New EQ Report.docx

7/25/2019 New EQ Report.docx

1/23

DESIGN PROJECT

ON

Design of EarthquakeResistant Structure

Submitted to Submitted b!

Mr. Sahil Garg Arjun

Diksha Jindal (8014220)

Jyoi Mandhani (80142!00")

#arjind$r %aur (80142!004)


2/23

&olu'n si$ 00 * 00 ''

+$a' si$ 20 * 00 ''

Sla, hi-kn$ss 12 ''

"#oor $oading

Assu'$ Sla, hi-kn$ss 12''

S$l/ 0.12 * 2

!.12 kN'2

loor /inish 1. kN'2

3las$r 12'' 0.012 * 24

0.288 kN'2

S-r$$d " '' hi-k 0.0" *20

1.! kN'2

5oal loor 6oad ".21! kN'2 ". kN'2

Roof $oading

S$l/ 0.12 * 2 !.12 kN'2

loor inish 2 kN'2

3las$r 12 '' hi-k 0.012 * 24 0.288 kN'2

Mud 3huska ( 10 '' hi-k ) 0.1 * 1" 2.4 kN'2

5oal 7oo/ 6oad .81! 8 kN'2

6i9$ 6oad ( loor) 4 kN'2

6i9$ 6oad ( 7oo/ ) 2 kN'2

Assu'$ D$nsiy o/ +ri-k 20 kN'! and D$:h o/ ,$a' "00 ''

;D6 o/ 2!0 '' hi-k all 0.2! * 20 * (!. < 0.") 1!.!4 kN' 14 kN'

;D6 o/ 11 '' hi-k all 0.11 * 20 * ( !. < 0.")

"." kN' kN'

%t of f#oor on beams

D6 o/ /loor on $a-h ,$a' =64 (". * ) 4 8.12 kN'

7oo/ on $a-h ,$a' =64 (8*) 4 10 kN'

66 $//$- on $a-h /loor ,$a' (4*) 4 kN'

66 $//$- on $a-h o/ roo/ ,$a' (2*) 4 2. kN'

Seismic %eight Ca#cu#ations

3lan Ar$a !*20

loor 6oad ".*!*20 40 kN

7oo/ 6oad 8*!*20 "00 kN

6i9$ 6oad 4*!*20 2800kN


3/23

= o/ /loor l$9$l 2800(0.) > 40 ?0 kN

= o/ roo/ "00 kN (only D6)

S$is'i- o/ ,uilding "00 > !*?0 2!40 kN

+$-aus$ 2 SM7 ar$ :r$s$n

=$igh 2!40 2 112 kN

For SMRF

5a (0.0?*h) d@ ih ,ri-k in/ill

(0.0?*14.) (!)@ 0.22 s$-

or 5a 0.22 s$- Assu'ing '$diu' soil

Sag 2. (/ro' -ur9$ in -od$ S 1!?20)

Ah B2 * 7 * Sag

Assu'ing Bon$ 4 B 0.24 and 7 (/or SM7)

Ah 0.242 * 1 * 2.

Ah 0.0"

Design Seismic &ase Shear

C+ 0.0" * 112 0!. kN

Assu'$ si$ o/ -olu'n 00'' * 00''

h o/ sor$y !.' and 8 no. o/ -olu'ns /or on$ /loor

= o/ -olu'n 8*0.*0.*2*!. 1 kN

Tab#e '( Seismic )eight Ca#cu#ations

$e*e# of &ui#ding %i

7oo/ "00 > 12 "8. 2 284!. kN

!rd/loor ?0 >1 "122 !0"2. kN

2nd/loor ?0 >1 "122 !0"2. kN

1s/loor ?0 >1 "122 !0"2. kN


4/23

a-h load is di9id$d ,y 2 ,$-aus$ h$r$ ar$ 2 SM7 :r$s$n

Tab#e '+ Ca#cu#ation of Design $atera# "orce,-i.

$e*e# %i hi,from base. %ihi+ %ihi

+/ 0 %ihi+ -i1 2&* %ihi

+/ 0 %ihi+

7oo/ 284!. 14. ?8?8 0.0! !!.8"

!rd/loor !0"2. 11 !0"2 0.!11 218.?

2nd/loor !0"2. . 122"" 0.14 102.01

1s/loor !0"2. 4 4?000 0.041 28.84

E =ihi2

118?2"

Storey Base Shear (Vi)

C4 F4 !4 kN (on roo/)

C! F!> F4 !4>21? 2 kN (on !rd/loor)

C2 F2> F!> F4 102>21?>!4 "4 kN (on 2

nd

/loor)C1 F1> F2> F!> F4 2?>102>21?>!4 0! kN (on 1

s/loor)

Assu'$ /or 'asonry 0 * 3ris' sr$ngh

0 * 2. kN''2

=idh o/ sru (=) 0.2 * Diagonal l$ngh

0.2 * (2> !.2)@ 1.! '

S$l/ o/ rans9$rs$ ,$a' 0.! * 0." * 2 4. kN'

;D6 (11'' hi-k) kN'

5oal 11. kN'

= o/ sla, on ,$a' 8.12 kN'

5oal o/ /loor ,$a' 11.>8.12 1?."2 kN'

A /loor l$9$l

Mo'$n o/ join (M) l210 18.*210 4".8 kN'

A roo/ l$9$l

7oo/ on $a-h ,$a' 10 kN'

S$l/ o/ ,$a' 4. kN'

5oal 14. kN'

= o/ rans9$rs$ ,$a' a nod$ :oin 14.* 2 !".2

Mo'$n !".2 kN'

"orces due to Torsiona# 3oment

$di 0.0 (,i)

0.0 (20) 1'

or-$ du$ o orsional 'o'$n (%iri Ekiri2) * M


5/23

"ig '(,a. P#an 2ie) "ig '(,b. E#e*ation 2ie)

or lo$r -olu'ns k 12 6!

H12*000*(2)@*00*00!I H (4000)!*12 I

( 1."*101 l!)

24414 N''

or a,o9$ ! sor$y -olu'ns k 1."*101 (!00)!

!"44!.1 N''

5oal Si//n$ss o/ /ra'$ k (8*24414 > 8*!"44!.1*!) 10"??4." N''

No kiri Ekiri2 k1r1 (k1r1

2> k2r22)

As /or ,oh /ra'$s k1 k2

r1 (r12> r2

2) 10 102> 102 120

So or-$s 120 * Mo'$n

And Mo'$n or-$(F) * $--$nri-iy($di)

As $--$nri-iy($di) 1'

So or-$ (i) 0.0 * Fi


6/23

&eam Design of an RC "rame &ui#ding

$oad combinations

6oad -o',inaions ar$ -onsid$r$d as :$r S 4" 2000 and ar$ gi9$n in 5a,l$ 1.2. FK i':li$s

$arhLuak$ loading in K dir$-ion and F sands /or $arhLuak$ loading in dir$-ion

5h$ $':hasis h$r$ is on shoing y:i-al -al-ulaions /or du-il$ d$sign and d$ailing o/ ,uilding $l$'$ns

su,j$-$d o $arhLuak$s. n :ra-i-$ ind load should also ,$ -onsid$r$d in li$u o/ $arhLuak$ load and

h$ -rii-al o/ h$ o load -as$s should ,$ us$d /or d$sign.

+$a's :arall$l o h$ dir$-ion ar$ no signi/i-anly a//$-$d ,y $arhLuak$ /or-$ in h$ K dir$-ion

($-$: in -as$ o/ highly unsy''$ri-al ,uildings) and 9i-$ 9$rsa. +$a's :arall$l o dir$-ion ar$

d$sign$d /or $arhLuak$ loading in dir$-ion only. 5orsion $//$- is no -onsid$r$d in his $a':l$.

Tab#e '4 $oad combinations for earthquake #oading


7/23

2arious Checks

,a. Check for 56ia# Stress

a-or$d aial /or-$ 0.00 kN

a-or$d aial sr$ss 0.0 M3a 0.10 /-k#$n-$ d$sign as /l$ural '$',$r.

(&laus$ ".1.1P S 1!?201??!)

,b. Check for 3ember Si7e

=idh o/ ,$a' + 20 '' Q 200 ''

#$n-$ ok (&laus$ ".1.!P S 1!?201??!) D$:h o/ ,$a' D 00 ''

+D 2000 0. Q 0.! h$n-$ ok

S.No. 6oad &o',inaion D6 66 F1 1.D6>1.66 1. 1.

2 1.2(D6>66R>FK) 1.2 0.20.R >1.2

! 1.2(D6>66RFK) 1.2 0.20.R 1.2

4 1.2(D6>66R>F) 1.2 0.20.R >1.2

1.2(D6>66RF) 1.2 0.20.R 1.2

" 1.(D6>FK) 1. >1.

1.(D6FK) 1. 1.

8 1.(D6>F) 1. >1.? 1.(D6F) 1. 1.

10 0.?D6>1. FK 0.? >1.

11 0.?D61. FK 0.? 1.

12 0.?D6>1. F 0.? >1.

1! 0.?D61. F 0.? 1.


8/23

(&laus$ ".1.2P S 1!?201??!)

S:an 6 000 ''

6D 00000 10 Q 4 h$n-$ ok

(&laus$ ".1.4 o/ S 1!?201??!)

,c. Check for $imiting $ongitudina# Reinforcement

//$-i9$ d$:h /or 'od$ra$ $:osur$ -ondiions ih 20 '' dia'$$r ,ars in o lay$rs on an

a9$rag$

00 < !0 < 8 < 20 < (202)

4!2 ''.

Mini'u' r$in/or-$'$n

0.24

/-k

0.24 * 20

/ y 41

0.2".

0.2" 20 4!2100

280.8 ''2

(&laus$ ".2.1(,) o/ S 1!?20 1??!)

Mai'u' r$in/or-$'$n 2.

2. 20 4!2 100

200 ''2

(&laus$ ".2.2 o/ S 1!?20 1??!)

Design for "#e6ure5a,l$ 04 shos in ,ri$/ h$ r$in/or-$'$n -al-ulaions a l$/ $nd -$nr$ and righ $nd o/ h$,$a' A+ as :$r S 1!?201??!. D$sign aid S3 1" has ,$$n us$d /or his :ur:os$. D$ail$d

-al-ulaions a l$/ $nd ar$ gi9$n in h$ /olloing s$-ions. n a-ual :ra-i-$ a s:r$ad sh$$ -an

,$ us$d -on9$ni$nly.

Tab#e '8 "#e6ura# design for beam 5&

+$a' A+ To9 reinforcement6$/ $nd &$n$r 7igh $nd

#oggingMo'$n (kN

')

G20!.12! G?0.4

Mu,d2 4.! 1.?!

Asa o: (:8+; !.21

As-a ,oo' 0.0 1."


9/23

1.422

#$n-$ r$9is$ o 0.1(&laus$ ".2.!P S1!?20

1??!)

(&laus$ ".2.!P S1!?20

1??!)

&ottom reinforcement

SaggingMo'$n (kN

')

20!.12 ?2.2 ?0.4

Asa ,oo' Asr$Luir$d 100 ''2

0.?4

Q 1.422 i.$. 0.1

ok

Asr$Luir$d 100 ''2

!.21

(&laus$ ".2.1(,) and ".2.4

o/ S1!?20 1??!)

Asr$Luir$d 100

''2

!.21ok

As-a o: 0.!2 0.1 0.2"

1.440.!

#$n-$ r$9is$ o 0.!

0.!?2 0.1?

1.440.!#$n-$ r$9is$ o 0.!.

0.82 0.4

Q 0.2"Q 1.440.! ok

Summar! of required reinforcement5o: 1.42

+oo' 0.?4

5o: !.21

+oo' !.2

5o: !.21

+oo' !.21

,a. Design for


10/23

Asa o: 1.42

1.42 20 4!2 100

1!? ''2

Q Mini'u' r$in/or-$'$n (280 ''2)

Mai'u' r$in/or-$'$n (200 ''2)

As-a ,oo' 0.0

+u As-'us ,$ a l$as 0 o/ As h$n-$ r$9is$

o 1.422 0.1

(&laus$ ".2.! o/ S 1!?201??!)

#$n-$ As-a ,oo' 0.1 20 4!2 100

"".8 ''2

,b. Design for Sagging 3oment

Mu ?2.2 kN'5h$ ,$a' is d$sign$d as 5 ,$a'. 5h$ li'iing -a:a-iy o/ h$ 5,$a' assu'ing u D/ and u

u'a'ay ,$ -al-ula$d as /ollos

Mu 0.8/yAsd (1As/y ,/d/-k) (Ann$ G o/ S 4" 2000)

=h$r$

D/ d$:h o/ /lang$ 12 ''

u d$:h o/ n$ural ais

Nu'aN li'iing 9alu$ o/ n$ural aNis

0.48 d

0.48 4!2

20 ''

, idh o/ ri, 20 ''

,/ idh o/ /lang$

6o" > ,> "d/ or -- o/ ,$a's

(0.*000)" > 20 > "*12 or 4000


11/23

18! '' or 4000 ''

18! '' (lo$s o/ h$ a,o9$)

(&laus$ 2!.1.2 o/ S 4" 2000)

Su,siuing h$ 9alu$s and sol9ing h$ Luadrai- $Luaion $ g$Asa ,oo' 100''

2 Q 41 ''2

!??0 ''2

is n$-$ssary o -h$-k h$ d$sign assu':ions ,$/or$ /inaliing h$ r$in/or-$'$n.

u 0.8/yAs 0.!"/-k,/

(0.8*41*100) (0.!" * 20 *18!)

48.?! ''

d/ ok

u'a i.$. 20 '' ok

As-a o: no r$Luir$d

+u As-'us ,$ a l$as 0 o/ As

h$n-$

r$9is$ o 100 2 0 ''2

(&laus$ ".2.! o/ S 1!?20 1??!)

,c. Required Reinforcement

5o: r$in/or-$'$n r$Luir$d is larg$r o/ 1!? ''2 and 0 ''2. #$n-$ :ro9id$ 1!? ''2.

+oo' r$in/or-$'$n r$Luir$d is larg$r o/ "".8 ''2and 100 ''2. #$n-$ :ro9id$ 100 ''2.

Detai#s of Reinforcement

5a,l$ 0 shos su''ary o/ r$in/or-$'$n :ro9id$d a l$/ $nd a -$nr$ and a righ $nd o/

h$ ,$a' A+.

A oal o/ !1"U sraigh ,ars $a-h ar$ :ro9id$d hroughou h$ l$ngh o/ h$ ,$a' a ,oh o:and ,oo'. 20U>11"U $ra a o: (i.$. a oal o/ 1.48 ) and !20U $ra a ,oo' (i.$. a

oal o/ 0.?) ar$ :ro9id$d a h$ l$/ $nd. A h$ righ $nd i.$. o9$r h$ -$nral su::or 20U

> 11"U $ra a o: (i.$. a oal o/ 1.48) and 120U > 21"U $ra a ,oo' (i.$. a oal o/

0.8!) ,ars ar$ :ro9id$d.

n an $$rnal join ,oh h$ o: and ,oo' ,ars o/ h$ ,$a' shall ,$ :ro9id$d ih an

an-horag$ l$ngh ,$yond h$ inn$r /a-$ o/ h$ -olu'n $Lual o h$ d$9$lo:'$n l$ngh in $nsion


12/23

> 10 i'$s ,ar dia'$$r 'inus h$ alloan-$ /or ?0 d$gr$$ ,$nd (&laus$ ".2. o/ S 1!?201??!)

as shon in ig 0!.

Tab#e '; Summar! of reinforcement for beam 5&

+$a' A+ $ongitudina# Reinforcement

6$/ $nd &$n$r 7igh $nd5o: 7$in/or-$'$n !1"U sraigh > G

20U >1G1"U $NraS$$l 3ro9id$d

2!4 '' i.$. 1.48

!1"U sraigh S$$l3ro9id$d "0! ''2

i.$. 0.!8

!1"U sraigh > 20U >1 1"U $ra

S$$l 3ro9id$d

2!4 ''2 i.$.1.48

+oo'7$in/or-$'$n

!G1"U sraigh > !G20U $Nra S$$l

3ro9id$d 14 ''2

i.$. 0.?

!1"U sraigh S$$l3ro9id$d "0! ''2

i.$. 0.!8

!G1"U sraigh > (2G1"U>1G20V) $Nra

S$$l 3ro9id$d 1!1?

'' i.$. 0.8!

n his -as$ /or $41 s$$l and M20 grad$ -on-r$$ /ro' 5a,l$ " o/ S3 1"

ld 4 U > 10 U 8 U 4? U

?80 '' /or 20 U ,ar

84 '' /or 1" U ,ar

"ig '4 5nchorage of reinforcement bars in an e6terna# =oint

Design for Shear

,a. Design Shear Strength of Concrete

5$nsil$ s$$l :ro9id$d a l$/ $nd 1.48 3$r'issi,l$ d$sign sh$ar sr$ss o/ -on-r$$

W - 0.1 M3a (S 4"2000 5a,l$ 1?) D$sign sh$ar sr$ngh o/ -on-r$$

W -, d


13/23

0.1 20 4!2 1000

.22 kN

,b. Shear "orce Due to P#astic M u+h) 6

Csayol$/ X1.4 (M uAh > M u

+s) 65h$ sagging and hogging 'o'$ns o/ r$sisan-$ (Mu

As Mu+s Mu

Ahand Mu+h) a ,oh $nds o/

,$a' ar$ -al-ula$d on h$ ,asis o/ h$ a-ual ar$a o/ s$$l :ro9id$d in h$ s$-ion.

5h$ ,$a' is :ro9id$d ih a s$$l ar$a o/ 1!? ''2 (i.$. :1.42 ) a o: and 100 ''2

(i.$. :- 1.!?) a ,oo' on h$ l$/ $nd o/ h$ ,$a'.or : 1.42 and :- 1.!? r$/$rring o 5a,l$ 0 o/ S3 1" (/or : 1.42 or :- 1.!?

hi-h$9$r gi9$s lo$s 9alu$ in h$ a,l$)

MuAh 4.4 ,d2

#ogging 'o'$n -a:a-iy a A

MuAh 4.4 20 (4!2)2(1 10") 20.! kN'

5h$ li'iing 'o'$n -arrying -a:a-iy o/ a ,$a' s$-ion -an also ,$ $9alua$d /ro' h$ /irs

:rin-i:l$. 5his '$hod is i$rai9$ ,u gi9$s 'or$ a::ro:ria$ 9alu$s o/ Mu.

or -al-ulaion o/ MuAs h$ $nsil$ s$$l : 1.!? and -o':r$ssi9$ s$$l :- 1.42 is

us$d. 5h$ -onri,uion o/ h$ -o':r$ssi9$ s$$l is ignor$d hil$ -al-ulaing h$ sagging 'o'$n

-a:a-iy as 5,$a'. 7$/$rring o Ann$ G o/ S 4"2000 sagging 'o'$n -a:a-iy a A /or u

D/and u u'a'ay ,$ -al-ula$d as gi9$n ,$lo.

MuAs 0.8/yAsd (1As/y ,/d/-k)

280 kN'

Si'ilarly d$sign sh$ar sr$ngh o/ -on-r$$ a -$n$r and righ $nd is $9alua$d as ! kN and ?

kN r$s:$-i9$ly

Si'ilarly /or h$ righ $nd o/ h$ ,$a' $ o,ain Mu+h ! kN' and Mu

+s 24" kN'

Sh$ar is -al-ula$d as ,$lo

Csayorigh1.4(Mu

As+ Mu

+h)

6

1.4 (28" > !)

18" kN

Csayol$/ 1.4(Mu

Ah+ Mu

+s)

6

1.4(! > 24")

1 kN

,c. Design Shear


14/23

7$/$rring o h$ d$ad and li9$ load diagra's

D6 5ra:$oidal d$ad load > =all and s$l/ load

1". (1 > ) 2 > 10.

10! kN66 12 (1 > ) 2 !" kN

igur$ shos h$ sh$ar /or-$ diagra' du$ o D6 66 and du$ o hing$ /or'aion a h$ $nds o/

,$a'.

Sh$ar a l$/ $nd /or say o righ

Cua1.2(D6+ 66)

1.4(Mu

As+ Mu

+h)

2 6 1.2 (10! > !") 2 18" 10! kN

Sh$ar a l$/ $nd /or say o l$/

Cua 1.2(D6+ 66)

+

1.4(MuAh

+ Mu+s)

2 6

1.2 (10! > !") 2 > 1

2? kN

Sh$ar a righ $nd /or say o righ

Cu,1.2(D6+ 66)

+1.4(Mu

As+Mu

+h)

2 6

1.2 (10! >!") 2 > 18" 20 kN

Sh$ar a righ $nd /or say o l$/

Cu,1.2(D6+66)

1.4(Mu

Ah+ Mu

+s)

2 6

1.2 (10! >!") 2 1

?2 kN

igur$ shos h$ sh$ar /or-$ diagra' /or h$ ,$a' -onsid$ring :lasi- hing$ /or'aion a $nds.

As :$r &laus$ ".!.! o/ S 1!?201??! h$ d$sign sh$ar /or-$ o ,$ r$sis$d shall ,$ h$

'ai'u' o/

i) &al-ula$d /a-or$d sh$ar /or-$s as :$r analysis

ii) Sh$ar /or-$s du$ o /or'aion o/ :lasi- hing$s a ,oh $nds o/ h$ ,$a' :lus /a-or$d gra9iy

load on h$ s:an (as -al-ula$d a,o9$)#$n-$ d$sign sh$ar /or-$ (Cu) ill ,$ 2? kN ('ai'u' o/ 1? kN /ro' analysis and 2? kN

-orr$s:onding o hing$ /or'aion) /or l$/ $nd o/ h$ ,$a' and 20 kN ('ai'u' o/ 20 kN and

20 kN) /or h$ righ $nd.

ro' analysis h$ sh$ar a h$ 'ids:an o/ h$ ,$a' is 12 kN. #o$9$r sh$ar du$ o

/or'ulaion o/ :lasi- hing$s a ,oh h$ $nds o/ h$ ,$a's has ,$$n -al-ula$d as 18" kN and

1 kN. #$n-$ h$ d$sign sh$ar a -$nr$ o/ h$ s:an is ak$n as 18" kN.


15/23

5h$ r$Luir$d -a:a-iy o/ sh$ar r$in/or-$'$n a h$ l$/ $nd o/ h$ ,$a' is

Cus Cu< C-

2?114

14 kN

Si'ilarly h$ r$Luir$d -a:a-iy o/ sh$ar r$in/or-$'$n a h$ righ $nd and a 'ids:an is 1"and 11 kN r$s:$-i9$ly.

7$/$rring o 5a,l$ "2 o/ S31" $ g$ h$ r$Luir$d s:a-ing o/ 2 l$gg$d 8 sirru:s as 14 ''

1" '' and 1! '' r$s:$-i9$ly a l$/ $nd -$nr$ and righ $nd.

As :$r &laus$ ".!. o/ S 1!?201??! h$ s:a-ing o/ sirru:s in h$ 'ids:an shall no $-$$d

d2 !22 2"" ''.

Mini'u' sh$ar r$in/or-$'$n as :$r &laus$ 2"..1." o/ S 4"2000 is gi9$n ,y

S9 As9 0.8 /y(0.4 ,)

2 0 0.8 41 (!00 0.4)

!00 ''.

S:a-ing o/ links o9$r a l$ngh o/ 2d a $ih$r $nd o/ ,$a' as :$r &laus$ ".!. o/ S1!?20 1??!

shall ,$ h$ l$as o/

i) d4 !2 4 1!! ''

ii) 8 i'$s dia'$$r o/ s'all$s ,ar

8 1" 128 ''

#o$9$r i n$$d no ,$ l$ss han 100 ''.

#$n-$ :ro9id$ 2 6$gg$d 8 sirru:s Y12'' -- a l$/ and a righ $nd o9$r a l$ngh o/ 2d

2 !2 10"4 ''.

ls$h$r$ :ro9id$ sirru:s a 1" '' -$n$rs.

n -as$ o/ s:li-ing o/ r$in/or-$'$n h$ s:a-ing o/ links shall ,$ li'i$d o 10 '' -$n$rs as

:$r -laus$ ".2." o/ S 1!?201??!.

5h$ r$in/or-$'$n d$ailing is shon in ig 04.


16/23

"ig '8 Reinforcement detai#s for the beam 5&C

E6terior Co#umn Design of an RC "rame &ui#dingn -as$ o/ $arhLuak$ in K dir$-ion -olu'n g$s a larg$ 'o'$n a,ou ais and a s'all

'o'$n a,ou K ais du$ o gra9iy 'ini'u' $--$nri-iy and orsional $//$-.

is n$-$ssary o -h$-k h$ -olu'n /or $a-h -o',inaion o/ loads. &h$-king h$ -olu'n /or all

load -o',inaions a all h$ s$-ions is ind$$d $dious i/ -arri$d ou ,y hand. #$n-$ a -o':u$r

:rogra' is ,$s sui$d /or -olu'n d$sign. n h$ a,s$n-$ o/ a -o':u$r :rogra' on$ -an 'ak$ ajudg'$n o/ hi-h o or hr$$ load -as$s ou o/ h$ hir$$n 'ay r$Luir$ h$ 'ai'u'

r$in/or-$'$n and d$sign a--ordingly.


17/23

"ig '; Sna9shots of en*e#o9e for &3 and 5"

Design Checks

,a. Check for 56ia# Stress

a-or$d aial /or-$ 80 kN

(6o$s a Aor +,a'ong all load -o',inaion is -onsid$r$d)

a-or$d aial sr$ss 80000 00 00 !.40 M3a

#$n-$ /or h$ load -o',inaion 0.?D6 > 1. F h$ '$',$r n$$ds o ,$ -h$-k$d as /l$ural'$',$r. or all oh$r load -o',inaions d$sign is don$ as a &olu'n '$',$r.

(&laus$ .1.1P S 1!?201??!),b. Check for 3ember Si7e

=idh o/ -olu'n + 00 '' !00 h$n-$ ok. (&laus$ .1.2P S1!?201??!)

D$:h o/ -olu'n D 00 ''

+D 0000 1 Q 0.4 h$n-$ o.k. (&laus$ .1.!P S 1!?201??!)

S:an 6 !00 ''

5h$ $//$-i9$ l$ngh o/ -olu'n -an ,$ -al-ula$d using Ann$ o/ S 4" 2000. n his $a':l$

as :$r 5a,l$ 28 o/ S 4" 2000 h$ $//$-i9$ l$ngh is ak$n as 0.8 i'$s h$ unsu::or$dl$ngh hi-h is in ,$$$n ha o/ /i$d and hing$d -as$.

6 = (!00 00) 0.8 = .1 12

D 00

i.$. Shor -olu'n.


18/23

#$n-$ ok. (&laus$ 2.1.2 o/ S 4" 2000)

n -as$ o/ sl$nd$r -olu'n addiional 'o'$n du$ o 3$//$- n$$ds o ,$ -onsid$r$d.

Mini'u' Di'$nsion o/ &olu'n 00 '' 1 i'$s h$ larg$s dia'$$r o/ ,$a'longiudinal r$in/or-$'$n 1 20 !00 ok. (&laus$ .1.2 o/ :ro:os$d dra/ S 1!?2)

,c. Check for Reinforcement

Mini'u' r$in/or-$'$n 0.8

0.8 00 00 100

2000 ''2 (&laus$ 2"..!.1 o/ S 4" 2000)

Mai'u' r$in/or-$'$n 4 (6i'i$d /ro' :ra-i-al -onsid$raions)

4 00 00 100

10000 ''2 (&laus$ 2"..!.1 o/ S 4" 2000)

Design of Co#umn

,a. Sam9#e Ca#cu#ation for Co#umn Reinforcement at 5&End

irs a::roi'a$ d$sign is don$ and /inally i is -h$-k$d /or all /or-$ -o',inaions.

,i. 599ro6imate Design

n his -as$ h$ 'o'$n a,ou on$ ais do'ina$s and h$n-$ h$ -olu'n is d$sign$d as an

uniaially load$d -olu'n in ha dir$-ion.

5h$ -olu'n is ori$n$d in su-h a ay ha d$:h o/ -olu'n is 00 '' /or K dir$-ion $arhLuak$

and 00 '' /or dir$-ion $arhLuak$ /or-$.

Design for Earthquake in X-Direction

3u 80 kN Mu2 84.8? kN'3

u 80 10!

= = 0.1/-k,D 20 00 00

Mu 2 84.? 10

"

= = 0.0!!/-k,D2

20 00 00 00

7$/$rring o &hars 4 and 4" o/ S31"

or dTD (40 >2 2)00 0.10 $ g$ :/-k 0.1Longitudina Stee

:/-k 0.1

7$Luir$d s$$l 0.1 20 2


19/23

2 00 00 100

000 ''2

3ro9id$ 122,ars ih oal As- 8?2 ''2i.$. 8?2 100 (00 00) 2.!.

#$n-$ :/-k:ro9id$d 2.!20 0.11 Q 0.1 #$n-$ ok.

,ii. Checking of Section

5h$ -olu'n should ,$ -h$-k$d /or ,iaial 'o'$n. Mo'$n du$ o oh$r ais 'ay o--ur du$ o

orsion o/ ,uilding or 'ini'u' $--$nri-iy o/ h$ aial load.

!hecking for !ritica !o"#ination $ith Earthquake in X Direction (Longitudina direction)

=idh 00 ''P D$:h 00 '' 3u 80 kN

Mu2 84.? kN'

--$nri-iy $! -l$ar h$igh o/ -olu'n 00 > la$ral di'$nsion !0

((!0000) 00) > (00 !0)

22."" '' Q 20 ''

Mu! 80 0.02 1 kN'

or3u = 0.1and:/-k 0.11>and r$/$rring

/ -k,D

o &hars 444 o/ S3 1" and $ g$

M u= 0.2

/-k,D2

Mu,2,1= 0.2 20000000 (110")

00 kN'

Mu!1= 0.2 20000000 (110")

00 kN'

3u 0.4 /-kAg> (0./y 0.4/-k) As- (&laus$ !?." o/ S 4"2000) 0.4 20 00 00 >

(0. 41 0.4 20) 8?2

!?!0 kN3u3u 80 !?!0 0.21"

5h$ -onsan Znhi-h d$:$nds on /a-or$d aial -o':r$ssion r$sisan-$ 3uis $9alua$d as

Zn 1.0 > 0.!![0.2(2.0 [1.0) 1.21" 0.8 [ 0.2;sing h$ in$ra-ion /or'ula o/ &laus$ !?." S 4"2000)

M u2

n

Mu!

n 1"2 1.21" 20.8 1.21"

+ = +


20/23

!00Mu 21 Mu!1 180

0.88 > 0.0!? 0.?2 1.00 #$n-$ o.k.

"ig '? Reinforcement detai#s of #ongitudina# and trans*erse beam

Design for Shear,a. Shear Ca9acit! of Co#umn

Assu'ing 0 s$$l :ro9id$d as $nsil$ s$$l o ,$ on -ons$r9ai9$ sid$ As !.?2 2 1.?"$9alua$d as 2!8 kN' and 180 kN' r$s:$-i9$ly7$/$rring o igur$ h$ sh$ar /or-$ -orr$s:onding o :lasi- hing$ is $9alua$d as3$r'issi,l$ sh$ar sr$ss W - 0.? M:a (5a,l$ 1? o/ S 4" 2000) &onsid$ring lo$s 3u

1"" kN

1+ !3u 1.1 1.A

g

/-k

W - 0.? 1.1" 0.?2 M3a

//$-i9$ d$:h in K dir$-ion 004022 44. ''

C- 0.?2 00 44. 1000 !" kN//$-i9$ d$:h in dir$-ion 004022 44. ''

C- 0.?2 00 44. 1000 !4! kN

,b. Shear 5s Per 5na#!sis

5h$ 'ai'u' /a-or$d sh$ar /or-$ in K and dir$-ion is 12! and 112 kN r$s:$-i9$ly. (7$/$r

5a,l$ 4.)


21/23

,c. Shear "orce Due to P#astic 41"U sr (14!2 ''2

i.$. 1.10) a ,oo'. 5h$hogging and sagging 'o'$n -a:a-ii$s ar$

1.4 (2!8 >180) !

1? kN

7$/$rring o ig 0 h$ sh$ar /or-$ -orr$s:onding o :lasi- hing$ /or'aion in h$ rans9$rs$

,$a' is

"ig '@ Co#umn shear due to 9#astic hinge formation in trans*erse beams

Cu1.4 (M u,r

)

hs

1.4(!)!. 18? kN

,d. Design Shear

5h$ d$sign sh$ar /or-$ /or h$ -olu'n shall ,$ h$ high$r o/ h$ -al-ula$d /a-or$d sh$ar /or-$ as

:$r analysis and h$ sh$ar /or-$ du$ o :lasi- hing$ /or'aion in $ih$r o/ h$ rans9$rs$ or

longiudinal ,$a's. (&laus$.!.4P S 1!?20 1??!)

ro' S$-ion (-) a,o9$ h$ d$sign sh$ar in K dir$-ion is 1? kN hi-h is h$ high$r o/ 112 kN

and 1? kN. Si'ilarly h$ d$sign sh$ar in dir$-ion is 1" kN hi-h is h$ high$r o/ 12! kN

and 1" kN.


22/23

Detai#s of Trans*erse Reinforcement,a. Design of $inks in A Direction

Cs 1? < 114 81 kN

S:a-ing o/ 4 l$gg$d 8 6inks

4 0 0.8 41 24. 81000

221 ''

,b. Design of $inks in B Direction

Cs 1" < 12! ! kN

S:a-ing o/ 2 6$gg$d 8 6inks

2 0 0.8 41 44. !000

!0 ''

,c. Nomina# $inks5h$ s:a-ing o/ hoo:s shall no $-$$d hal/ h$ l$as la$ral di'$nsion o/ h$ -olu'n i.$. !00 2

10 ''.

(&laus$ .!.! o/ S 1!?20 1??!)

3ro9id$ 8 links Y 10 -- in 'idh$igh :orion o/ -olu'n

,d. Confining $inks

5h$ ar$a o/ -ross s$-ion Asho/ h$ ,ar /or'ing r$-angular hoo: o ,$ us$d as s:$-ial -on/ining

r$in/or-$'$n shall no ,$ l$ss han

,&laus$ .4.8 o/ S 1!?20 1??!)

Assu'ing h long$r di'$nsion o/ h$ r$-angular link '$asur$d o is ou$r /a-$

((00 40 < 40 2)! > 2 >10 >10 1 '' or 00 40 < 40 >10 >10 440 '' hi-h$9$r

is high$r i.$. h 440.

Ag 00 00 20000 ''2

Ak (00 2 10) (002 40 > 2 10)

440 440

10"00 ''2 Assu'ing 10sirru: Ash 8.4 ''2

8.4 0.18 S 240 20 10000

1

41 10"00

Su,siuing $ g$ S ?0 ''.

6ink s:a-ing /or -on/ining on$ shall no $-$$d \ o/ 'ini'u' -olu'n di'$nsion i.$


23/23

!00 4 ''

+u n$$d no ,$ l$ss han '' nor 'or$ han 100 ''.

(&laus$ .4." o/ S 1!?20 1??!).

3ro9id$ 10-on/ining links Y -- /or a disan-$ 6o(7$/$r /igur$ 4.) hi-h shall no ,$ l$sshan

a) 6arg$r la$ral di'$nsion 00 ''

,) 1" o/ -l$ar s:an (!00

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