Civil Engineering Design Of G plus two floors

8/17/2019 Civil Engineering Design Of G plus two floors

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GALGOTIAS UNIVERSITY

DEPARTMENT OF CIVIL ENGINEERING

SESSION 2015-2016PROJECT REPORT ON

“DESIGN OF MULTISTORY BUILDING OF G+2FLOORS”

GUIDED BY:P!"# S$%&'&() B*(&(Dean/School of CivilEngineering

SUBMITTED BY:-Mubeen Akhtar (13scme10400"#mamul $ak (13scme103131!Si%%harth Mishra&am'al ais)al*ineet +umar

1


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GALGOTIAS UNIVERSITY

DEPARTMENT OF CIVIL ENGINEERING

SESSION 2015-2016PROJECT REPORT ON

“DESIGN OF MULTISTORY BUILDING OF G+2FLOORS”

GUIDED BY:P!"# S$%&'&() B*(&(Dean/School of CivilEngineering

SUBMITTED BY:-Mubeen Akhtar (13scme10400"#mamul $ak (13scme103131!Si%%harth Mishra,avanesh -a%avAmbu. Singh


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DECLARATION

e hereb %eclare that the )ork )hich is being'resente% in the 'ro.ect re'ort entitle% “DESIGNOF MULTISTOREY RESIDENTIAL BUILDING G

+ 2 FLOORS” in the 'artial ful2llment of achelor of

Engineering in Civil Engineering is an authentic

recor% of our o)n )ork carrie% out un%er thegui%ance of

P!"# S$%&'&() B*(&(#

he matter embo%ie% in the re'ort has not beensubmitte% for the a)ar% of an other %egree or%i'loma5

M6EE7 A+$A&"8MAM69 $A+

S"DD$A&$ M"S$&A*"7EE +6MA&

&AM,A9 A"SA9

3


4/49

DECLARATION

e hereb %eclare that the )ork )hich is being'resente% in the 'ro.ect re'ort entitle% “DESIGNOF MULTISTOREY RESIDENTIAL BUILDING G

+ 2 FLOORS” in the 'artial ful2llment of achelor of

Engineering in Civil Engineering is an authentic

recor% of our o)n )ork carrie% out un%er thegui%ance of

P!"# S$%&'&() B*(&(#

he matter embo%ie% in the re'ort has not beensubmitte% for the a)ar% of an other %egree or%i'loma5

M6EE7 A+$A&"8MAM69 $A+

S"DD$A&$ M"S$&A,A*A7ES$ -ADA*

AM6 S"7:$

4


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A,NOLEDGEMENT e )oul% like to e


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Sr5

7o5

o'ic ,age

no515 "ntro%uction

i!5 E?ective S'anii!5 Sti?nessiii!5 9oa%s

>

5 Design @f @ne a Slab

35 Design of )o )a Slab 1>

45 Design of Beam

>5 Design of Staircase

5 Design of lat ooting 33

5 Design of Sun Sha%e 3

5 Design of 9intel 41

5 Conclusion 4

T&/ !" C!..(


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M$*(!3 R(*4.*& B$*4*.

1#1# INTRODUCTION

he aim of this 'ro.ect is to %esign a Multistoruil%ing (:F! for resi%ential 'ur'ose= takingearthGuake loa% into consi%eration5Multistor buil%ings are ver commonl seen incities5 Construction of such tall buil%ings are'ossible onl b going to a set of rigi%linterconnecte% beams5 hese rigi%linterconnecte% beams of multi ba an%multistorie% are calle% uil%ings frames5o avoi% long %istance of travel= cities are

gro)ing verticall rather than hori#ontall5 "nother )or%s multistor buil%ings are 'referre% incities5uil%ing la)s of man cities 'ermitsconstruction of groun% 'lus three storebuil%ings )ithout lifts5

he loa%s from )alls an% beams aretransforme% to beams= rotation of beams take'lace5 Since= beams are rigi%l connecte% tocolumn= the rotation of column also take 'lace5e are not consi%ering columns in our %esign5hus an loa% a''lie% an )here on beam isshare% b entire net)ork of beam an% columns5


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1#2# EFFECTIVE SPAN

As 'er "S 4>B000= in the analsis of frames=the e?ective length of members shall becenter to centre %istance (clause 5 %!

1## STIFFNESS

or the analsis of frame= the relative sti?nessvalues of various members are reGuire%5 "S4>B000 clause suggests the relative sti?nessof the members ma be base% on the momentof inertia of the section5

he ma%e shall be consistent for all themembers of the structure throughout analsis5"t nee%s arriving at member si#es before%esigning5 he si#es are selecte% on the basisof architectural= economic an% structuralconsi%erations5or B&7( s'an to %e'th ratio 'referre% is 1to 1>5 i%th is ke't (1/3! to (1/! of %e'th= butsome times the are 2


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"t is to be note% that in M$*(!3 "&7(8columns of u''er stories carr less aD9 F 15>"9 5 15>D9 F 15>9 35 15>D9 F 15>E9 45 15D9 F "9 F 159 >5 15D9 F "9 F 15E9


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-,"CA9 9@@& ,9A7

N

&@7 E9E*A"@7


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• Data givenI (m!

Clear s'an (or &oom si#e ! J mK3m 959 J 15> +7/mL = su''ort thickness J00mm

Surface 2nishing J 1 +7/mL

6sing M0 e 41>

S% 1 :- D(*. !.(&. "! M20!. ; F915 ( ck J0 7/mmL = J 41> 7/mmL

Mulimit J 0513 fck b%L

Ku J 054 %

S% 2 :- T3% !" S&/- l/l< J /3J 533 N therefore %esign @ne )a slab=

consi%ering shorter s'an5

S% :- EH000 ,age B 3! J 3000/( K 153!

'rovi%e %e'th J 5> > 0 mm =

D(*. !" O.&3 S&/

11


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ake %e? J 1> mm

@verall %e'th D J % F(c5cFO/! assume %ia5 of bar 10mm

J 1> F(0F10/! c5cJ 0mmJ 1>F> J1>0 mm

ig5 Diagrammatic &e'resentation

1


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S% 9 :- E mm ()hichever is less!

thus le? J 351> m

S% 5 :- L!&4 C&$&*!.-

(1! Dea% loa% of slab J 1+7/mL

(! 9ive loa% J 15> +7/mL

(3! inishing loa% J 1 +7/mL

orking loa% ) J 5> +7/mL

actore% loa% )u J 15>) J 15>

J 53>

+7/mLS% 6 :- F&!4 B.4*. M!7. ?M$@-

Mu J coe?5 < )u < le?Lrom H

"S 4>H000

,age 3 able no51Q M coeRcients of Continuous slab at the mi% ofinterior

s'an for %ea% loa% im'ose% loa% (2L!/1

Mu J >5 +7m 'er meter )i%th of slab13


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S% :- C)' "! 4%)?4#@-

E?ective %e'th reGuire% %reG5 J

T(Mu/0513fck b J T(>5


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S% :- S%&*. O" M&*. B&

(1! (1000 < Ast! / Astmin J (1000 < X/4 <10L ! / 10

J 43 mm (! 3% J 3 J 3> mm (3! 300 mm J 300 mm ()hich ever isless !

'rovi%e (Y J 300 mm ! O J 10 mm Z 300 mm c/c s'acing alongshorter s'an5

9ength of ro% J 3000 [ ( < clear cover ! J 3000 [ ( < 0 ! J

0 mm 'rovi%e 10 O Z 00 mm c/c e


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ig5 &einforcement Details in @ne )a Slab5

1


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D(*. !" T! &3 S&/

DataB (assume!Si#e of slab (m! J < 45>9ive loa% J +7/mLsu''ort thickness J 00 mminishing J 1 +7/mL

6se M0 e41>

1@:- D(*. !.(&.-f ck J 0 M,a=f J 41> M,aMu lim J 0513 f ck b%LKu J 054 %

2@:- T3% !" S&/-l/l J 15> \

()o )a slab!

@:- De? 0/ < 15> J 115 m

W 1> mm J %<ume 10 O= clear cover 0 mmJ 1>B10 J 11> mmerall %e'th of slab D J %F(c5c5F O/!

D J 1> F 0 F > J 1>0 mm

1


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% 9@:- E


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3 H H3

154 050 050>1

154

15> 05104 0504

]B154! < (154B154 J 0510] J 050>1 F (0504B050>!/(15>B154! < (154B154! J 0504

M +7

% :-C)' "! 4%)-%reGuire% J T(M


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S% :- A& !" M&*.S-

Ast(f ck/f ! Q1B T1B^(45 K MJ 05>(0/41>! Q1B T1B^(45 K45>4K10U ! /(0K1000 K1>L!_1000K1>

J 045 mmL

Ast J 05>(0/41>! Q1B T1B^(45 K115>>K10U ! /(0K1000K11>L!_1000K115>

J 35 mmL

Astmin J (05001 K bD! J (05001 K 1000 K 1>0!

J 10 mmL

Ast< Ast N Astmin

$ence= use Ast< Ast 5

0


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S% 10:- S%&*. !" 7&*. /&-

assume %ia5 of main bar O J 10 mm

S)! (%&. L!. (%&.

(1! 1000 K X/4 K 10L/Ast J34>

(3! 300 mm (3! 300 mm

()hich ever is less!'rovi%e 10 O Z 10 c/c'rovi%e 10 Z 0 c/c(3/4 l ! s'an mi%%le stri'

1


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S% 11:- D*(*/$*!. S -

Astmin J 10 mmL

s'acing assume O J mm

(1! 1000 K X/4 K L/10 J5> mm

(! >%< J >K1> J >>% J >K 11> J >>

(3! 4>0 mm

'rovi%e O Z 0 c/c e%ge stri' (s'an/!

S% 12:- C)' "! 4*!. %'rovi%e% J l/( K M!

Ast'rovi%e% J (1000 K X/4 K 10L!/10

J >45> mmL

AstreGuire% J 045 mmL` of steel J Ast'rovi%e% /(b K % K 1000!

J 053 `

> J 05> K f AstreGuire%/ Ast'rovi%e%

> J 54 "S

4> H 000M J 15>

%reGuire% 115 mm

%'rovi%e% 1> mm

%reGuire% V %'rovi%e%

O,-SAFE


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ig5 &einforcement Details in )o )a Slab5

3


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D(*. !" T- BEAM

Data HClear s'an(9! J 45> m= f ckJ 0De'th of ange (Df ! J 1>0 mm= f J41>De'th of )eb (b)! J 00 mm

"m'ose% 9oa% J 11 +7/m (assume!=

S%-1 E m

S%- L!&4("m'ose% loa% J 11 +7/m

4

2/ N mm2/ N mm

4750316.67 320

15 15eff

spand mm mm

= = = ≈ ÷ ÷

∴


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%-9 U*7& BM &.4 S)& "!

%-5 E/!F05F(K051>!J 1> mm

>

22

2

0.125 168 4.95 514.55

8

0.5 168 4.95 415.82

u

u

wl M KN m

wl V KN

= = × × = −

= = × × =

66

f w f l b b D = + + ÷


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S%-6 M!7. &%&*3 !" F&.(*!.?M$" @:-

Muf J bf Df 053f ck (% [ 0541Df ! J1> K 1>0 K 053 K 0 K (30 [0541K1>0! J >3>5>> +7BmSince= Mu \ Muf i5e5 7eutral a


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S%- S)& R*."!7.:- v J (*u / b) %! J 41>5K10/(00K30!

J 54 7/mmL ,t J 100 Ast /b)% J 100K>4>5>1/(00K30! J 05>3 m from "S 4>H000= 'age no53=tableB1=

Design shear strength of concrete (M0! c J 05 7/mmL

alance Shear JN *us J Q*us [ (c b%! *us J Q41>5 [ (05K00K30 !10d

J 35 +7

6sing mm %ia= legge% stiru''s= S'acing is given b=

S* J (05f Asv %/*us!

S* J (05K41> K(X4!KL/35K10! Sv J 0 mm W 00 mm

'rovi%e s'acing of 100 mm an% gra%uallincrease to00 mm at centre of s'an


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S%:- C)' "! 4*!. C!.! ,t J 100 Ast/(bf %!

J (100 K >3 !/( 0> K 30 ! J053 b)/bf J 00/0> J 050 (9/%!'rovi%e% J 9/% < + t < + c < + f

4>0/30 J 0


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D(*. !" S&* &( ?D! 4@

Data=

ht5 @f store J 35 m

si#e of stair hall J45>mK3m959 J +7/mL (assume!

su''orte% )i%th J 00 mm

S% 1 :- D(*. !.(&.(

using M0an% fe41>

ck J 0 M'a

J 41> M'a

Mulimit J 0513 ckb%L

S% 2 :- A&.7. !" (&*-$t5 @f store J 35 m

$t5 @f ight J 35/ J 15 m

assume & J 1>0 mm = J300 mm

7o5 @r riser J 1>0/1>0 J 11

7o5 @f trea% J 11B1 J 10

:oing : J no5 @f trea% K

J 10 K 300 J 3000 mm


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ig5 Arrangement of Ste's in Staircase5

30


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S% :- E00 F00/ J 400 mm

S% 9 :- E


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(! Self )t5 @f ste' 'er meter length J (&/!P'cc J (1>0/!4 J 15+7/mL

(3! inishing loa% minimum J 05> +7/mL

(4! 959 J +7/mL

) J 54

)u J15> ) J 13511 +7/mL

S% 6:- B.4*. 7!7. Mu J )lL/ J (13511 K 45L!/ J345+7/mS% :- C)' "!


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S% :- M&*. (

Ast J 05>K0/41>Q1BT1B

^(45K345K10U!/(0K1000K1>0L!_ W 11 mmL Astmin J 05001K1000K1>0 J 10 mmL use Ast J 11 mmL

S% :- S%&*. !" M&*. /&-

(1! (1000KX/4K10L!/11assume 10O J11054 mm (! 3K1>0 (3! 300mm

)hich ever is less Main bar 'rovi%e 10O Z 100 c/c

S% 10:- D*(*/$*!. /&- use Astmin J 10

assume O J mm (1! (1000K X/4KL!/10 J 51>mm (! >D J >K1>0 J>0 mm (3! 4>0 mm %istribution bar 'rovi%e O Z >0 c/cs'acing 33


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ig5 &einforcement Details in Stairs

34


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D(*. !" F&F!!*.

D&&:SC of soil J 1>0 +7/mL&einforcement concrete column si#e J1>0 K 300

A


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Assuming sGuare footing=Si#e of footing JA%o't si#e of footing J 15>m K 15>m

S% : N $%&4 %(($-

S% 9: B.4*. M!7.&$&*!.-Ma/! J 5> +7m

S% 5: D%) !" F!!*.

3

53 J151 m

2.2 1.45m=

2660 293.33 /1.5 1.5

u

FactoredLoad Pn KN m

actualAreaofFooting X = = =

6

0.138

92.95 10410.35 420

0.138 20 200

required

ck

required

M d

f b

X d mm Adopt mm

X X

=

= = ⇒ ≈


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Assume cover J 0mm hus= @verall De'th J 40F0 J 40mm

S% 6: M&*. S &$&*!.-

,rovi%e 10O Z 100 c/c in each %irection atbottom of footing i5e5 1 nos 5

3

min

min

min

2

6

2

2

2

2

4.60.5 1 1

20 4.6 92.95 100.5 1 1 1500 420

415 20 1500 420

623.18

0.0012

0.0012 1500 480 864

, 864

ck u st

y ck

st

st

st

st

st

f M A d

f f d

X X A X

X X

A mm

A D

A mm

!se A mm

= − − ÷ ÷

= − − ÷ ÷

=

= ×

= × × =

=


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S% : C)' "! S)&-he critical section )ill be at a %istance (%/!

from column face5 Shear orce J Stress K Area

J 3533K^ 15>LBQ(0500F0540! K(05300F0540! _ J >50> +7

Shear stress

,ermisible shear stress

O, SAFE# 3

2 2, [ ( ) ]"ere Area b d = − +

0

2

2

529.05

1 0.420

1260 /0.00126 /

#

#

#

#

V

b d

KN m N mm

τ

τ

τ

τ

=

=×

==

0, 2( ) 2(0.2 0.3) 1"ere b perimetre l b m→ = + = + =

0.25

0.25 20

1.11

ck

c

f

τ

=== >


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ig5 Sectional *ie)

ig5 ,lan 3


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40

D(*. "! S$. S)&4

Design of sun sha%e H Assume that thickness of sun sha%

to be J 0 mm5 9oa%s 'er metre run consist of HDue to self )eight J 0500 < 10000 J 00 79ive loa% etc5 J 1>00 7otal 00 7/m

r%er to calculate the loa% transferre% b the sun sha%e t

lintel= it is necessar to %esign the sun sha%e 2rst5


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41

E?ective %e'th(%! from sti?ness/%eectionconsi%erationHor a balance% %esign= 'ercentagereinforcement is given b

2cation factor corres'on%ing to 05` reinforcement isl to 155 herefore reGuire% e?ective %e'th of the cantile

sha%e slab from sti?ness/%eection consi%eration is give

Assuming mm main bars= overall %e'th

vailable e?ective %e'th


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4

bution reinforcementH Magnitu%e of minimum reinforcemstribution reinforcement an)here in the slab is given b

ming the slab to be ta'ere% to >0 mm at free en%5 Averall %e'th of slab

c s'acing of mm bars

ever as 'er rule c/c s'acing of mm main bars )ill becte% to

c/c s'acing of mm %istribution bar


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43

(9oa% %ue to triangular 'ortion of the brick)ork5!

"!73 4*(*/$4 !&4 ?@ "! 4(*. !.(*( !"

.:.4*. 7!7.

D(*. !" L*.

the si#e of the lintel as 00 mm )i%e < 00 mm %ee'5

earing of the lintel on the en% su''orts J 00 mme= e?ective s'an J 1 F 050 J 15 moa%s for 9intelH&$& !&4 4$ ! *&.$& %!*!. !" ) /*'!" *&. )&=*. & /&( .) !" 2#57 &.4 /&(&)

&eGuire% e?ective %e'th=

uming mm main bars= an% clear cover of 0 mm=


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44

Available e?ective %e'th

Area of steel reGuire%

o5 of mm %ia bars out of 3 bars are bent u' near su''o

Minimum reinforcementH Minimum reinforcement ( As !eGuire% for the lintel is given b the relation

J41>

aking=

Since= hence SAE


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4>

2cation factor corres'on%ing to 05` tensile reinforcemual to 15> &eGuire% e?ective %e'th of lintel from sti?nection consi%erations

h is less than 1> mm= hence safe5 A%o'te% %e'th is @5+k for shear H Shear force (*! )ill be ma


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4

value of 'ermissible shear stress for M 0 gra%e of concven 05>` reinforcement is

)hich is more than=

ence no shear reinforcement nee% be %esigne%5 hus onmum shear reinforcement )ill be 'rovi%e%5 Minimum she

rcement He to centre s'acing of vertical stirru's to meet therements of minimum shear reinforcement is given b

ng mm legge% vertical stirru's


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4

mum s'acing of shear reinforcementH Ma


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4

$ence @+

Since=


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CONCLUSION

"n this re'ort= a %esign of Multistorbuil%ing for resi%ential 'ur'ose is'resente%5 e have successfull

com'lete% the 'lanning an%%esigning of a multistor (:F!

structure5

he main ke features of 'ro.ect areas follo)sH ,lot si#e J 0m K 10m

otal construction area J >` of'lot si#e5 otal no5 of 1$+ lats J

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Civil Engineering Design Of G plus two floors

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