design of multi storied building
TRANSCRIPT
-
8/12/2019 Design of Multi Storied Building
1/57
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
-
8/12/2019 Design of Multi Storied Building
2/57
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
*
-
8/12/2019 Design of Multi Storied Building
3/57
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
-
8/12/2019 Design of Multi Storied Building
4/57
CHAPTER 3
GENERAL PRINCIPLES OF DESIGN
3.1.
-
8/12/2019 Design of Multi Storied Building
5/57
*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 ;
-
8/12/2019 Design of Multi Storied Building
6/57
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 "
-
8/12/2019 Design of Multi Storied Building
7/57
?' 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
*
-
8/12/2019 Design of Multi Storied Building
21/57
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
-
8/12/2019 Design of Multi Storied Building
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 *
**
-
8/12/2019 Design of Multi Storied Building
23/57
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
-
8/12/2019 Design of Multi Storied Building
24/57
2aterial 4onstants)
4oncrete! f ck E *- B mmL
#teel! f y E 01- B mmL
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
=inishes E 1.- 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
=inishes E 1.- kB mL
;ive ;oad on #lab E - kB mL
Total E 1-.0$0 kB mL
Total reaction RA + R7 E *.-3 kB
RA E 31.* kB
*0
-
8/12/2019 Design of Multi Storied Building
25/57
-
8/12/2019 Design of Multi Storied Building
26/57
-
8/12/2019 Design of Multi Storied Building
27/57
=actored 7ending 2oment! 2u & negative ( E 111.$- 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 $mm diameter two legged stirrups at a spacing of 1* mm from both ends
of beam for a distance of 1 mm and in between this! provide spacing of ** mm for
shear reinforcement
*,
-
8/12/2019 Design of Multi Storied Building
28/57
76A2! 70* bE* mm E- mm;eft 4entre Right
Begative 'ositive 'ositive Begative 'ositive7ending 2oment!
2u&kBm(111.$- --.- ,-.* 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$mm diameter two legged stirrups V1 mm c c
for a distance of 1 mm from each end and V ** mm
c c for the remaining distance
#.3.2. 6EA5 6#1
*$
-
8/12/2019 Design of Multi Storied Building
29/57
76A2! 7-1 bE* mm E- mm;eft 4entre Right
Begative 'ositive 'ositive Begative 'ositive7ending 2oment!
2u&kBm(
3.- -3.0, 0$ , . 1 0$. -
2oment of resistance!
2ulim.13$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( $-. $#hear stress! v .%3
#hear strength! c .--
#hear reinforcement
P$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
#.3.3. 6EA5 690
76A2! 7 bE* mm E- mmRight 4entre ;eft
Begative 'ositive 'ositive Begative 'ositive7ending 2oment!
2u&kBm(1*$.$% $ .$- ,- $1. 1 $3.*
2oment of resistance!
2ulim
.13$fck bd * E 10-.3, kBm
*%
-
8/12/2019 Design of Multi Storied Building
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
P$mm diameter two legged stirrups V1 mm c c
for a distance of 1 mm from each end and V ** mm
c c for the remaining distance
-.0. 6#" B
-
8/12/2019 Design of Multi Storied Building
31/57
Dence the column is a sway column
Y1 E .0
Y* E .*$
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.$0* kB m
31
-
8/12/2019 Design of Multi Storied Building
32/57
Assume percentage of steel ' E 3.%
& .$ 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*
-
8/12/2019 Design of Multi Storied Building
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
-
8/12/2019 Design of Multi Storied Building
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 $*. , kBm
=actored moment in P! direction 2 uy E 1 . 1, kBm
Type of 4olumn
30
-
8/12/2019 Design of Multi Storied Building
35/57
l ex E -., .$ 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-
-
8/12/2019 Design of Multi Storied Building
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
-
8/12/2019 Design of Multi Storied Building
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
-
8/12/2019 Design of Multi Storied Building
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
'rovide circular links of mm dia at 1- mm c c spacing.
#.#.2. Desi ( o "0077 dia7e%er pi)e
As per "#) *%11
=i/ity depth of $d E $/ ., E -. m
3$
-
8/12/2019 Design of Multi Storied Building
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 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 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%
-
8/12/2019 Design of Multi Storied Building
40/57
-
8/12/2019 Design of Multi Storied Building
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
-
8/12/2019 Design of Multi Storied Building
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*
-
8/12/2019 Design of Multi Storied Building
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
4oncrete! f ck E *- B mmL
#teel! f y E 01- B mmL
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
-
8/12/2019 Design of Multi Storied Building
44/57
6ffective depth! d E % mm
b E% mm
esign of portion 1
=actored a/ial load on pile 'u E ** - kB
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 .$1m p *
Dence 2a/imum shear force on pile cap E 10, kB
?ltimate shear! V u E ** - kB
Bominal shear stress! v E *.0- B mmL
1 A s &bd ( E .,
eign shear strength! c E .--0 B mmL
ie! v c so shear reinforcement are needed
Assume 1*mm dia legged stirrups
00
-
8/12/2019 Design of Multi Storied Building
45/57
V us E V u c bd E 1, .0 kB
iameter of bar E 1* mm
Area of shear reinforcement effective in shear! A s+ E ,$.-$ mmL'rovide P1* mm dia legged stirrup
#pacing of shear reinforcement! S + E .$, / d / f y / A s+
V us
E 1*%.** 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 /% 1
E % mmL
#ide face reinforcement on one face E 0- mmL
Dence provide 0 Bos of P1*mm diameter bar on one face
esign of portion *
=actored a/ial load on pile 'u E ** - kB
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 *$*,.03 mmL
istance from face of the column to the centre of the pile E .3,-m p *
Dence 2a/imum shear force on pile cap E 10, kB
?ltimate shear! V u E ** - kB
Bominal shear stress! v E *.,* B mmL
1 A s &bd ( E .3-
eign shear strength! c E .0* B mmL
ie! v c so shear reinforcement are needed
0-
-
8/12/2019 Design of Multi Storied Building
46/57
Assume 1*mm dia legged stirrups
V us E V u c bd E 1$ 0.$ 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 .$, / d / f y / A s+
V us
E 11$.** mm c c
'rovide P1* mm dia legged stirrup at 11 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 $1 mmL
#ide face reinforcement on one face E 0 - mmL
Dence provide 0 Bos of P1*mm diameter bar on one face
-.,. 6#" B
-
8/12/2019 Design of Multi Storied Building
47/57
Dence okay
6ffective depth of wall section! d w E .$ / 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,
-
8/12/2019 Design of Multi Storied Building
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$
-
8/12/2019 Design of Multi Storied Building
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
-.$. 6#" B
-
8/12/2019 Design of Multi Storied Building
50/57
Reinforcement re5uired in vertical direction
Area of steel re5uired! A st E 2 st jd
m E *$ 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
Area of steel re5uired! A st E 2 st jd
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
-
-
8/12/2019 Design of Multi Storied Building
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
-
8/12/2019 Design of Multi Storied Building
52/57
Area of reinforcement in shorter span)
2oment coefficient E . $1
2oment! 2 E 11.- kBm
Area of steel re5uired! A st E 2 st jd
m E *$ 3 cbc
E 11
k E .3$0
j E 1 3k
E .$,*
Area of steel! A st E -1%.$, mm *
'rovide 1 mm dia bars V 1- mm c c
Area of reinforcement in longer span)
2oment coefficient E . -
2oment! 2 E ,.%% kBm
Area of steel re5uired! A st E 2 st jd
m E *$ 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.
-*
-
8/12/2019 Design of Multi Storied Building
53/57
4DA'T6R
SITE
-
8/12/2019 Design of Multi Storied Building
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
-
8/12/2019 Design of Multi Storied Building
55/57
=ig. .0. 7oring for 24 pile
=ig. .-. 'ile Reinforcement
CHAPTER "
CONCLUSION
--
-
8/12/2019 Design of Multi Storied Building
56/57
-
8/12/2019 Design of Multi Storied Building
57/57
*. B Frishna Raju! 1Ad+anced .einf ced nc ete %esign ! 4.7.# 'ublishers and
istributers! Bew elhi! =irst 6dition.
3. r. '.4. 9arghese 1Ad+anced .einf ced nc ete %esign ! 'rentice Dall of
"ndia 'rivate ;imited! Bew elhi! * 0.
0. "#) $,- &'art "( 1%$,! 13ndian Standa d de f ! actice f %esign L ads
45the than ea th6uake7 f Building and St uctu es ! 7ureau of "ndian
#tandards! Bew elhi.
-. "#) $,- &'art ""( 1%$,! 13ndian Standa d de f ! actice f %esign L ads
45the than ea th6uake7 f Building and St uctu es ! 7ureau of "ndian
#tandards! Bew elhi.
. "#) $,- &'art """( 1%$,! 13ndian Standa d de f ! actice f %esign L ads
45the than ea th6uake7 f Building and St uctu es ! 7ureau of "ndian
#tandards! Bew elhi.
,. "#) 1$%3 &'art 1( * * "ndian standard ite ia f ea th6uake esistant design
f st uctu es8 7ureau of "ndian #tandards! Bew elhi.
$. "#) 0- * "ndian standard. 8!lain and einf ced c nc ete 9 de f
! actice8 &7ureau of "ndian standard! * ! Bew elhi.
%. #' 1 ) 1%$ ! esign Aids f .einf ced nc ete t 3S: ;< >#?@ ! 7ureau of
"ndian #tandards! Bew elhi.
1 . #' 30) 1%$,! Dand 7ook on 4oncrete Reinforcement and etailing ! 7ureau of
"ndian #tandards! Bew elhi.