dsen 1992_concrete design

7/25/2019 DSEN 1992_Concrete Design

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DS/EN 1992- ConcreteNeil Bryan A. Duldulao

PacifcTech- Solutions

Concrete Structures

EN 1992-1-1 "CONCRETE STRUCTURES"

Contents:

1. General2. Basics3. Materials4. Durability and cover5. Structural analysis6. Ultimate limit state7. Serviceability limit state

. Detailin! rein"orcement#. Detailin! o" members and $articular rules1%.&dditional rules "or $recast concrete elements and structures11.'i!(t)ei!(t a!!re!ate concrete structures12.*lain and li!(tly rein"orced concrete structures

&nne+es,

&. Modi-cation o" sa"ety "actor /0B. ormulas "or cree$ and s(rin a!e /0

. *ro$erties o" rein"orcements /0D. *re stressin! steel rela+ation losses /0

. /ndicative stren!t( classes "or durability /0. /n $lane stress condition /0

G. Soil structure interaction /0. Global second order e ects in structures /0

/. &nalysis o" 8at slabs and s(ear )alls /0 9. Detailin! rules "or $articular situations /0

EC2: GENERAL RULES AND RULES FOR

CONTAIN ENTBRIDGFIRE

ATERIALS !RECASTE"ECUTION

!RESTRESSING

CONCRET REINFORCING STEEL

CO ON RULES

!RODUCT


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/ Informative

: Normative

CHAPTER 3 !ATER A#S

Concrete Stren$th Classes

oncrete stren!t( class ;1%

(aracteristic cylindrical stren!t(; (ar. tube stren!t(0

%esi$n Stren$th &alues

Desi!n com$ressive stren!t(< " cci

f cd = cc f ck / c

Desi!n tensile stren!t(< " ctd

f ctd= ct f ctk ,0.05 / c

=cc> 1#$ and =ct> 1#$ are coe?cients to ta e account o" lon! term e ects ont(e com$ressive and tensile stren!t(s and o" un"avourable e ects resultin! "romt(e )ay t(e load is a$$lied national choice 0


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Concrete Stren$th at ti'e t

+$ressions are !iven "or t(e estimation o" stren!t(s at times ot(er t(an 2 days "orvarious ty$es o" cement

f cm(t )= cc(t )f cm

)(ere,

f cm (t) is t(e mean com$ressive stren!t( at an a!e o" t days

cc (t )= exp {s[1 (28 /t )1/2]}

Elastic %e(or'ation

@alues !iven in 2 are indicative and vary accordin! to ty$e o" a!!re!ate cm t0> " cm t0;" cm 0%.3 cm Aan!ent modulus c may be ta en as 1.%5 cm *oissons ratio, %.2 "or uncrac ed concrete< % "or crac ed concrete 'inear coe?cient o" e+$ansion 1%.1% 6 1

%esi$n )ith Strut an* Tie !o*elsStrut and Aie Model General /dea

Structures can be subdivided into re!ions )it( a steady state o" stresses B re!ions)(ere CBC stand "or CBernouliC0 and in re!ions )it( a non linear 8o) o" stresses CDC

re!ions )(ere CDC stands "or discontinuity0

A(e coe?cient s de$ends on t(e ty$e o" cement, s> %.2% "or ra$id (ardenin!cement lass 0< s> %.25 "or normal (ardenin! lass :0 and s> %.3 "or class S

slo) (ardenin cement.


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%- re$ion Stress tra+ectories an* strut an* tie 'o*el

Ste$s in desi!n,

1. De-ne !eometry o" D re!ion 'en!t( o" D re!ion is eEual to ma+imum )idt(o" s$read0

2. S etc( stress traFectories3. rient strut to com$ression traFectories4. ind eEuilibrium model by addin! tensile ties5. alculate tie "orces6. alculate cross section o" ties7. Detail rein"orcement


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Determination of Strut & Tie Geometry

Exam le! of D" #e$ion! in !tructure!


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%esi$n o( no*es

Co%&ression no'es (it)o*t tie:

Rd ,max = k 1 ' f cd

%here

' = 0.60 (1 f ck 250 )recommended value,

1>1.%

Co%&ression- Co%&ression- Tension +CCT, no'es :


%here


1>%. 5


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Co%&ression- Tension- Tension +CTT, no'es :


%here


1>%.75

Crac, )i*th control in concrete structures

Theor o( crac, )i*th control

H(en more crac s occur< more disturbed re!ions are "ound in t(e concrete tensilebar. /n t(e : I relation t(is sta!e t(e C rac "ormation sta!eC0 is c(aracteriJed by aJi!Ja! line :r


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or t(e calculation o" t(e ma+imum or c(aracteristic0 crac )idt(< t(e di erencebet)een steel and concrete de"ormation (as to be calculated "or t(e lar!est cracdistance< )(ic( is s r %. 02 t #So

w k = sr ,max (sm cm)

)(ere,

S %3o De4nition

s r


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is t(e bar diameter1 bond "actor %< "or (i!( bond

bars< 1


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P / de8ection "ully crac edP // de8ection uncrac ed

Q coe?cient "or tension sti enin!transition coe?cient0

Ksr steel stress at -rst crac in!Ks

steel stress at Euasi $ermanentservice load

R 1


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lon!itudinal rein"orcement ratio. A(ese values are calculated "or concrete 3% andKs> 31%M*a and satis"y t(e de8ection limits !iven in 7.4.1 40 and 50.

Str*ct*r. S ste% 7 8 0 $ 8 0 1Sim$ly su$$orted slab;

beam 1 14 /;d > 2%nd s$an 1 1 /;d > 26

/nterior s$an 1 2% /;d > 3%

lat slab 1 17 /;d > 24

antilever % 6 /;d >

Punchin$ shear resistance

li e in t(e case o" s(ear 'H& 'i!(t)ei!(t a!!re!ate concrete0 members< also t(e$unc(in! s(ear resistance o" 'H& slab is obtained usin! t(e reduction "actorW1>%.4X%.6L;22%%. A(e $unc(in! s(ear resistance o" a li!(t )ei!(t concrete slab"ollo)s "rom,

V Rd ,c = (C Rd,ck ! 1 (100 f ck )1 / 3 +0.08 cp) ! 1 m"#+0.08 cp

)(ere,

/ d%.15;! c

Si'0life* *esi$n 'etho* (or )alls an* colu'ns

/n t(e absence o" a more ri!orous a$$roac(< t(e desi!n resistance in terms o" a+ial"orce slender )all or column in $lain concrete maybe calculated as "ollo)s,

$ Rd= %&w & f cd &

)(ere,

= 1.14 (1 2 et(t / w) 0.02 0 / w ) (1 2 et(t / w)

S %3o De4nition

: d a+ial resistance

b overall )idt( o" t(e cross section

( ) overall de$t( o" t(e cross section


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is a "actor ta in! into accounteccentricity< includin! second ordere ects

dsen 1992_concrete design

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