Structural Design Report

SLAB FOR SERVERY AREA BS 8110

INTIAL DIMENSIONING DIMENSIONING

Design Data Environmental Exposure Condition: Condition: moderate- concrete subject subject to condensation Table Table 3.2 Table Table 3.3 Table Table 3.4

Concrete grade f cu cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: '2mm

Type of panel (anel ): *ne long edge discontinuous (anel +: *ne long edge discontinuous (anel ) : l!%lx , ###%./## ,'025 1 2 (anel + : l!%lx , ###%3### ,2 ence both panels ill be design as 2- a! slabs0 For continous rectangular slabs 4 %Effective depth deff'" , 2

Span

Table Table 3.9

K

Effective depth deff'"  Span%2 , 3###%2 , ''503/ &epth 6 & , effective effective depth 7 8diameter of main bar" 7conc0 Cover ,''503/7'%2'2"735 , '5035 9se6 &trial , '5mm deff' , '5-'%2'2"-35 ,'3.mm for short span reinforcement deff2 , '5-'%2'2"-'2-35 , '22mm for long span reinforcement Load Estimation Data Slab thic;ness , '5mm $%m2 )lloance for light light partitioning assumed" , '0# >$%m2 )cceleration due to gravit! , '#m%s '# m%s2 Slab self weight ?hic;ness of slab @ eight eight of concrete @ acceleration due to gravit! , #0'5m @ 2.##;g%m3 @ '#m%s2 , .02 >$%m2 Finishes '3mm thic; plaster" , #02=>$%m2 )lloance for light partitioning partitioning ,'0# >$%m2 ?otal ?otal dead load A;" , .027 .02 7 #02= 7'0# , 50.=>$%m2 Imposed loads >itchen )reas , 30#>$%m2 Table Table 2.1

Ultimate design load )t ultimate limit state the partial safet! factors are: •

&ead loads: '0.

•

Bmposed loads: '0

?herefore ultimate design load , '0.50.="7'03" , 12.49KN/m2

MOMENT AND AND SHEAR ANALYSIS ANALYSIS Table Table 3.14

Moment Pane

A l! %lx , ### %./## , '025

B %lx , ### %3### , 20##

S!an

S*o+t

Long

S*o+t

"oment at mid s!an #$%e&

"oment at 'ontin(o(s edge #)%e&

'20.=@ #0#[email protected]/2 , '20#=>$m

'20.=@ #0#5@.0/2 , '0'2>$m

'20.=@ #0#2/@.0/2 , /0#>$m

'20.=@ #0#3@.0/2 , '#05>$m

'20.=@ #0#@32 , 053>$m

'20.=@ #0#/=@32 , '#0##>$m

'20.=@ #0#2/@32 , 30'5>$m

'20.=@ #0#3@32 , .0'>$m

l!

Long

oment of resistance 2 u , #0'5bd2f cu cu , #0'5@'###@'3. @35 , =/0#.>$m Since M max = 16.12KNm < Mu = !."#KNm$ n% c%m&'e((i%n 'ein)%'cement i( max = 'e*ui'e+ .

MOMENT AND SHEAR ANALYSIS Table 3.15

Shear Pane

A l! %lx , ### %./## , '025

B l! %lx , ### %3### , 20##

S!an

S*o+t

Long

S*o+t

Long

S*ea+ ,o+'e at 'ontin(o(s edge

S*ea+ ,o+'e at dis'ontin(o(s edge

#0..@ '[email protected]/ , 203/>$

#02=@ '[email protected]/ , '03=>$

#03@ '[email protected]/ , 2'05/>$

-

#05=@ '20.=@3 , 220''>$

#03/@ '20.=@3 , '.02.>$

#03@'20.=@3 , '30.=>$

-

)deDuac! of section to carr! aximum moment0 Effective depth reDuired6 dreD" , max ;b max : maximum moment >: #0'5@f cu , #0'5@ 35$%mm2 , 50. $%mm2 dreD ,

'0'2 @ '# 50. @'###

, 5.03.mm

*verall depth reDuired6 &reD , 5.03.7'%2'2"735 ,=503.mm Since &reD , =503.mm 1 &trial , '5mm Hence (ecti%n (ecti%n i( a+e*uate. a+e*uate.

AREA O, REIN,OR-EMENT REIN,OR-EMENT

)rea of steel reDuired6 )sreD , %#0=5f ! oment )rm6  , d #057 #025- ; %#0=

G

oment )rm factor6 > , %bd2f cu cu"

Hecall: deff' , '5-'%2'2"-35 ,'3.mm for short span reinforcement deff2 , '5-'%2'2"-'2-35 , '22mm for long span reinforcement > , '0'2@'# '### @ '3.2@35 , #0#2  , d #057 #025- #0#2%#0=

G , #0=d

+ut according +S /''#6 the moment arm must not exceed #0=5d0 +! inspection the moment )rm " for the maximum moment is greater than o0=5d0 ?herefore6 an! other moment ill have its " being greater than #0=5d0 Since the greater the moment the smaller the moment arm0 For this reason the lever arm ill be ta;en as: ' , #0=5deff', '203#mm 2 , #0=5deff2, ''50=#mm

i.

Area Area of of steel steel pane panell A (shor (shortt span span conti continuo nuous us edge) edge)

)sreD , '0'2 @ '# #0=5 @ 25# @'203# , 5330'/mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

ii.

Area Area of steel steel pane panell A (shor (shortt span span mid span) span)

)sreD , '20#= @ '# #0=5 @ 25# @'203# , 3==0//mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

iii. iii.

Area Area of steel steel pane panell A (long (long span span mid mid span span))

)sreD , /0# @ '# #0=5 @ 25# @''50=# , 2=20/'mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

iv. iv.

Area Area of of steel steel pane panell A (long (long span span cont continu inuous ous edge) edge)

)sreD , '#05 @ '# #0=5 @ 25# @''50=# , 3/0=#mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

v.

Area Area of steel steel pane panell  (short (short span span mid mid span) span)

)sreD , 053 @ '# #0=5 @ 25# @'203# , 2.=0#mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

vi.

Area Area of of steel steel pane panell  (sho (short rt span span continu continuous ous edge) edge)

)sreD , '# @ '# #0=5 @ 25# @'203# , 33#0mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

vii. vii.

Area Area of of stee steell panel panel  (lo (long ng span span mid midsp span an))

)sreD , 30'5 @ '# #0=5 @ 25# @''50=# , ''.0..mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

viii. viii.

Area Area of steel steel pane panell  (long (long span span mid mid span) span)

)sreD , .0' @ '# #0=5 @ 25# @''50=# , '5'0'3mm2 '%/i+e R12 0 2"" c  c A( &'%/. &'%/. = 6mm2 m

Pane S!an "id s!an #$%e& A('e*

A( &'%/

Short 33#0mm2

(rovide H'2 bars I 2##c%c )s prov: 55mm2

2=20/'mm2


) Jong

Short 2.=0#mm2


''.0..mm2


-ontin(o(s edge A('e*

5330'/mm2

3/0=#mm2

A( &'%/



(rovide H'2 bars I 2##c%c )s prov: 55mm2 33#0mm2

+

Jong

(rovide H'2 bars I 2##c%c )s prov: 55mm2 '5'0'3mm2

-HE-KS

Shear )lloable shear stress , #0/

f cu , 203/ @ '#3 '### x '3.

&esign shear stress6 ʋ , Kmax bd

, .033$%mm2 , #0'= $%mm2

".13 Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8. Table 2.2

&esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##55"%'###@'3.""'%3 @.##%'3."'%. @'%'025 , #0=@#05#@'03'.@#0/ , #023$%mm2 = ".13 Nmm2 < ʋc = ".624Nmm2 $ 5ence (5ea' i( %.8.

ʋ

Minimum Area of reinforcement )smin , #2.M bh
-HE-KS -ONTIN9ED

Table 3.10

"eflection )ctual Span



%effective depth

1

% bd2 , '0'2 @ '#

)lloable

% effective depth , 2 @ modification factor m0f"

, #0=#

'### @ '3.2 +! interpolation '0## N '055 #0=#- x #05 N '0# O , #0325 #025 m0f , '0.= )lloable

% effective depth , 2 @ '0.= , 3/0.mm )ctual Span %effective depth , 3### , 2203=mm '3. Since 22.4mm < 4!.3#mm$ +e)7ecti%n i( %.8.

#rac$ From clause .12.11.2. #BS 011& no crac;ing chec; is reDuired for a slab that has steel grade of 25#$%mm2 and its thic;ness does not exceed 25#mm0

SLAB FOR - 3DNN5 AREA BS 8110

INTIAL DIMENSIONING

Design Data Environmental Exposure Condition: moderate- concrete subject to condensation Table 3.2 Table 3.3 Table 3.4

Concrete grade f cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: '2mm

Type of panel (anel ) : Bnterior panel (anel + : Bnterior panel (anel ) : l!%lx , .2##%3'5# ,'033 1 2 (anel + : l!%lx , .2##%.2## , '0## 1 2 ence both panels ill be design as 2- a! slabs0 For continous rectangular slabs 4 Span %Effective depth deff'" , 2 Table 3.9

K

Effective depth deff'"  Span%2 , 3'5#%2 , '2'0'5mm &epth 6 & , effective depth 7 8diameter of main bar" 7conc0 Cover ,'2'0'57'%2'2"735 , '20'5mm 9se6 &trial , '5mm deff' , '5-'%2'2"-35 ,'3.mm for short span reinforcement deff2 , '5-'%2'2"-'2-35 , '22mm for long span reinforcement Load Estimation Data Slab thic;ness , '5mm $%m2 )lloance for light partitioning assumed" , '0# >$%m2 )cceleration due to gravit! , '#m%s2 Slab self weight ?hic;ness of slab @ eight of concrete @ acceleration due to gravit! , #0'5m @ 2.##;g%m3 @ '#m%s2 , .02 >$%m2 Finishes '3mm thic; plaster" , #02=>$%m2 )lloance for light partitioning ,'0# >$%m2 ?otal dead load A;" , .027 #02= 7'0# , 50.=>$%m2 Imposed loads ?oilet )reas , 30#>$%m 2 Table 2.1

Ultimate design load )t ultimate limit state the partial safet! factors are: •

&ead loads: '0.

•

Bmposed loads: '0

?herefore ultimate design load , '0.50.="7'02" , 1.09KN/m2


Moment Pane

A l! %lx , .2## %3'5# , '033

B l! %lx , .2## %.2## , '0##

S!an

S*o+t

Long

S*o+t

Long

"oment at mid s!an #$%e&

"oment at 'ontin(o(s edge #)%e&

'#0/=@ #0#35@30'52 , 30/>$m

'#0/=@ #0#.@30'52 , .0=>$m

'#0/=@ #0#2.@30'52 , 205=>$m

'#0/=@ #0#32@30'52 , 30.>$m

'#0/=@ #0#[email protected] , .0'>$m

'#0/=@#0#3' @.022 , 50=>$m

'#0/=@#0#2. @.022 , .0'>$m

'#0/=@ #0#[email protected] , 0'5>$m

oment of resistance u , #0'5bd2f cu , #0'5@'###@'3.2@35 , =/0#.>$m Since M max = 6.1KNm < Mu = !."#KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .


Shear Pane

A l! %lx , .2## %3'5# , '033

B l! %lx , .2## %.2## ,'0##

S!an

S*o+t

Long

S*o+t

Long

S*ea+ ,o+'e at 'ontin(o(s edge

S*ea+ ,o+'e at dis'ontin(o(s edge

#0.'@ '#0/=@30'5 , '.0#>$

-

#033@ '#0/=@30'5 , ''032>$

-

#03@ '#0/[email protected] , '0.>$

-

#033@'#0/[email protected] , '50#=>$

-


0'5 @ '# 50. @'###

, 3305mm

*verall depth reDuired6 &reD , 33057'%2'2"735 , .05mm Since &reD , .05mm 1 &trial , '5mm Hence (ecti%n i( a+e*uate.

AREA O, REIN,OR-EMENT


G

oment )rm factor6 > , %bd2f cu"

Hecall: deff' , '5-'%2'2"-35 ,'3.mm for short span reinforcement deff2 , '5-'%2'2"-'2-35 , '22mm for long span reinforcement > , 0'5@'# '### @ '222@35 , #0#'2  , d #057 #025- #0#'2%#0=

G , #0==d

+ut according +S /''#6 the moment arm must not exceed #0=5d0 +! inspection the moment )rm " for the maximum moment is greater than o0=5d0 ?herefore6 an! other moment ill have its " being greater than #0=5d0 Since the greater the moment the smaller the moment arm0 For this reason the lever arm ill be ta;en as: ' , #0=5deff', '203#mm 2 , #0=5deff2, ''50=#mm

i.

Area of steel panel A (short span continuous edge)

)sreD , .0=@ '# #0=5 @ 25# @'203# , '.03=mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

ii.

Area of steel panel A (short span mid span)

)sreD , 30/ @ '# #0=5 @ 25# @'203# , '250#3mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

iii.

Area of steel panel A (long span mid span)

)sreD , 205= @ '# #0=5 @ 25# @''50=# , =.0#=mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

iv.

Area of steel panel A (long span continuous edge)

)sreD , 30. @ '# #0=5 @ 25# @''50=# , '250#mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

v.

Area of steel panel  (short span mid span)

)sreD , 50= @ '# #0=5 @ 25# @'203# , '=0'3mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

vi.

Area of steel panel  (short span continuous edge)

)sreD , .0' @ '# #0=5 @ 25# @'203# , '520.=mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

vii.

Area of steel panel  (long span midspan)

)sreD , .0' @ '# #0=5 @ 25# @''50=# , '0./mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

viii.

Area of steel panel  (long span mid span)

)sreD , 0'5 @ '# #0=5 @ 25# @''50=# , 2230.2mm2 '%/i+e R12 0 2"" c  c A( &'%/. = 6mm2 m

Pane S!an "id s!an #$%e& A('e*

Short '250#3mm2

) Jong

=.0#=mm2

A( &'%/

(rovide H'2 bars I 2##c%c )s prov: 55mm2 (rovide H'2 bars I 2##c%c )s prov: 55mm2

Short '520.=mm2


'0./mm2


-ontin(o(s edge A('e*

'.03=mm2

'250#mm2

A( &'%/



(rovide H'2 bars I 2##c%c )s prov: 55mm2 '=0'3mm2

+

Jong

(rovide H'2 bars I 2##c%c )s prov: 55mm2 2230.2mm2

-HE-KS

Shear )lloable shear stress , #0/

f cu , '0. @ '#3 '### x '3.

&esign shear stress6 ʋ , Kmax bd

, .033$%mm2 , #0'23 $%mm2

".124 Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8. Table 3.2

&esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##55"%'###@'3.""'%3 @.##%'3."'%. @'%'025 , #0=@#05#@'03'.@#0/ , #023$%mm2 = ".124 Nmm2 < ʋc = ".624Nmm2 $ 5ence (5ea' i( %.8.

ʋ

Minimum Area of reinforcement )smin , #2.M bh
-HE-KS -ONTIN9ED

Table 3.10




%effective depth

1

)lloable

% bd2 , 0'5 @ '#


, #03.

'### @ '3.2 m0f , '0=# )lloable

% effective depth , 2 @ '0=# , .=0.#mm %effective depth , 3'5# , 2305'mm '3. Since 24.1mm < #.#"mm$ +e)7ecti%n i( %.8. )ctual Span

#rac$ From clause .12.11.2. #BS 011& no crac;ing chec; is reDuired for a slab that has steel grade of 25#$%mm2 and its thic;ness does not exceed 25#mm0

BEA" ON 5RD LNE 96 ) 96 BS 8110

INTIAL DIMENSIONING


Concrete grade f cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: 2#mm &iameter of lin;s: /mm +readth of beam6 b: 2##mm

bf , b 7 JP%5 JP , #0 @ ### , .2## 3.4.1.5

bf , 2##7.2##%5 , '#.#mm b% bf ,2##%'#2# , #0'=2

Table 3.9

For flange beams 4 Span %Effective depth deff " , 2#0/

K

Effective depth deff "  Span%2#0/ , ###%2#0/ , 2//0.mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,2//0.7'%22#"7/735 , 3.'0.mm 9se6 &trial , .5#mm deff , .5#-'%22#"-/-35 ,3=mm

Load Estimation Area of slab load on beam 2)' 7 ) 2'%2 @30=@#0/G78 7'02"G 7'%2 73"G , 30#.7/0. 7 0 5 , '/0.3m2 "ead load of slab including finishes 50.=>$%m2@'/0.3m2 , '#'0'/ >$ %eight of beam web #025 @#02@055Gm3 @2.>$%m3 , =0=>$ ?otal dead load A;" , '''0'5>$ Imposed loads 30#>$%m2@'/0.3>$%m2 , 5502=>$ "esign load '0.'''0'5" 7'05502=" , 244.KN

MOMENT AND SHEAR ANALYSIS

Moment

7a , # )#0/32033"#03=7320330/"303=" -H b , # )=0/37.30#/ , H b H b , 33025% H b , '2202'>$ Since the loading arrangement is s!mmetrical : H a , '2202'>$ # , # #0/ , -#0/32033"#03=" , -=02/ >$ 30/ , '2202'3"-3203330/"'0/= " , '350>$ 0/ , '2202'"-320330/"303=" , -=02/>$ 055 , '2202'0/"-32033055"30/" 7'2202'#0/" , #>$


'350 @ '# 50. @2##

, 3520.mm

*verall depth reDuired6 &reD , 3520.7'%22#"7/735 , .#50.mm Since &reD , .#50.mm 1 &trial , .5#mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@2##@3=2@35 , '20''>$m Since M max = 14.66KNm < Mu = 132.11KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , .5#-'%22#"-/-35 ,3=mm > , '350@'# 2## @ 3=2@35 , #0'23  , d #057 #025- #0'23%#0= G , #0/.d

 , #0/.3=" , 3330./mm )sreD , '350@ '# #0=5 @ 25# @3330./ , ''20/5mm2 +ut )sreD is big6 use f ! , .#$%mm2 )sreD , '350@ '# #0=5 @ .# @3330./ , =3#0/=mm2

'%/i+e #T2" A( &'%/. = 123mm 2

For  , =02/>$m ogging" > , =02/@'# 2## @ 3=2@35 , #0##/.  , d #057 #025- #0##/.%#0= G , #0==d

9se6 #0=5d , #0=53=" , 30'5mm

 , #0/.3=" , 3330./mm )sreD , =02/@ '# #0=5 @ 25# @30'5 , '#30#mm2 '%/i+e 2R16 A( &'%/. = #"2mm2 .

-*e'8s Minimum percentage of reinforcement Flanged beams eb in tension b% bf 1

#0.

b% bf ,2##%'#2# , #0'=2 From ?able 3025 +S /''#" )smin , '##)s% bh Q #032M for f!, 25#$%mm2 '##.#2"%2##.5#" , #0.5M Q #032M For f ! ,.#$%mm26 )smin , '##)s% bh Q #0'/M '##'25"%2##.5#" , '0.#M Q #0'/M Rein)%'cement %.8 0

Shear )lloable shear stress , #0/ &esign shear stress6 ʋ , Kmax bd

, .033$%mm2

f cu

, =0== @ '#3 , '022 $%mm2 2## x 3=

' .22 Nmm2 < #.344Nmm2$ 5ence +ia%na7 c%m&'e((i%n i( %.8. &esign concrete shear stress6 ʋc , #0=@'##)s%bd"'%3 @.##%d"'%. @'%Lm , #0=@'##'25"%2##@3="'%3 @.##%3="'%. @'%'025 , #0=@'0'@'0##@#0/ , #03=$%mm2 = 1.22 Nmm2 :

ʋ

= ".34Nmm2 $ 5ence (5ea' 'ein)%'cement 'e*ui'e+.

ʋc

From table 30 +S /''#"6 the condition : ʋc7#0." 1ʋ1 #0/

f cu

is satisfied

?herefore provide lin;s )sv  bvSvʋ- ʋc"%#0=5f ! )ssume 2 legs of /mm lin;s )sv , 2Rd2%." , 2R@/2%." , '##053mm2 Spacing6 Sv  #0=5f !)sv%bʋ- ʋc"  #05d Sv  #0=5 @.#@'##053 200(1.22-0.739)

Sv  .50 Q #05d , 2=05 '%/i+e !mm +iamete' 7in8( 0 2"cc.




%effective depth

1

)lloable

% bd2 , '350 @ '#

% effective depth , 2#0/ @ modification factor m0f"

, .03#

2## @ 3=2 +! interpolation 50## N #0/ .03#- x .0## N #0=. O , #0=.-#0#2#3 m0f , #0=2 )lloable

% effective depth , 2#0/ @ #0=2 , '=0'.mm )ctual Span %effective depth , ### , '50''mm 3= Since 1.11mm < 1.1#mm$ +e)7ecti%n i( %.8.

Crac; From clause 30'20''0' +S /''#"6 the horiPontal distance beteen bars should not be less than the maximum hagg75mm"0
BEA" ON 5RD LNE K ) K BS 8110

INTIAL DIMENSIONING



bf , b 7 JP%5 JP , #0 @ ./## , 33# 3.4.1.5

bf , 2##733#%5 , /2mm b% bf ,2##%/2 , #022=

Table 3.9


K

Effective depth deff "  Span%2#0/ , ./##%2#0/ , 23#0mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,23#07'%22#"7/735 , 2530mm 9se6 &trial , 35#mm deff , 35#-'%22#"-/-35 ,2=mm

Load Estimation Area of slab load on beam )' 7 )2 T'%2 @.0/@20.G7.0/@#0/G 7'%2@3@'05G 73@#0/GU-'%2 30=@#0/" , 50730. 7 20257203.G -'052, '205m2 "ead load of slab including finishes 50.=>$%m2@'205m2 , = >$ %eight of beam web #0'5 @#02@0/Gm3 @2.>$%m3 , 055>$ ?otal dead load A;" , 5055>$ Imposed loads 30#>$%m2@'205>$%m2 , 30'>$ "esign load '0.5055" 7'030'" , '0''KN


Moment

9sing three moment eDuation6 Span )+ , l2%/ , 2'03#@.0/2 , '03.>$m / 2 )', %3@ .0/@'03. , '=02=>$m2 R' , 20.m Span +C , l2%/ , 2'03#@32 , 230=>$m / )2, 2%3@ 3@230= , .0=2>$m2 R2 , '05m abJ'72 bJ'7J2"7cbJ2 ,-)' R'%J' 7 )2 R2%J2G ab , cb ,# 2 b.0/73" , -=/0'57230=" '50 b , -320  b , -.0=>$m V b , # .H a7.0=-2'03#.0/"20." , # H a , .'03.>$ VK , # H a7H ba , '#202. H ba , '#202.-.'03. H ba , #0=#>$

Vc , # 3Hbc-.0=-2'03#3"'05" , # Hbc , .0'>$ VK , # H bc7H c , 30=# H c , 30=-.0' H c , '02=>$ H b , H bc7H ba H b , #0=#7.0' ,'#/05'>$


'03. @ '# 50. @2##

, 23mm

*verall depth reDuired6 &reD , 237'%22#"7/735 , 2=#mm Since &reD , 2=#mm 1 &trial , 35#mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@2##@2=2@35 , =032>$m Since M max = 61.4#KNm < Mu = 6.42KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , 35#-'%22#"-/-35 ,2=mm > , '03.@'# 2## @ 2=2@35 , #0#==  , d #057 #025- #0#==%#0= G , #0/d

 , #0/2=" , 25/03=mm )sreD , '03.@ '# #0=5 @ 25# @25/03= , ===055mm2 '%/i+e #R2" A( &'%/. = 123mm2

For  , .0=>$m ogging" > , .0=@'# 2## @ 2=2@35 , #0#  , d #057 #025- #0#%#0= G , #0='d

 , #0='2=" , 2#02mm )sreD , .0=@ '# #0=5 @ 25# @2#02 , 3'0.mm2 '%/i+e 4R2" A( &'%/. =#2mm2 .

-*e'8s Minimum percentage of reinforcement reinforcement Flanged beams eb in tension b% bf 1

#0.

b% bf ,2##%/2 , #022= From ?able ?able 3025 +S /''#" )smin , '##)s% bh Q #032M for f!, 25#$%mm2 '##'25"%2##35#" , '0/#M Q #032M Rein)%'cement Rein)%'cement %.8 0


, .033$%mm2

f cu cu

, #0=# @ '#3 , '0#25 $%mm2 2## x 2=

+ia%na7 c%m&'e((i%n c%m&'e((i%n i( %.8. %.8. ' ."2 Nmm2 < #.344Nmm2 $ 5ence +ia%na7

&esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##'25"%2##@2="'%3 @.##%2="'%. @'%'025 , #0=@'02/.@'0#@#0/ , #0/.$%mm2 = 1."2 Nmm2 :

ʋ

= ".!3#Nmm2 $ 5ence (5ea' (5ea' 'ein)%'cement 'ein)%'cement 'e*ui'e+. 'e*ui'e+.

ʋc

From table 30 +S /''#"6 the condition : #05ʋc 1ʋ1 ʋc7#0." is satisfied ?herefore provide lin;s )sv  #0.bvSv%#0=5f ! )ssume 2 legs of /mm lin;s )sv , 2Rd2%." , 2R@/2%." , '##053mm2 Spacing6 Sv  #0=5f !)sv%#0.bv  #05d Sv  #0=5 @25#@'##053 0.4(200)

Sv  2=/0.5 Q #05d , 22205 '%/i+e !mm +iamete' +iamete' 7in8( 7in8( 0 2""cc. 2""cc.




%effective depth

1

% bd2 , '03. @ '#

)lloable


, 30.

2## @ 2=2 +! interpolation .0## N #0=. 30.- x 30## N '0#. O , '0#.-#0##. m0f , '0#35 )lloable

% effective depth , 2#0/ @ '0#35 , 2'053mm )ctual Span %effective depth , ./## , '0'mm 2= Since 16.16mm 16.16mm <21.4mm$ +e)7ecti% +e)7ecti%n n i( %.8.

#rac$ From clause 30'20''0' +S /''#"6 the horiPontal distance beteen bars should not be less than the maximum hagg75mm"0
BEA" ON 5RD LNE  )  BS 8110

INTIAL DIMENSIONING



bf , b 7 JP%5 JP , .2## 3.4.1.5

bf , 2##7.2##%5 , '#.#mm b% bf ,2##%'#.# , #0'=2

Table 3.9

For flange beams 4 Span %Effective depth deff " , 'mm

K

Effective depth deff "  Span%2#0/ , .2##%' , 2205#mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,2205#7'%22#"7/735 , 3'505#mm 9se6 &trial , 35#mm deff , 35#-'%22#"-/-35 ,2=mm

Load Estimation Area of slab load on beam ) , '%2 @.02@20'G7'%2.027'0#5"@'05/G , .0.'7.0'5G , /05m2 "ead load of slab including finishes 50.=>$%m2@/05m2 , .0== >$ %eight of beam web #0'5 @#[email protected] @2.>$%m3 , 3053>$ ?otal dead load A;" , 5#052>$ Imposed loads 20#>$%m2@/05>$%m2 , '0'2>$ "esign load '0.5#052" 7'0'0'2" , =/0'2KN


Moment

max , l2%/ , 2303 @.022 , 5'05'>$m / Kmax , l%2 ,2303@ .02 , .=0#>$ 2


5'05' @ '# 50. @2##

, 2'0'=mm

*verall depth reDuired6 &reD , 2'0'=7'%22#"7/735 , 2#0'=mm Since &reD , 2#0'=mm 1 &trial , 35#mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@2##@2=2@35 , =032>$m Since M max = 1.1KNm < Mu = 6.42KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , 35#-'%22#"-/-35 ,2=mm > , 5'05'@'# 2## @ 2=2@35 , #0#/3  , d #057 #025- #0#/3%#0= G , #0=#d

 , #0=#2=" , 203#mm )sreD , 5'05'@ '# #0=5 @ 25# @203# , /''03=mm2 '%/i+e 4R2" A( &'%/. = #2mm2


#0.

b% bf ,2##%'#.# , #0'=2 From ?able 3025 +S /''#" )smin , '##)s% bh Q #032M for f!, 25#$%mm2 '##=.2"%2##35#" , '035M Q #032M Rein)%'cement %.8 0


, .033$%mm2

f cu

, 5'05' @ '#3 , #0/ $%mm2 2## x 2=

#0/ Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8. &esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##=.2"%2##@2="'%3 @.##%2="'%. @'%'025 , #0=@'0'@'0#@#0/ , #0=$%mm2 = ".!63 Nmm2 :

ʋ

= ".36Nmm2 $ 5ence (5ea' 'ein)%'cement 'e*ui'e+.

ʋc


Sv  2=/0.5 Q #05d , 22205 '%/i+e !mm +iamete' 7in8( 0 2""cc.




%effective depth

1

% bd2 , 5'05' @ '#

)lloable

% effective depth , ' @ modification factor m0f"

, 20=2

2## @ 2=2 +! interpolation 30## N '0#. 20=2- x 20## N '02# O , '0#.7 #0#'2/ m0f , '0#.' )lloable

% effective depth , ' @ '0#.' , '0mm )ctual Span %effective depth , .2## , '.0'.mm 2= Since 1#.1#mm <16.66mm$ +e)7ecti%n i( %.8.

BEA" ON 5RD LNE 14 ) 14 BS 8110

INTIAL DIMENSIONING



bf , b 7 JP%5 JP , #0 @ .2## , 2=.# 3.4.1.5

bf , 2##72=.#%5 , //mm b% bf ,2##%// , #025

Table 3.9


K

Effective depth deff "  Span%2#0/ , .2##%2#0/ , 2#'0=2mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,2#'0=27'%22#"7/735 , 25.0=2mm 9se6 &trial , 3##mm deff , 3##-'%22#"-/-35 ,2.mm

Load Estimation Area of slab load on beam )' 7 )2 '%2 @30'5@'05/G7'%2.02@20'"G 7#0/@#0/G 7#0/@30'5G7 .02@#0/G , 20.=7.0.' 7#0'720.7302/G , '3025m2 "ead load of slab including finishes 50.=>$%m2@'3025m2 , 20. >$ %eight of beam web #0'25 @#02@035Gm3 @2.>$%m3 , .0.'>$ ?otal dead load A;" , 0'5>$ Imposed loads 20#>$%m2@'3025>$%m2 , 205#>$ "esign load '0.0'5" 7'0205#" , '5#0.'KN


Moment

9sing three moment eDuation6 Span )+ , l2%/ , 2#0.@30'52 , 2503/>$m / )', 2%3@ 30'5@2503/ , 5303#>$m2 R' , '05/m Span +C , l2%/ , 2#0.@.022 , .50''>$m / 2 )2, %3@ [email protected]'' , '203'>$m2 R2 , 20'm abJ'72 bJ'7J2"7cbJ2 ,-)' R'%J' 7 )2 R2%J2G ab , cb ,# 2 b30'57.02" , -203730'" '.0 b , -53=03.  b , -30=>$m V b , # 30'5H a730=-2#0.30'5"'05/" , # H a , 2#0/>$ VK , # H a7H ba , .0.5 H ba , .0.5-2#0/ H ba , .30>$

Vc , # .02Hbc-30=-2#0..02"20'" , # H bc , 5'0#>$ VK , # H bc7H c , /50=3 H c , /50=3-5'0# H c , 3.023>$ H b , H bc7H ba H b , 5'0#7.30 ,=50.>$


.50'' @ '# 50. @2##

, 2#3025mm

*verall depth reDuired6 &reD , 2#30257'%22#"7/735 , 25025mm Since &reD , 25025mm 1 &trial , 3##mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@2##@2.2@35 , 02>$m Since M max = #.11KNm < Mu =66.62KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , 3##-'%22#"-/-35 ,2.mm > , .50''@'# 2## @ 2.2@35 , #0'#  , d #057 #025- #0'#%#0= G , #0/d

 , #0/2." , 2'20.2mm )sreD , .50''@ '# #0=5 @ 25# @2'20.2 , /=.0'mm2 '%/i+e 4R2" A( &'%/. = #2mm2

For  , 30=>$m ogging" > , 30=@'# 2## @ 2.2@35 , #0#/  , d #057 #025- #0#/%#0= G , #0/=d

 , #0/=2." , 2'=0/3mm )sreD , 30=@ '# #0=5 @ 25# @2'=0/3 , #20.mm2 '%/i+e 4R2" A( &'%/. =#2mm2 .


#0.

b% bf ,2##%// , #025. From ?able 3025 +S /''#" )smin , '##)s% bh Q #032M for f!, 25#$%mm2 '##=.2"%2##3##" , '05M Q #032M Rein)%'cement %.8 0


, .033$%mm2

f cu

, 5'0#@ '#3 , '0#. $%mm2 2## x 2.

' ."#3 Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8. &esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##=.2"%2##@2."'%3 @.##%2."'%. @'%'025 , #0=@'02.#@'0'3@#0/ , #0//$%mm2 = 1."#3 Nmm2 :

ʋ

= ".!!6Nmm2 $ 5ence (5ea' 'ein)%'cement 'e*ui'e+.

ʋc


Sv  2=/0.5 Q #05d , '/5025 '%/i+e !mm +iamete' 7in8( 0 13cc.


%effective depth



1

)lloable

% bd2 , .50'' @ '#


, 30#

2## @ 2.2 +! interpolation .0## N #0=. 30#- x 30## N '0#. O , #0=.7#0#3# m0f , #0= )lloable

% effective depth , 2#0/ @ #0= , 2#0'/mm )ctual Span %effective depth , .2## , '0##mm 2. Since 13.""mm <2".1!mm$ +e)7ecti%n i( %.8.

BEA" A RE-EVN5 PLAFOR" BS 8110

INTIAL DIMENSIONING


Concrete grade f cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: 'mm &iameter of lin;s: /mm +readth of beam6 b: '5#mm

For simpl! supported rectangular beams 4 Span %Effective depth deff " , 2#mm Table 3.9

Effective depth deff "  Span%2#0/ , ./##%2# , 2.#mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,2.#7'%2'"7/735 , 2='mm 9se6 &trial , 3##mm deff , 35#-'%2'"-/-35 ,2.=mm

K

BS 648

Load Estimation 9nit eight of concrete , 2.#3;g%m3 9nit eight of hardood , 2#0/;g%m3 "ead load of beam 2.#3;g%m3@=0/'m%s2@#03#m @ 'm span considered" , 0#>$%m "ead load of hardwood purlins 2#0/;g%m3@=0/'m%s2@#0#5@#0#5 , #0#3 >$%m "ead load of hardwood rafters 2#0/;g%m3@=0/'m%s2@#0#5@#0'5 , #0#/ >$%m "ead load of hardwood rafters 2#0/;g%m3@=0/'m%s2@#0#5@#0'5 , #0#5 >$%m

?otal dead load A;" , 023>$%m

BS 6399

Imposed loads 205>$%m "esign load '0.023" 7'0205" , '.0'2>$%m


Moment

max , l2%/ , '.0'2 @.0/2 , .#0.>$m / Kmax , l%2 ,'.0'2@ .0/ , 330/=>$ 2


.#0 @ '# 50. @'5#

, 2220/.mm

*verall depth reDuired6 &reD , 2220/.7'%2'"7/735 , 230/.mm Since &reD , 230/.mm 1 &trial , 3##mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@'5#@2.=2@35 , 5#0/>$m Since M max = #".63KNm < Mu = ".3!KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , 3##-'%2'"-/-35 ,2.=mm > , .#0@'# 2## @ 2.=2@35 , #0#=.  , d #057 #025- #0#=.%#0= G , #0//d

 , #0//2.=" , 2'=0'2mm )sreD , .#0@ '# #0=5 @ 25# @2'=0'2 , /'05#mm2 '%/i+e R16 A( &'%/. =1""mm 2

-*e'8s Minimum percentage of reinforcement Minimum Area of reinforcement )smin , #2.M bh

, .033$%mm2

f cu

, 330/= @ '#3 , #0/' $%mm2 2## x 2.=

#0/' Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8. &esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##'##5"%2##@2.="'%3 @.##%2."'%. @'%'025 , #0=@'02@'0'3@#0/ , #0=##$%mm2 = ".6!1 Nmm2<

ʋ

= ".""Nmm2 $ 5ence n% (5ea' 'ein)%'cement 'e*ui'e+.

ʋc


%effective depth



1

)lloable

% bd2 , .#0 @ '#

% effective depth , ' @ modification factor m0f"

, 302/

2## @ 2.=2 +! interpolation .0## N #0=. 302/- x 30## N '0#. O , #0=.7 #0#2 m0f , '0#' )lloable

% effective depth , 2# @ '0#' , 2#02mm %effective depth , ./## , '=02/mm 2.= Since 1.2!mm < 2".2mm$ +e)7ecti%n i( %.8. )ctual Span

BEA" A RE-EVN5 SORA5E AREA BS 8110

INTIAL DIMENSIONING


Concrete grade f cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: '2mm &iameter of lin;s: /mm +readth of beam6 b: '5mm

For simpl! supported rectangular beams 4 Span %Effective depth deff " , 2mm Table 3.9

Effective depth deff "  Span%2 , 3###%2 , ''503/mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,''503/7'%2'2"7/735 , '.03/mm 9se6 &trial , 2##mm deff , 2##-'%2'2"-/-35 ,'5'mm

K

BS 648

Load Estimation 9nit eight of concrete , 2.#3;g%m3 9nit eight of hardood , 2#0/;g%m3 "ead load of beam 2.#3;g%m3@=0/'m%s2@#0'5m @ 'm span considered" , .0'3>$%m "ead load of hardwood purlins 2#0/;g%m3@=0/'m%s2@#0#5@#0#5 , #0#3 >$%m "ead load of hardwood rafters 2#0/;g%m3@=0/'m%s2@#0#5@#0'5 , #0#/ >$%m "ead load of hardwood rafters 2#0/;g%m3@=0/'m%s2@#0#5@#0'5 , #0#5 >$%m

?otal dead load A;" , .02=>$%m

BS 6399

Imposed loads 20#>$%m "esign load '0..02=" 7'020" , =02'>$%m


Moment

9sing the slope deflection method6 the bending moments and shear forces here calculated as shon in the diagram belo4


'#03 @ '# 50. @'5

, '#.0'2mm

*verall depth reDuired6 &reD , '#.0'27'%2'2"7/735 , '530'2mm Since &reD , '530'2mm 1 &trial , 2##mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@'5@'5'2@35 , 2'0=>$m Since M max = 1".46KNm < Mu =21.3KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , 2##-'%2'2"-/-35 ,'5'mm > , '#03@'# '5@ '5'2@35 , #0#.  , d #057 #025- #0#.%#0= G , #0='d

 , #0=''5'" , '30.'mm )sreD , '#03@ '# #0=5 @ 25# @'30.' , 3'0.5mm2 '%/i+e 4R12 A( &'%/. =44mm2


, .033$%mm2

f cu

, 2033 @ '#3 , '0#3. $%mm2 '5 x '5'

1."4# Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8.

&esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##33="%'5@'5'"'%3 @.##%'5'"'%. @'%'025 , #0=@'0#/@'02@#0/ , #0/$%mm2 = 1."4# Nmm 2: ʋc = ".!33Nmm2 $ 5ence (5ea' 'ein)%'cement 'e*ui'e+.

ʋ


Sv  3.'0#/ Q #05d , ''3025 '%/i+e !mm +iamete' 7in8( 0 12cc.


%effective depth



1

)lloable

% bd2 , '#03 @ '#


, 205=

'5 @ '5'2 +! interpolation 30## N '0#. 205=- x 20## N '02# O , '0#.7 #0#5 m0f , '0'' )lloable

% effective depth , 2 @ '0'' , 2/0/mm )ctual Span %effective depth , 3### , '=0/mm '5' Since 1.!3mm < 2!.!6mm$ +e)7ecti%n i( %.8.

BEA" A K-:EN BS 8110

INTIAL DIMENSIONING


Concrete grade f cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: 25mm &iameter of lin;s: /mm +readth of beam6 b: 2##mm


Effective depth deff "  Span%2 ,5.##%2 , 2#0=mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,2#0=7'%225"7/735 , 230'=mm 9se6 &trial , 3##mm deff , 3##-'%225"-/-35 ,2..05#mm

K

BS 648

Load Estimation 9nit eight of concrete , 2.#3;g%m3 #0mm corrugated aluminum roofing sheet , 20=;g%m2 "ead load roofing sheet 20=;g%m2@=0/'m%s2 @ 'm span considered" , #0#3>$%m

BS4848

Dea+ '%%) t'u(( Top chord (&''*'& thic$ une+ual angle) 32;g%m@=0/'m%s2 @2no , #0'>$%m

ottom chord (,**'- thic$ une+ual angle) 03=;g%m@=0/'m%s2 , #0#>$%m Internals (,**'- thic$ une+ual angle) 03=;g%m@=0/'m%s2 , #0#>$%m urlins (,**'- thic$ une+ual angle) 03=;g%m@=0/'m%s2 , #0#>$%m "ead load beam 2.#3;g%m3@=0/'m%s2@#03@'m , 0#>$%m

?otal dead load A;" , 0=2>$%m BS 6399

Imposed loads 30#>$%m "esign load '0.0=2" 7'030#" , '50/=>$%m


Moment



50/5 @ '# 50. @2##

, 23#0'mm

*verall depth reDuired6 &reD , 23#0'7'%225"7/735 , '530'2mm Since &reD , 2/50mm 1 &trial , 3##mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@2##@2..052@35 , 502/>$m Since M max = 3.!KNm < Mu =6.2!KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , 3##-'%225"-/-35 ,2..05#mm > , 50/5@'# 2##@ 2..052@35 , #0'3/  , d #057 #025- #0'3/%#0= G , #0/'d

 , #0/'2..05#" , '=/0#.mm )sreD , 50/5@ '# #0=5 @ 25# @'=/0#. , '22=0=5mm2 '%/i+e 4R2 A( &'%/. =1#34mm 2


, .033$%mm2

f cu

, 52025 @ '#3 , '0# $%mm2 2## x 2..05#

1."63 Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8.

&esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##'.3"%2##@2..05#"'%3 @.##%2..05#"'%. @'%'025 , #0=@'0..@'0'3@#0/ , '0#2/$%mm2 = 1."63 Nmm 2: ʋc = 1."2!Nmm2 $ 5ence (5ea' 'ein)%'cement 'e*ui'e+.

ʋ


Sv  '=/0= Q #05d , '/303/ '%/i+e !mm +iamete' 7in8( 0 2""cc.


%effective depth



1

)lloable

% bd2 , 50/5 @ '#


, .0/.

2## @ 2..05#2 +! interpolation 50## N #0/ .0/.- x .0## N #0=. O , #0/7 #0#''2 m0f , #0// )lloable

% effective depth , 2 @ #0// , 220//mm )ctual Span %effective depth , 5.## , '=0/mm 2..05# Since 22."mm < 22.!!mm$ +e)7ecti%n i( %.8.

BEA" A DNN5 :ALL BS 8110

INTIAL DIMENSIONING


Concrete grade f cu : C35 Fire resistance: 2 hours Concrete cover: 35mm Steel gradef !": 25#$%mm2 &iameter of main bars: 25mm &iameter of lin;s: /mm +readth of beam6 b: 25#mm


Effective depth deff "  Span%2 ,5#%2 , 2=.023mm &epth 6 & , effective depth 7 8diameter of main bar" 7lin;7conc0 Cover ,2=.0237'%225"7/735 , 3.=03mm 9se6 &trial , .##mm deff , .##-'%225"-/-35 ,3..05#mm

K

BS 648

Load Estimation 9nit eight of concrete , 2.#3;g%m3 #0mm corrugated aluminum roofing sheet , 20=;g%m2 "ead load roofing sheet 20=;g%m2@=0/'m%s2 @ 'm span considered" , #0#3>$%m

BS4848

Dea+ '%%) t'u(( Top chord (&''*'& thic$ une+ual angle) 32;g%m@=0/'m%s2 @2no , #0'>$%m

ottom chord (,**'- thic$ une+ual angle) 03=;g%m@=0/'m%s2 , #0#>$%m Internals (,**'- thic$ une+ual angle) 03=;g%m@=0/'m%s2 , #0#>$%m urlins (,**'- thic$ une+ual angle) 03=;g%m@=0/'m%s2 , #0#>$%m "ead load beam 2.#3;g%m3@=0/'m%s2@#0.@'m , =0.3>$%m

?otal dead load A;" , '#025>$%m BS 6399

Imposed loads 20#>$%m "esign load '0.'#025" 7'020#" , '055>$%m


Moment



'2/05. @ '# 50. @25#

, 3#0/mm

*verall depth reDuired6 &reD , 3#0/7'%225"7/735 , 3203mm Since &reD , 3203mm 1 &trial , .##mm Hence (ecti%n i( a+e*uate. oment of resistance u , #0'5bd2f cu , #0'5@25#@3..052@35 , '2>$m Since M max = 12!.#KNm < Mu =162KNm$ n% c%m&'e((i%n 'ein)%'cement i( 'e*ui'e+ .



G


Hecall: deff , .##-'%225"-/-35 ,3..05#mm > , '2/05.@'# 25#@ 3..052@35 , #0'2.  , d #057 #025- #0'2.%#0= G , #0/3d

 , #0/33..05#" , 2/50=.mm )sreD , '2/05.@ '# #0=5 @ 25# @2/50=. , '/=20/mm2 '%/i+e #R2 A( &'%/. =164mm 2


, .033$%mm2

f cu

, ''30' @ '#3 , '032$%mm2 25# x 3..05#

1.42 Nmm2 < #.344Nmm2 $ 5ence +ia%na7 c%m&'e((i%n i( %.8.

&esign concrete shear stress6 ʋc , #0=@'##)s% bd"'%3 @.##%d"'%. @'%Lm , #0=@'##'=3"%25#@3..05#"'%3 @.##%3..05"'%. @'%'025 , #0=@'032@'0#.@#0/ , #0/$%mm2 = 1.42 Nmm2: ʋc = ".!63Nmm2 $ 5ence (5ea' 'ein)%'cement 'e*ui'e+.

ʋ

From table 30 +S /''#"6 the condition : ʋc7#0." 1ʋ1 #0/

f cu

is satisfied

?herefore provide lin;s )sv  bvSvʋ- ʋc"%#0=5f ! )ssume 2 legs of /mm lin;s )sv , 2Rd2%." , 2R@/2%." , '##053mm2 Spacing6 Sv  #0=5f !)sv%bʋ- ʋc"  #05d Sv  #0=5 @25#@'##053 250(1.32-0.867)

Sv  2'#0/2 1 #05d , 25/03/ '%/i+e !mm +iamete' 7in8( 0 2""cc.


%effective depth



1

)lloable

% bd2 , '2/05. @ '#


, .033

25# @ 3..05#2 +! interpolation .0## N #0=. .033- x 50## N #0/ O , #0=.-#0#23 m0f , #0=2 )lloable

% effective depth , 2 @ #0=2 , 230=2mm )ctual Span %effective depth , 5# , 2202'mm 3..05# Since 22.21mm < 24.2mm$ +e)7ecti%n i( %.8.


Structural Design Report

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