CECE 2240 Lab Manual

Shinas College of L A Technology U

1 S E R U T C U R T S F O N G I S E D

N A M Y R O T A R O B A L

Course Code:

AY 2016-2017

Semester: 2

CECE 2240 ID No.:

Name of the Student:

Section No.

Lee!:

S"ecia!i#ation:

Engineering Department

Diploma – Civil Engineering

CONTENTS Experiment. No.

Name of the experiment

Page No.

Table of contents

2

Course objectives, outcomes

3

Auto CAD Software

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Introuction

4

!aborator" rules

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DESI%& A&D DETAI!I&% '( SI&%!) *EI& *EI&(' ('*C *CED ED *ECT *ECTA& A&%+ %+!A* !A* C'&C C'&C*E *ETE TE EA-

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DESI%& A&D DETAI!I&% '( *EI&('*CED *ECTA&%+!A* EA-

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DESI%& A&D DETAI!I&% S+00'*TED '&E 1A) S!A

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DESI%& A&D DE DETAI!I&% '( '( CA&TI!EE* CA CA* 0'*C3

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DESI%& DESI%& A&D DETAI! DETAI!I&% I&% '( *ECT *ECTA&%+!A A&%+!A* * C'!+-&

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DESI%& A&D DETAI!I&% '( C'!+-& 1IT3 S0I*A! STI**+0S

CI*C+!A*

2#

DESI%& A&D DETAI!I&% '( S6+A*E IS'!ATED (''TI&% DESI%& A& A&D DETAI!I&% '( *ECTA&%+!A* (''TI&%

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Date of revision :

CECE2240-Design CECE2240-Design of structures- 1

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CECE 2240

Design of Structure I

0rere8uisites9 %oal

CECE 222

3 Credit Hours

To e8uip t:e stuent wit: an unerstaning of primar" mec:anisms ofbe:avior an t:e basic criteria for esign of simple reinforce concretestructures to enable :im;:er to present t:e final esign for reinforceconcrete structural elements<

Objectives

Outcomes

T:is course s:oul enable t:e stuent to9

T:e stuents s:oul be able to9

1. Establis: esign loas 2. +nerstan t:e esign coe w:ic: is use to esign structures 3. Discuss t:e use of basic approac:es an more uni8ue met:os to anal"=e structures b" :an 4. +nerstan t:e esign of components an complete structures from initial conceptual esign to t:e final esign #< Ientif" t:e responsibilit" of t:e engineer to be et:ical in ealing wit: ot:ers an in t:e presentation of results from anal"sis an esign

1. +se t:e esign coes in orer to prouce t:e esign of structures 2. Appl" iteration met:os to t:e initial esign to converge on an efficient final structure 3. -aintain et:ics wit:in t:e framewor> of professional conuct 4. Design an anal"=e of basic structural elements of reinforce concrete incluing9 a. Singl" an oubl" reinforce beams . 'ne?wa" slabs c. Columns an footings !. Calculate t:e reinforcement etails w:ic: inclue9 a. -a@imum an minimum reinforcement areas< . Spacing of reinforcement c. Curtailment an anc:orage of reinforcement< ". !apping of reinforcement< .< 0resent t:e esign etails to s:ow reinfo reinforce rceme ment nt an si=e si=e re8uir re8uireme ements nts for basic members b" using manual rawing or CAD<

Auto CAD Software:


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#utoC#D is a co$$ercia% co$&uter-ai"e" "esign 'C#D( an" 'C#D( an" "rafting soft)are "rafting soft)are a&&%ication. De*e%o&e" 1/ an" $ar+ete" , #uto"es+ , #uto"es+  #utoC#D )as first re%ease" in Dece$er 12 as a "es+to& a&& running on $icroco$&uters on $icroco$&uters )it )it interna% gra&ics interna% gra&ics contro%%ers. contro%%ers.2/ Prior to te intro"uction of #utoC#D $ost co$$ercia% C#D &rogra$s ran on $ainfra$e co$&uters or co$&uters or $inico$&uters $inico$&uters )it eac C#D o&erator 3/ 'user( )or+ing at a se&arate gra&ics ter$ina%. ter$ina%. Since 2010 #utoC#D )as re%ease" as a $oi%e- an" $oi%e- an" )e )e a&& as a&& as )e%% $ar+ete" as #utoC#D 30. #utoC#D is use" across a )i"e range of in"ustries , arcitects &roect $anagers engineers gra&ic "esigners an" $an, oter &rofessiona%s. It )as su&&orte" , 5 !0 training centers )or%")i"e in 14.

Introduction 6ea$s a*e een use" since "i$ anti7uit, to su&&ort %oa"s o*er e$&t, s&ace as roof ea$s su&&orte" , tic+ co%u$ns or as ri"ges tro)n across )ater for e8a$&%e. Te Eg,&tians in*ente" te co%onna"e" ui%"ing tat )as te ins&iration for te c%assic 9ree+ te$&%e. E*en )it te scarcit, of ti$er in Eg,&t )oo"en ea$s su&&orte" te roofs. Ear%, ri"ges )ere ea$s su&&orte" at eac en" , te strea$ an+s or on &i%es on )ic a "ec+ )as constructe" for traffic. In eiter case te trun+ of a tree )as te usua% ea$ tri$$e" an" eiter %eft roun" or s7uare". Our )or" ea$ is in fact cognate )it 9er$an Baum 9er$an Baum or or Dutc boom. boom. # tree $a+es a *er, satifactor, ea$ in"ee" an" &ractica%%, a%% ea$s )ere origina%%, ti$er ea$s. Stone ea$s as in "oor %inte%s cou%" e use" on%, for *er, sort s&ans an" %igt %oa"s ecause of te ritt%eness of stone. 6ritt%e $ateria%s "o not $a+e goo" ea$s. Troug te $i%%ennia ea$s )ere "esigne" , e$&irica% $eto"s a&&%ica%e on%, to s&ecific cases an" inca&a%e of genera%i;ation. 9a%i%eo stu"ie" ea$s an" a%toug e "i" not get it 7uite rigt e so)e" o) te suect sou%" e a&&roace". Te teor, of ea$s )as on%, &erfecte" in te %ate 15t centur, )it te rise of te science of e%asticit, an" )as so)n to e a suect of great co$&%e8it, for )ic a fu%% an" accurate so%ution )as *er, "ifficu%t. Tis re$ains true e*en )it $o"ern co$&utationa% $eto"s suc as te $eto" of finite e%e$ents )ic &ro"uces on%, nu$ers 'not "esigns( ut *er, %itt%e insigt an" "e&en"s on &ara$eters tat are not )e%% +no)n an" $o"e%s tat $a, contain errors. Tese $eto"s a*e great *a%ue ut are not a co$&reensi*e so%ution. Te teor, of ea$s so)s re$ar+a%, )e%% te &o)er of te a&&ro8i$ate $eto"s ca%%e" strengt of $ateri $ateria%s a%s $eto"s $eto"s. . Tese Tese $eto"s $eto"s "e&en" "e&en" on te use of static statics s su&er& su&er&osi ositio tion n an" si$&%i si$&%if,i f,ing ng assu$&tions tat turn out to e *er, c%ose to te trut. Te, gi*e a&&ro8i$ate not e8act resu%ts tat are usua%%, $ore tan a"e7uate for engineering )or+. Ca%cu%us an" a %itt%e "ifferentia% e7uations are a%% te $ate$atics re7uire" for tis a&&roac not te &artia% "ifferentia% e7uations or tensor ana%,sis tat are t,&ica% too%s in e%asticit,. Strengt of $ateria%s $eto"s can e use" for ea$s of aritrar, cross sections for ea$s )ose sa&e *aries a%ong te %engt for %oa"s a&&%ie" in an, "irection at an, &oint "istriute" or concentrate".

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# concrete slab is a co$$on structura% e%e$ent of $o"ern ui%"ings. =ori;onta% s%as of stee% reinforce" concrete concrete t,&ica%%, et)een 4 an" 20 inces '100 an" !00 $i%%i$eters( tic+ are $ost often use" to construct f%oors an" cei%ings )i%e tinner s%as are a%so use" for e8terior &a*ing. So$eti$es tese tin tinne nerr s%a s%as s rang rangin ing g fro$ fro$ 2 ince incess '!1 '!1 $$( $$( to  ince incess '1!0 '1!0 $$( $$( tic tic+ + are are ca%% ca%%e" e" mud slabs slabs 1/ 2/ &articu%ar%, )en use" un"er te $ain f%oor s%as or in cra)% s&aces. In $an, "o$estic "o$estic an" in"ustria% in"ustria% ui%"ings a tic+ concrete s%a su&&orte" on foun"ations or foun"ations or "irect%, on te susoi% susoi% is use" to construct te groun" f%oor of a ui%"ing. Tese can eiter e groun"-earing or sus&e sus&en"e" n"e" s%as. s%as. In ig ig rise rise ui%"i ui%"ings ngs an" s+,scra&ers an" s+,scra&ers tinner tinner &re-cas &re-castt concrete concrete s%as s%as are s%ung s%ung et)een te stee% fra$es stee% fra$es to for$ te f%oors an" cei%ings on eac %e*e%. On te tecnica% "ra)ings reinforce" concrete s%as are often are*iate" to r.c.c.s%a or si$&%, r.c. Reinforced Concrete Columns

# co%u$n is a *er, i$&ortant co$&onent in a structure. It is %i+e te %egs on )ic a structure stan"s. It is "esigne" to resist a8ia% an" %atera% forces an" transfer te$ safe%, to te footings in te groun". >ou can $anua%%, ca%cu%ate te su&eri$&ose" %oa"s on a co%u$n in a structure using a si$&%e &rocess out%ine" in tis %in+e" artic%e. > artic%e. >ou ou $igt a%so a %so %i+e tis ?CC Co%u$n "esign a&& "esign a&& )ic can ten e use" to ca%cu%ate %ongitu"ina% stee% reinforce$ent in a co%u$n for a gi*en a8ia% %oa". Co%u$ns su&&ort f%oors in a structure. S%as an" ea$s transfer te stresses to te co%u$ns. So it is i$&ortant to "esign strong co%u$ns. Principles of foundation design

Te $ain ro%e of foun"ations is to structura%%, su&&ort te ui%"ing , transferring te %oa"s of te ui%"ing troug te )a%%s into te surroun"ing soi%. In ter$s of a stic+ fra$e structure te foun"ations $ust a%so &rotect te ti$er fro$ $oisture ingress , %ifting te $e$ers ao*e te groun". Te t,&e of soi% on te site )i%% a*e a strong i$&%ication to te foun"ation "esign. Different regions )i%% a*e "ifferent soi% t,&es te ta%e e%o) rief%, "e$onstrates te t,&es of soi% an" its suitai%it, as a foun"ation $ateria%.

LABORAOR! R"L#S

1. No stu"ent )i%% e &er$itte" to )or+ in te %aorator, un%ess a "e$onstrator or instructor is &resent. 2. On co$&%etion of an e8&eri$ent te, a*e to ta+e &rint out an" su$it te ar" co&ies to te concerne" %ecturer. %ecturer. 3. 6efore %ea*ing te c%ass te, a*e to sut"o)n te co$&uter. co$&uter. 4. Don@t use o&en an, oter soft)are e8&ect #uto C#D. !. 6efore ta+ing te &rint out stu"ents a*e to infor$ infor$ to tecnician. . #n, &ro%e$ in te #uto C#D soft)are te, a*e to infor$ to te concern course co urse teacer.

DESI%& &' $9


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DESI%& A&D DETAI!I&% '( SI&%!) *EI&('*CED *ECTA&%+!A* C'&C*ETE EA-


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Detailing of singl reinforced beam


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DESI%& &'9 2 DESI%& A&D DETAI!I&% DETAI!I&% '( D'+!) *EI&('*CED *EI&('*CE D *ECTA&%+!A* *ECTA&%+!A* EA-


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DESI%& &' 9 / DESI%& A&D DETAI!I&% '( SI-0!) S+00'*TED '&E 1A) S!A Example: - Design a simply supported rcc slab for a roof of hall 4m x 10m (inside dimension) with 230mm

wall all around. ssume a li!e load of 4 "#$ m 2 and %nish 1 "#$ m 2 . &se '2 and e 41

Soluton: - data gi!en

*oom si+e , 4 x 10 m -all thicness , 230 // , 4 "#$ m 2  , 1 "#$ m 2 *euired  %nd depth st.

Sep 1. Calculaton of load.

ssume d ,

span 2

,

4000 2

, 142.



143 mm

(2,20x1.4,2) otal depth , 1435520,16  170 Dead load , 0.17 x 2 , 4.2 "#$ m 2  , 1.0 "#$ m 2 otal D./ , .2 "#$ m 2 // , 4.0 "#$ m 2 actored actored design load , 1.(.254) , 13.7 "#$ m 2 Span lengh of slab

8pan , e9ec:!e span 5 d , 450.143 ,4.143 m Ultmae momen and shear:-


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M 

M 

wl 2





wl



2


13.5!  4.1432

 2.55 KNm



13.5!  4.143

 2.54 KNm

2

3. Check he deph for he bending:-

',0.13 c b d 2

2.55  10   0.13  2!  1000  d 2 d  2. mm  d  143

;"

1.  ough calculaton for shear:-

 v



v bd



2.54  1000 1000  143

 0.2   c '0.3(

 c or grade of concrete '2 is 0.36
!. Calculaton of seel area:-

mu

 Ast fy    0.5 fy Ast d 1   bd fck 

2=.77 x 10



Ast  41!    0.5  41!  Ast  1431   1000 143 2!     ,

1630.1 st >. >.==343 Ast 2


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Ast 2 > 614.47 st 5 4=6710.647,0

 Ast 

14.4!5 

 14.4!5 2  4  4510!.45 2

 Ast  22 mm2 ". #ain seel:-

&sing 10  bar.

8pacing ,

5!00 22

 12! c A c

st pro!ided , 62 mm 2

 B Ast  0.43B  0.42B

3. C heck for cenral of crack:-

'in pt , 0.12

 As 

0.12  1000  150 100

 204m 2

Dia ,

150 

,21.2?10mm pro!ided o.

'ax spacing not more than 300. o

$. echeck for shear

p,

2 100 1000 143

 0.4 @


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*eference table 1=

 c


 0.42 N A mm 2

!. Check for de%ecton

Aasic span to depth ra:o ,20 'ul:plying factor for st ,0.42@ ,1.40 llowable /$d ,1.40 x 20 ,2 ssumed is also 2 hence o
s ,

0.12  b  D 100



0.12 1000 150 100

 204 mm 2

8pacing less than , d or 40 mm ,71 or 40 mm

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DETAI!I&% '( CA&TI!EE* CA* 0'*C3 DC8E# #; F 4 DESI%& A&D DETAI!I&% Example:- Design a can:le!er porch porch of si+e 200 mm wide and 000 mm long is to be pro!ided at a

height of 3 m from Boor le!el. he porch slab which o!erhangs 200 mm beyond the face of the beam into be cast in Bush with the top face of the beam

ssume li!e load , 0.7 KN A m 2 loor %nish , 0. KN A m 2 Goncrete '20 and e 41

Soluton:-

  200  100   20   2 .1 C9ec:!e span , 2!00    , 26 2     he trial depth /$d ,7 'odi%ca:on factor is 2 or e20 fs,0. x fy ,0. x 20 ,14 Ht @ is 0.4
d , 200>20,10 mm

/et the o!erall depth of the slab be reduced to 100 mm at the can:le!er and where bending moment is +ero. 2. 'oads Gonsider 1 m width of slab


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8elf weight of slab , (0.250.1)$2 x 2 , 3.7 "#$m -eight due to %nish

, 0.0 "#$m

/i!e load

,0.7 "#$m

otal

, .30 "#$m

&l:mate &l:mate load per meter -u , .3 x 1. , 7.= "#$m 'aximum bending moment (>!e) at the face of support 'u , -u x L A 2  5.!  2 1

2.! 2 2

 24.4 KNm

4. (eph from bending momen consideraton

M ur $a8

 2.5 1000 10 2 10   .2 KNm  24.4 KNm

 '0.14 f ck bd 2 (

;r

24.4 10 



2.5 1000  d 2

d , =1.4II d consider (10)
Ast 2



0.!  20  4.  24.4  10  1  1  2!0  20  1000  10 2


   1000  10 

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 mm mm 2 &sing 10 bar

spacing spaci ng  Hro!ide

1000  5.! 

 115 mm

10 J 110 c$c

rea pro!ided,1000 pro!ided,1000 x 7.$110 ,713

mm 2

Curailmen of seel

t is proposed to curtail 0@ of the steel reuired at the support since the depth of the slab is tapering and bending moment !aria:ons parabolic the area of reinforcement will get reduced to half at a distance greater than half the span from the free end. Aending moment at 1.6 m

  1 . 2  Mu  5.4!   10.15  2   otal depth of slab at 1.6 m from free end , 100 5 1.6(200>100)$2., 164 mm d , 164 >20 ,144 mm

Ast 2



0.!  20  4.  10.15  10  1  1  2!0 2! 0  20  1000  144 14 4 2

   1000  144 

, 33 mm 2 I (713$2) pro!ided at support Distance Distance from support 200>1600,=00


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Gurtail 0@ of the bars at a distance greater of the following a) =00512  , =005120 ,1020 mm b) =005 =005 d , =005 =00514 144, 4, 104 1044 4 mm 8o curtail 0@ of steel at a distance 100 mm from support 6. (isributon seel rea reuired , 1. D , 1.(2005100)$2 ,22

mm 2

8pacing , 1000 x 2$22 , 124 mm Hro!ide 6



J 120 mm c$c

DESI%& &'9 # DESI%& A&D DETAI!I&% DETAI!I&% '( *ECTA&%+!A *ECTA&%+!A* * C'!+-&


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DESI%& &' 9 . DESI%& A&D DETAI!I&% '( CI*C+!A* C'!+-& 1IT3 S0I*A! STI**+0S


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D  iameter of t:e column  42 mm Dc iameter of t:e core  42 ?4?4  /4 mm 4? effective cover on bot: sies

Bsp – .mm Asp –; 4 F . 2  27<5# mm 2 Substitute all t:e values we get 0 /.< /5 mm sa" /# mm -a@imum pitc: – 5# mm or Dc;. w:ic: ever is less -inimum pitc: – 2# mm or / times t:e iameter of stirrups w:ic: ever is less

So /# mm is t:e pitc: for t:is problem s it is in safe< . mm iameter wit: /# mm pitc:<

DETAI!I&% '( S6+A*E IS'!ATED (''TI&% D#SI$% %O: & DESI%& A&D DETAI!I&% CECE2240-Design CECE2240-Design of structures- 1

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# s7uare s7uare co%u$n !00$$  !00$$ carries an a8ia% %oa" of 1!00 N . Design s7uare footing for te co%u$n. Te safe earing ca&acit, of te co%u$n is 22! NA$ 2. se <20 an" Fe 41! stee%.

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Design of t:e founation9 !oa on t:e column  $# G& Appro@imate weig:t of t:e footing at $ H of t:e column loa $# G& Total loa  $.# G& Safe bearing capacit" of t:e soil  22# G&;m 2 Area of founation  $.#;22#  5 b 2 #$55##  <$/7 F 2 F # wit: of column F  2  .$/ mm D .$/ M $2;2 M.  .J$ mm $2? ia of bar , . – clear cover for footing T:e ept: of slab of t:e founation is increase b" / H D .J$ F  
O

0erc 0ercen enta tage ge of stee steell 


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



(actore moment -u  $<# F  $<# F /4#$5  #$55## &m (c>  2 &;mm 2 An (e 4$# &;mm2 b# mm An 722mm Substitute all t:e values in t:e above formula we get 0t <45 H Ast  0t F b @   <45;$ @ # @ 722  $J/2 mm 2 &o of bar Total Total area; area of one bar $J/2; /<$4;4@$2 2 Assume $2 mm ia bars so provie $7 bars of $2 mm iameter< iameter< 3ere t:e column is s8uare so provie t:e same reinforcement on bot: t:e irections<


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DESI%& &' 9 7 DESI%& A&D DETAI!I&% '( *ECTA&%+!A* (''TI&%

DE!"#N O$ %EC&'N#()'% $OO&"N#

A rectangular column footing footing . mm F 4 mm carries an a@ial loa of 7 G& Design a rectangular footing to support t:e column < T:e safe bearing capacit" of t:e soil is 2 G&;m2 < +se -2 concrete an (e4$# steel< !oa on t:e column  7& Appro@imate weig:t of t:e founation ta>e $ H of t:e weig:t of t:e column column  7& Total loa  77& 77 & Safe bearing capacit" of t:e soil is given as 2 G&;m 2  2&;m2 Area of t:e founation  Total Total loa ; Safe bearing capacit" of t:e t:e soil< 2  77;2  4<4 m To fin t:e lengt: an breat: of t:e founation P in case of square footing its easy because by taking square root we get all the values P Area  4<4 !  4<4  4<4 ;! E8uating t:e projections on bot: sies be"on t:e footing Q  ?<4  Q !?<. Sub  alue Q  K4<4;!N?<4  Q !?<. Solving t:e above e8uation we get !  2<2 m Sub t:is is  value we get  4<4;!  4<4; 2<2  2 m &ow fin t:e projections on bot: t:e a@is  <7 m &et upwar pressure  column loa ; Area of t:e footing  7;4<4 $7$72 &;m2 Determination of reinforcement in section @@ a@is an )) a@is< ening moment -""  $7$72 F 2<2F <7 F <7;2<  $27 &m (actore -oment -u"  $27 F $<#  $J2 &m Determine t:e ept: -u"  <$/7 (c> b 2 $J2  <$/7 @ 2 @ . @  2 d* 3+, mm. ening moment -@@  $7$72 F 2 F <7 F <7;2<  $$./.4<7 &m (actore -oment -u@  $$./.4<7 F $<#  $54#45<2&m Determine t:e ept: -u@  <$/7 (c> b 2 $54#45<2  <$/7 @ 2 @ 4 @  2 d* 3- mm. CECE2240-Design CECE2240-Design of structures- 1

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(rom t:e above two ept: ta>e t:e greater one  /J7 mm 0roviing $ mm ia bars at a clear cover of 5 mm D  /J7 M $;2 M 5  45/ mm T:e overall ept: ma" increase b" /H  45/ M 2&;mm2 (e4$# &;mm2 In t:e 0t formula an fin 0t 0t
O

&o of bar Total Total area; area of one bar $4.<4;  /<$4;4@$2 2 Assume $2 mm ia bar < 0rovie $2 mm ia bars of $ numbers< Determination of area of main reinforcement Ast As t 0erc 0ercen enta tage ge of stee steell F b F 

O

0erc 0ercen enta tage ge of stee steell 

Ta>e -u@ an fin S:orter irection steel (actore -oment (actore -oment -u@  $$./.4<7 $$./.4<7 F $<#  $54#45<2&m Determination of 8uantit" of steel re8uire9 Ast  0t F b @  Sub b 4mm #4#mm (c>2&;mm2 (e4$# &;mm 2 In t:e 0t formula an fin 0t 0t<4# H Ast  <4#;$ F4 @#4#J7$mm2 &o of bar Total Total area; area of one bar J7$; /<$4;4@$2 2 CECE2240-Design CECE2240-Design of structures- 1

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Assume $2 mm ia bar < 0rovie $2 mm ia bars of J numbers<


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CECE 2240 Lab Manual

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