& ! b -.%3$= &About PP a/is(

bu$

uu$ y ! !

! ! '

=

E .0*0

Additional moment)

k&( M ay 03.03=

2inimum eccentricity consideration)

((bl

e y *+3+-++=+=

2oment due to minimum eccentricity)

k&( M uy $%.0,=

Total moment taken for column design is

k&( M ux ,.$*=

k&( M uy 33.=

M (ent ca"acity ab ut )) axis

3-


36/57

*1.+Z

=

%d &About PP a/is(

4hart for *.+Z

=

%d

will be used. ' 1 )1%$ (

$++*1+3+

1+,.*3%0 3

=

b% f

!

ck

u

E .0,-

=rom #' 1 ) 1%$ 4hart 0

+,.+*

=

b% f

M

ck

u

2 uy1 E,0. % kB m

M (ent ca"acity ab ut ** axisAssuming *- mm dia bars and 0 mm cover

+ -.+Z

=

%d

4hart for 1.+Z

=

%d

will be used. ' 1 )1%$ (

$++*1+3+

1+,.*3%0 3

=

b% f

!

ck

u

E .0,-

=rom #' 1 ) 1%$ 4hart 00

+$,-.+*

=b% f

M

ck

u

2 u/1 E 3-*.$ kB m

+ %.+=u$

u

!

!

n = 1.$1,

&2u/ 2u/ 1(\n + &2uy 2uy 1( \n E .$% S1

Therefore the assumed reinforcement of *.0 percent is satisfactory.

*0+3*1++

(( !b%

A s ==

'rovide 10 nos of P* mm dia bars.

3


37/57

La%era) Ties

G?se "# 0- ) * cl.* .-.3.*.H

iameter of lateral ties shall not be less than 1 0 of diameter of the largest longitudinal

bar and in no case less than mm.

'rovide $ mm lateral ties

'itch of lateral ties

'itch of the transverse reinforcement shall not be more than the least of the following

distances.

i( The least dimension of the compression members E 3 mm

ii( #i/teen times the smallest diameter of the longitudinal

reinforcement bars to be tied E 0 mm

iii( 3 mm

#o provide $ mm dia lateral ties at a spacing of 3 mm

-.-. 6#" B


38/57

As per "#) *%11

=i/ity depth E $d E $ / . E 0.$m

2oment due to horiContal force E 1%/0.$

E %1.*kB m

2u E13 .$kB m

=or mm dia pile] ' E1 kB

'u E1- kB

* % f

!

ck

u E&1- /1 ( &*-/ *(

E .1,

33 ++*-

1+$.13

=

% f M

ck

u

E . *-3

'roviding 0 mm clear cover and assuming * mm dia bar

dZ E-

%d

1

E . $3

+=ck f

!

pminE .$

Area of longitudinal steel*%-.** 1 (( A s =

This is to be provided up to fi/ity depth $d E 0.$m

Dence provide 1* nos of P1 mm dia bars as longitudinal reinforcement

'rovide circular links of mm dia at 1- mm c c spacing.

'rovide minimum longitudinal reinforcement as per "# *%11 'art " section *

2inimum area of longitudinal steel E .0M of total c s areaE113 .%,- mm *

Dence provide nos of P1 mm dia bars as longitudinal reinforcement


#.#.2. Desi ( o "0077 dia7e%er pi)e

As per "#) *%11

=i/ity depth of $d E $/ ., E -. m

3$


39/57

2oment due to horiContal force E 1%/-.

E 1 .0kB m

2u E1-%. kB m

=or $ mm dia pile] ' E10, kB

'u E** -kB

* % f

!

ck

u E *3

,++*-

1+**+-

E .1$

33 ,++*-

1+.1-%

=

% f M

ck

u

E . 1,

'roviding 0 mm clear cover and assuming * mm dia bar

dZ E-

%d

1

E . $3

+=ck f

!

pmin E .$M

Area of longitudinal steel *3+,% (( A s =

This is to be provided up to fi/ity depth 1 d E -. m

Dence provide 1 nos of * mm dia bars as longitudinal reinforcement


'rovide minimum longitudinal reinforcement as per "# *%11 'art " section *

2inimum area of longitudinal steel E .0M of total c s area

E1-3%.- mm *

Dence provide - nos of * mm dia bars as longitudinal reinforcement'rovide circular links of mm dia at 1- mm c c spacing.

#.#.3. Desi ( o !00 77 dia7e%er pi)e

As per "#) *%11

=i/ity depth of 1 d E $/ .$ E .0 m

2oment due to horiContal force E 1%/ .0

E 1*1. kB m

3%


40/57


41/57

As per "# *%11 spacing between two pile is *.- / dia of pile

;ength of pile cap E *.- / , + * / 3- + * / 1

E* - mm

epth of pile cap E development length of column bar + cover

As per #' 1 Table -

=or *- mm diameter bars

; dc E $ mm

Assume a 1 mm projection of pile in to the cap concrete

epth of pile cap E $ + 1

E % mm

'rovide an overall depth! E 1* mm

7readth of pilecap E diameter of pile + 1 mm overhang

E , + * / 1

E % mm

#iCe of pile cap *. - / .% / 1 m

01


42/57

6ffective depth! d E % mm

b E% mm

=actored a/ial load on pile 'u E ** - kB

7ending moment at face of column E 10, / .-,-

E $0-.*- kB m

?ltimate moment! M u E 1* ,.$,- kB m

M u &bd *( E 1.,0

M of tension steel! pt E .-*$

Area of tension reinforcement! A st E 0*,%mmL

'rovide reinforcement of P*- mm dia bars % Bos

Area of steel provided E 001,.$ mmL3

istance from face of the column to the centre of the pile E .-,-m p *

Dence 2a/imum shear force on pile cap E 10, kB

?ltimate shear! V u E ** - kB

Bominal shear stress! v E *.,* B mmL

1 A s &bd ( E .--

eign shear strength! c E .-1 B mmL

ie! v c so shear reinforcement are needed

Assume 1*mm dia legged stirrups

V us E V u c bd E 1,%1.% kB

iameter of bar E 1* mm

Area of shear reinforcement effective in shear! A s+ E ,$.-$ mmL

'rovide P1* mm dia legged stirrup

#pacing of shear reinforcement! S + E .$, / d / f y / A s+

V us

0*


43/57

E 1*3. - mm c c

'rovide P1* mm dia legged stirrup at 1* mm c c

As per "# 0- )*

epth of pile cap is greater than ,- mm. Dence side face reinforcement is needed.

#ide face reinforcement E .1 M of web area

E .1 / % /% 1

E $1 mmL

#ide face reinforcement on one face E 0 - mmL

Dence provide 0 Bos of P1*mm diameter bar on one face

#.9.2. THREE PILE GROUP

2aterial 4onstants



6ach pile should be connected using pile cap with a minimum of 1 mm edge distance to

either sides of the pile. This pile cap is designed as two simply supported beam.

As per "# *%11 spacing between two pile is *.- / dia of pile

;ength of pile cap E *.- / , + * / 3- + * / 1

E* - mm

epth of pile cap E development length of column bar + cover

As per #' 1 Table -

=or *- mm diameter bars

; dc E $ mm

Assume a 1 mm projection of pile in to the cap concrete

epth of pile cap E $ + 1

E % mm

'rovide an overall depth! E 1* mm

7readth of pilecap E diameter of pile + 1 mm overhang

E , + * / 1

E % mm

#iCe of pile cap is as shown below

03


44/57

6ffective depth! d E % mm

b E% mm

esign of portion 1


7ending moment at face of column E 10, / .$1

E 11% ., kB m

?ltimate moment! M u E 1,$ . - kB m

M u &bd *( E *.* -

M of tension steel! pt E . %

Area of tension reinforcement! A st E *1 mmL

'rovide 13 Bos of P*- mm dia bars

Area of steel provided E 3$1.3 mmL

istance from face of the column to the centre of the pile E .$1m p *



Bominal shear stress! v E *.0- B mmL

1 A s &bd ( E .,

eign shear strength! c E .--0 B mmL



00


45/57

V us E V u c bd E 1, .0 kB


Area of shear reinforcement effective in shear! A s+ E ,$.-$ mmL'rovide P1* mm dia legged stirrup


V us

E 1*%.** mm c c

'rovide P1* mm dia legged stirrup at 1* mm c c

As per "# 0- )*



E .1 / 1 /% 1

E % mmL

#ide face reinforcement on one face E 0- mmL


esign of portion *


7ending moment at face of column E 10, / .3,-

E --1.*- kB m

?ltimate moment! M u E $* .$,- kB m

M u &bd *( E 1.130

M of tension steel! pt E .33

Area of tension reinforcement! A st E * %0.,- mmL

'rovide % Bos of P* mm dia bars

Area of steel provided E *$*,.03 mmL

istance from face of the column to the centre of the pile E .3,-m p *



Bominal shear stress! v E *.,* B mmL

1 A s &bd ( E .3-

eign shear strength! c E .0* B mmL


0-


46/57


V us E V u c bd E 1$ 0.$ kB


Area of shear reinforcement effective in shear! A s+ E ,$.-$ mmL'rovide P1* mm dia legged stirrup


V us

E 11$.** mm c c

'rovide P1* mm dia legged stirrup at 11 mm c c

As per "# 0- )*



E .1 / % /% 1

E $1 mmL

#ide face reinforcement on one face E 0 - mmL


-.,. 6#" B


47/57

Dence okay

6ffective depth of wall section! d w E .$ / l w

E -1* mm

#hear strength

=actored #hear =orce! 9u E 1 % .-- *

E -0$.*,- kB

As per "# 13%* ) 1%%3! clause %.1.*

Bominal #hear stress! v E bd +u

E .-3- B mm *

Assuming minimum reinforcement ratio for horiContal and vertical reinforcement

p t E .*-M

=rom "# 0- )* ! table 1%

esign #hear stress! c E .3 B mm *

cma/ E 3.1 B mm *

Dence v S cma/ and v c

Therefore shear reinforcement is needed

As per "# 13%* ) 1%%3! clause %.*.-

9us E .$, / f y / A h / d w #v

9us E 9u c / t w / d w

E 1,%. 3- kB

Assuming P $ mm diameter bars in two curtains

#v E 1 30.-3 mm

8hich is less than the minimum reinforcement re5uired

Dence provide minimum reinforcement! p t E .*-'rovide P $mm diameter bars V * mm c c in two curtains

The vertical reinforcement should not be less than the horiContal reinforcement

Dence provide P $mm diameter bars V * mm c c in two curtains as vertical

reinforcement.

=le/ural #trength

The moment of resistance 2uv of the wall section shall be calculated as for columns

subjected to combined a/ial load and unia/ial bending

0,


48/57

8hen / u lw S / u^ lw!

2uv &f ck / t w / l w*( E _ G&1+` _(& .- .01 /u lw( &/u lw(* & .1 $+ Y* 3(H

E . *-

+3 1.+/$,.+

==ck

y

f

f

,,ck

u

l t f !

= E .1*30

/ u lwE 3 %.+*3.+=

+

+

/ u^ lwE . 3- & . 3-+ .$, / fy 6s(

E .

Y E .$, f y & . 3-/ 6s( E .-1

Dence

2uv &f ck / t w / l w*( E . -0

2uv E 11 -%.* kBm

2u E $,1 . * E 03--.3 kBm S 2uv

Dence safe

7oundary elementsArea of cross section! Ag E 0 / *

E 1.*$/1 mm *

2oment of inertia! "y E t w / l w3 1*

E 0.3 %1 / 1 1* mm 0

6/treme fibre compressive stress! fc E &'u Ag(+&2u / l w *"y(

E 3. $- + 3.1$%

E .*,- B mm *

.* / f ck E - B mm *

fc .* / f ck

Dence boundary element is needed

;et the boundary element be of dimension * / 1- and assume *.-M #teel

ross area of cross section E * / 1-

E 3 mm*

Area of reinforcement E *.- / 3 1

0$


49/57

E ,- mm *

' u E .0 f ck Ag + & . , f y .0 f ck (As

E - 1 .3,- kB 0$%,. $ kB

Dence safe

The diameter of the bar should not e/ceed 1 1 th of the wall thickness

Dence use *0 nos of P * mm diameter bars

-.$. 6#" B


50/57

Reinforcement re5uired in vertical direction

Area of steel re5uired! A st E 2 st jd

m E *$ 3 cbc

E 11k E .3$0

j E 1 3k

E .$,*

Area of steel! A st E %*. 0 mm*

As per "# ) 33, &'art""( 1% , since t 1- mm! reinforcement should be provided in two

layers.

2inimum reinforcement re5uired! A st min E .*,1 M of concrete section

E -0* mm *

#pacing re5uired E 100.% mm

'rovide 1 mm dia bars V 10 mm c c

Reinforcement re5uired in vertical direction

2oment coefficient! 2/ E . 0

2a/imum vertical moment! 2 E 3a, Mx

E 1.-- kBm


m E *$ 3 cbc

E 11

k E .3$0

j E 1 3k

E .$,*Area of steel! A st E ,*., mm *

As per "# ) 33, &'art""( 1% , since t **- mm! reinforcement should be provided in two

layers.

2inimum reinforcement re5uired! A st mini E .*,1 M of concrete section

E -0* mm *

#pacing re5uired E 100.% mm

'rovide 1 mm dia bars V 10 mm c c

-


51/57

esign of top slab

;et thickness of top slab be 1 mm

;oads on the slab)

;ive load E - kB m *

ead load E *.- kB m *

=inish load E 1.- kB m *

Total load E % kB m *

=actored load E 13.- kB m *

3-.10,.*

33$.3==

x

y

L

L

esign as two way slab

All edges discontinuous

Area of reinforcement in shorter span)

2oment coefficient E . $*

2oment! 2 E .,$ kBm

'rovide $ mm dia bars V 1, mm c c

Area of reinforcement in longer span)

2oment coefficient E . -

2oment! 2 E 0. 3- kBm

'rovide $ mm dia bars V *3 mm c c

esign of bottom slab

;et thickness of bottom slab be * mm

;oads on the slab)

ead load E - kB m *

;oad due to water E 1- kB m *

=inish load E 1.- kB m *

Total load E *1.- kB m *

=actored load E 3*.*- kB m *

33.1-,.*

03$.3==

x

y

L

L

esign as two way slab

All edges discontinuous

-1


52/57

Area of reinforcement in shorter span)

2oment coefficient E . $1

2oment! 2 E 11.- kBm


m E *$ 3 cbc

E 11

k E .3$0

j E 1 3k

E .$,*

Area of steel! A st E -1%.$, mm *

'rovide 1 mm dia bars V 1- mm c c

Area of reinforcement in longer span)

2oment coefficient E . -

2oment! 2 E ,.%% kBm


m E *$ 3 cbc

E 11

k E .3$0

j E 1 3k

E .$,*

Area of steel! A st E 3,,. , mm *

'rovide 1 mm dia bars V * mm c c.

Reinforcement details shown in figure.

-*


53/57

4DA'T6R

SITE


54/57

=ig. .1. 7eam 4olumn joint =ig. .*. 7eam to 7eam joint

=ig. .3. Reinforcement details of fourth floor .1. 9"#"T T< =6 6RA; 4"TP #"T6


55/57

=ig. .0. 7oring for 24 pile

=ig. .-. 'ile Reinforcement

CHAPTER "

CONCLUSION

--


56/57


57/57

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istributers! Bew elhi! =irst 6dition.

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Design of Multi Storied Building