RC Beam Design

8/18/2019 RC Beam Design

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DESIGN OF DOUBLY REINFORCED BEAM

DEPTH (D) - 400 mm d = 375

WIDTH (b) - 200 mm m!" = 0.02837

d# - 2$ mm = 0.02554

% - 2' MP!

% - 2$ M!

B - 0*+$

M, - '0 N*m

M, '=./113 m5m/3 5% &53&.//

M,' = 0*60(% bdd('-0*$6%7%&)

IF =M,' COLOR

Mu1 = 142.689 N*M ANALY8E AS SINGLY RC DESIGN

Mu2= 27.3112 N*M ANALY8E AS DOUBLY RCAs1= 1915.28 mm2

CHEC IF F=F9 %#=FY !=A'%70*+$%b % = :00(d-&7&)

&=!70*+$ %# = :00(&-d#7&)

a = 147.536mm fs = 696.296

c = 173.571 mm fs' = 513.58

A2 = M,270*60%(d-d#) A = A' ; A2

As2 = 315.28 mm2 SI8E OF BARS(TENSION BAR) = 2$

As= 2230.56 mm2 SI8E OF BARS ( COMPRESS* BAR)= ':

nb (TENSION BAS! = 4.54637

nb("OM#ESSION BAS! = 1.56887


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DESIGN OF SINGLY REINFORCED

IF M,' < M,

= "('-)

n 6.716049383('-2R370*+$%b) 0.2475

$ = 0.497495196 % =

& = 0.03261713

&n = 0.005090909

&a%= 0.028374545

(M,'


4/23

(1)3!*fc'(b+!= 222.7131788 (1)3!

,s = 88.26105767

M!" S = d74 5. @00mm M!" S =

S= 135 mm S =

S= 300 mm S=CHEC MIN* AREA OF STIRRUPS

S(3!) 2:0 mm

A (MIN)= ('7@)(B7%) A(.5)

A(MIN)= 84.7826087 2


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BEAM

"= 0*+$(%%)

= ('-R370*+$%b)

0.06491

20 mm

,u= 169.675 N

,c= 111.357 N

/,c)2 = 47.3266 N+! = 222.713N

NO NEED TO PRO?IDE STIRRUPS(?,>?&72)

PRO?IDE STIRRUPS (?,


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fc'(b+! = 222.713N

,s = 88.2611N

d72 5. :00MM

270

600

157 2


7/23

DESIGN OF LONG COLUMN

b= 4$0 mm 3b(5!) 12 b!.

= 400 mm A(5!) 7385.28 mm2

d#= $ mm % = 5.291502622 M!

= ' E& = 24870.06232 M!

L,= 4 m I = 2400000000 mm4M,'= 240 N*M EI = 19896.04986 N7m2

M,2 240 N*M P&= 12272.94123 N

P,(5!d)= '000 N P,7P& 0.116400087

3b(m1d)= 2 b!. J= 1.131733928

3b(.5K)= $ b!. M& = 271.616

d1!m*b!. 2+ mm /= 0.272 m

%= 2+ M! /m13= 0.027 m

%= @4$ M! A = 180000 mm2

Bd= 0*2 10710

= 0* A'% = 1062.17496NCm= '

(&-&)= 0*'2$ m

d1!m* T1/ '0 mm "E" f "OMN IS ON

"E" # L,70*@ 33.3333 < @4-'2(M'7M2) 22

53 &5,m39 &531d/. //& 5% /d/.3/)

P = A7A P= 0.04103 mm2 0*0'>P>0*0+

M& = JM, J=(Cm7('-(P,7P&)

P& = 12272.9 N

E& = 24870.1 N

EI = E&I72*$(';Bd) EI = 19896 N

J = Cm7'-(P,7P&) J = 1.13173

M& = 271.616 N

/ = M,7P, /(m13)= '$mm ; 0*0@()

= 0.272 /(m13) > /(!&)

(n! 0.027

&531d/. //& 5% /

0*+$%b

P& = EI7(,)

E& = 400%


8/23

T=AF

C'= 0*+$%!b

C2=A#%#

F = 0

T ; P3 = C' ; C2

P3 = C'

P3 = 0*+$%!b

P3 = 10710!

M(A) = 0

C2 = 1062.17

P3("') = C'(d-!72) ; C2("2) @ = 0.325

4247.76 (!) = 10710 (!) (@-!72) ;

SHILF SOL?E ! &= !7B

!= 0*':2m &= 0.190588235 d= 0.325

d# = 0.075

CHEC IF % Q %# YIELD %


9/23

' = 0.397

2 = 0.25

@ = 0.325

A' = 3078.772

d = 325


10/23

265.544

m

m

@4$ M!

@4$ M!

O


11/23

DESIGN OF FOOTING

P(DL) = '000 N (fn 250 N

P(LL)= '$00 N (a:! 2750 N

M(DL) = '00 N*m A(;


12/23

s "A".

, b & ?&(4)

215.455 4.3 0.5 5202

+ = 0*:@ m

& = CRITICAL SECTION FOR BEAM SHEAR

CO BEAM SEA & = (L72)-(&72)-d& = 1.26

,u = /,c = 2060.25

/,c ,u ? SACE

CO BENFIN &(BEND) CRITICAL SECTION FOR BENDING

& = (L72)-(C72)

&n = 1.4)fG & = 1.9

&a% = .75(0.85(fc')fG!(B1!(600)(600fG!

Mu =


13/23

+(&;-! +(;H

"E" CO BEAIN STENT

A1 = 0.252

A2 = 18.3333 2

*(A1)A2! 8.56349

(A'7A2)= 2

#b = 6247.5 #u = 3950

"E" T. OC COOTIN?

f = c(b!(b!(! = 742.5

= + 1.5+b 75

f = 320.438


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16/23

2

!


17/23

EATJAE OAF ( NS"# 2001!

? = TOTAL DESIGN BASE SHEAR

W = W(!b ) ; W(b/!m) ; W(&5,m3) ; W(55. 31) ; W(K!) ; W(!.1153)

8 = S/1m1& 53/ %!&5.

I = 1m5.!3&/ %!&5.

C = S/1m1& &5/* (T!b/ 20+-+9 * 2-40) =0*$:NC! = S/1m1& &5/* (T!b/ 20+-9 * 2-40) = 0*40N!

N = N/!. S5,.&/ %!&5. ( T!b/ 20+-$ 9 *2-@6)

N! = N/!. S5,.&/ %!&5. ( T!b/ 20+-49 *2-@6)

R = +*$9 %5. ./13%5.&/d &53&.// m5m/3 ./113 %.!m/

T = %,3d!m/3! /.15d 5% 1b.!153

3 = /1 13 m !b5/ b!/ // 5 3

C = *0@'9 %5. ./13%5.&/d &53&.// m5m/3 ./113 %.!m/

>

<<

T = C(3)V(@74) F = *0T? > *2$?

F = 0 1% T > 0* /&

F" = (?-F)K""7K11

F = F"7N E,E %(!

8 = 0*4 "- = 0.56 2 3.5

I = ' "a = 0.4 3 7S& = 4 10.5

N = ' 5 14

N! = '

R = +*$ = 19864.6

C = 0*0@'

(&53&) = 2@*$4 N7m@

X(%%) = '*' P!

(&/1) 0*2 P!

(!.1) ' P!

Z(K!) 2'*2 N7m@

E,E 2

A(b/!m) = 0*'2$ m2 (SAB! 1709 N

A(&5) = 0*'22$m2 (BEAM! 647.35 N

A(55.) = 4+4 m2 ("O! 252.319 N

(&5) = @*$ m (CC! 532.4 N

L(b/!m) 220 m ("EI! 348.48 N

,K= "-I) ?[ = 2*$C!IW7R

?\ = 0*''C!IW?] = 0*+8NIW7R


18/23

3(&5) = 2$ (#ATI! 484 N

" = @*$ m (A! 1632.4 N

"V(@74)= 2*$$++6m % = 5605.95N

F = 0 T= 0.18705 0.7

? = 2@@ us C= 0

,K = 6996.47

N = $

( !b ) = 0*'$ m ,L = 2337.01,K

, = 874.041,K

, = 747.843,K

CK = 30.6003 CL

C2 = 284.312 N CL = 584.25

C2)f;a 56.8624 N

E,E 3

A(b/!m) = 0*'2$ m2 (SAB! 1709 N

A(&5) = 0*06 m2 (BEAM! 647.35 N

A(55.) = 4+4 m2 ("O! 185.378 N

(&5) = @*$ m (CC! 532.4 N

L(b/!m) 220 m ("EI! 348.48 N

3(&5) 2$ (#ATI! 484 N

" = m (A! 1632.4 N

"V(@74)= 4*@0@$2m % = 5539.01NF = 0 T= 0.31459 0.7

? = 2@@ us C= 0

,K = 6996.47

N = $

( !b ) = 0*'$ m ,L = 2337.01,K

, = 874.041,K

, = 747.843,K

C3 = 561.834N

C3)f;a 112.367 N CK = $'*4:@@4 CL

CL = $+4*2$

E,E 4

A(b/!m) = 0*'2$ m2 (SAB! 1709 N

A(&5) = 0*0:2$m2 (BEAM! 647.35 N

A(55.) = 4+4 m2 ("O! 128.734 N

(&5) = @*$ m (CC! 532.4 N

L(b/!m) 220 m ("EI! 348.48 N


19/23

3(&5) 2$ (#ATI! 484 N

" = '0*$ m (A! 1632.4 N

"V(@74)= $*+@@ m % = 5482.37N

F = 0 T= 0.42639 0.7

? = 2@@ us C= 0

,K = 3069.3

N = $

( !b ) = 0*'$ m ,L = 2337.01,K

, = 874.041,K

, = 747.843,K

C4 = 834.133N

C4)f;a 166.827 N CK = 69.7535 CL

CL = 584.25

E,E 5

A(b/!m) = 0*'2$ m2 (SAB! 1709 NA(&5) = 0 m2 (BEAM! 647.35 N

A(55.) = 4+4 m2 ("O! 0 N

(&5) = 0 m (CC! 532.4 N

L(b/!m) 220 m ("EI! 348.48 N

3(&5) 0 (#ATI! 0 N

" = '4 m (A! 0 N

"V(@74)= *2@:m % = 3237.23N

F = 0 T= 0.52907 0.7

? = 2@@ us C= 0

W7 PART 0 ,K = 2473.64N = $

( !b ) = 0*'$ m ,L = 2337.01,K

, = 874.041,K

, = 747.843,K

C5 = 656.72N

C5)f;a 131.344 N CK = 86.5503 CL

CL = 584.25


20/23

%(N! %%

5605.95 19620.8

5539.01 38773.15482.37 57564.9

3237.23 45321.3

= 161280


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!m/

RC Beam Design

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