guide rc project nagy-gyorgy t 2013-04-09

7/30/2019 Guide RC Project Nagy-Gyorgy T 2013-04-09

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REINFORCEDCONCRETE DESIGNGUIDE

1ST PART

Preparedby

NAGYGYRGY Tams

Phd,Lecturer

[email protected]

FLORU Codru

Phd,AssistantLecturer

[email protected]

2013

V2


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REFERENCES

- - : , ro ec area s ruc ur or e e on, ar ea - : egu genera e pen ru c r

(+AC:2008)

SR EN 1992-1-1/NB: 2008, Proiectarea structurilor de beton, Partea 1-1: Reguli generale pentru cldiri.Anexa Naional

EN 1992-1-1: 2004, Design of concrete structures - Part 1-1: General rules and rules for buildings

SR EN 1991-1-1:2004, Aciuni asupra structurilor. Partea 1-1: Aciuni generale (+ NA:2006)

P 100-1/2006, Cod de proiectare seismic - Partea I - Prevederi de proiectare pentru cldiri

Cadar I., Clipii T., Tudor A., Beton Armat (ed. II), Ed. Orizonturi Universitare, 2004, ISBN 973-638-176-5

Kiss Z., One T., Proiectarea structurilor de beton armat dup SR EN 1992-1, Ed. Abel, 2008, ISBN973114070-0

Mosley W.H., Burgey J.H., Hulse R., Reinforced Concrete Design to Eurocode 2, Sixth Edition, 2007, ISBN:

Nilson A., Darwin D., Dolan Ch., Design of Concrete Structures (13th Ed.), McGraw-Hill Co, 2004, ISBN 0-07-

248305-9

Newman J., Choo B. S., Advanced Concrete Technology SET, Ed. Elsevier Science, 2003, ISBN-13:

9780750656863


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I.DESIGNOFARCCASTINPLACESLAB

1. ELEMENTS OF A FLOOR

- ,

- SLAB AND BEAMS (DISPOSED IN ONE OR TWO DIRECTIONS, WHICH SUPPORTS THESLAB)

- - , . .- FINISHING, FLOORS, ISOLATIONS (ACOUSTIC, HYDRO-), INSULATIONS

GIRDERS MAIN BEAMS BEING ALSO IN THE SAME TIME BEAMS OF THE FRAME

SECONDARY BEAMS DISPOSED PERPENDICULAR TO THE GIRDERS, BEINGEQUIDISTANT (AS IS MUCH AS IT IS POSSIBLE), THE DISTANCE

,

OF A SLAB PANEL RESPECTS THE CONDITION:


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.

The cast-in-place floor is a space structure, because, through concrete and

s ee re n orcemen a n e ween e componen e emen s s crea e .

The computation of a space structure is quite difficult, therefore, in design is

accep e e ca cu a on o eac s ruc ura e emen separa e y, a ng n o

account the load transmission modes, in vertical direction, toward the supports.

n s way, cou e a m e a e s a s suppor e y e secon ary

beams (SB), the secondary beams are supported by the girders (G) and columns

(C) and the girders together with columns are forming the frame, which transmits

.

S SB frame = G + C F terrain

The route of the loads specifies the order in which the design of the structural element must be done, i.e.design of the slab, then secondary beams, girders, etc.


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GirdersSecondary beams

Slab panel

Columns

Detail A(o

pening)

(bay)

Transversal sections

girder secondary beam

Lsecondary

beam

girder

Detail A

n x B

L

Girdersecondary

beam


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Formwork plane


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Formwork plane


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Formwork plane


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Formwork plane


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Formwork plane


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Formwork plane


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Formwork plane


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Formwork plane


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- PRE-DIMENSIONING: choosing the structural elements dimensionsaccording to the recommendations, in such a way to correspond also to other

criteria that the stren th

- COMPUTATION OF THE LOADS: determination of the design loads,

knowing the structural elements dimensions, the composition of non-structuralelements, destination and location of the construction;

- ESTABLISHING THE STATIC SCHEME FOR DESIGN based on the design

spans o e e emen s;

- STATIC DESIGN: determining the most unfavourable effects of design loads

.

programs or manually, with approximate methods;


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- THE PROPER DESIGN, through following steps:

- finalization of the elements cross section based on the results

from the static calculations and on the used material characteristics;

- computation of the reinforcement area and setting their layout;

- execution drawing, which includes the framework plane and

reinforcement layout, reinforcement details and material consumptions

vo ume o e concre e an re n orcemen .


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. -

SLAB

IF YES SLAB REINFORCED IN A SINGLE DIRECTION

(Conf. P100-1/2006)

Section aa

hs

hs = M 10 mm

l = interaxis


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. -

BEAMS

DIMENSION RECOMMENDATIONS

L 1215 irders

HEIGHT

Minimum,hminL/20 secondary beams

Optimum, hopt

L/(1215) secondary beams

=

=

.

min

h, b = M x 50 mm

L = interaxis


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. -

COLUMNS (is chosen)

bCOL = (bG + 5cm) 350 mm

hCOL 1,2 bCOL

h, b = M x 50 mm


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.

ACTION CHARACTERISTICS EXAMPLES

PERMANENTVariationintimeisnegligible

Selfweight:structuralelements,finishing,etc.

VARIABLEVariationintimeis

important

buildings(liveloads)

Windnow

ACCIDENTALHighintensity,reducedtimeofaction

Earthquake

Explosion

Designvalueofaction

Partialsafetycoefficient

Characteristicvalueofaction


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.

GENERALLY, THESE LOADS CAN BE CONSIDERED UNIFORMLY

DISTRIBUTED ON THE SLAB SURFACE AND THERE ARE EXPRESSED IN

kN/m2.

FOR THE CHARACTERISTIC VALUES k

DESIGN VALUES d


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.

PERMANENT DEAD CHARACTERISTIC LOADS :

SELFWEIGHTP ,- RC SLAB

, - PLASTER- FLOOR

,

- Asphalt

- Mosaic

, 2

, 2

- Pavement

- Cement concrete lining

,

, 2


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.

MATERIALS

[kN/m3

]CONCRETES

R.C. 25.0

FINISHINGPLASTERS

emen mor ar .

Cementlimemortar 19.0

Limeor lastermortar 17.0


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.

VARIABLE LIVE CHARACTERISTIC LOADS:

IMPOSEDLOADSQ ,

- CATEGORIES OF USE ,- PARTITION WALLS ,(according to SR EN 1991-1-1:2004)


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.

PERMANENT DESIGN LOADS

VARIABLE DESIGN LOADS

PARTIALSAFETYFACTORFORACTIONS

F

PERMANENT LOADS g =1.35

VARIABLE LOADS q =1.50


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.

LOAD COMBINATION

- In the design, actions are combined to produce the most unfavorable effects

on the structure

- The combinations are specific for the limit state which is used in design

- Dimensioning and verification of the concrete sections and the reinforcements

will be done in Ultimate Limit State (ULS)

- General form in conf. of CR 0, ch. 4.3 (!):

,1 0, ,


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.

ESTABLISHING THE STATIC SCHEME

- In order to find out the stresses (bending and shear), the slab reinforced in onedirection can be re laced with a 1.0 m wide slab considered in the short s an of theslab panels, this means that on the discharge direction of loads.

From the static point of view, this strip is equivalent with a continues beam.

Supports of the slab are the secondary beams, while the design spans (lc ) of the

secondary beams)

interaxisspan:l

designspan,usedinstaticdesign: lc = l0


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.


-The real slab is replaced with a continues beam having spans oflc and linear

distributed loads of pd x 1 m [kN/m]

Envelope curvesgd,gs/qd,gs =0,5

gd,gs/qd,gs =5


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.


-The real slab is replaced with a continues beam having spans oflc and linear

distributed loads of pd x 1 m [kN/m]

envelopecurves


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.

CHARACTERISTIC AND DESIGN STRENGTH

CONCRETE

ua y o concre e s e ne y e s reng c ass, w c s e c arac er s c

compressive strength on cylinders

Concrete class is ,

REINFORCEMENT Design strength of reinforcement


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.

CHARACTERISTIC AND DESIGN STRENGTH


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.

FINALIZING THE THICKNESS OF THE SLAB

Design section of the slab

hs

s s

Reinforcement oftheslab popt (%)forreinforcingwith

fyk =400500N/mm2 fyk =300400N/mm

2

, , , ,

In2directions 0,20 0,50 0,25 0,50


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.


Checking of the chosen thickness (necessary)

MEd the maximum bending moment from the static design

= 1000 mm

or = f() table , where 1 0.5, in function of popt

100


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.


Computation of the necessary slab thickness

where,

/2


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.


Computation of the necessary slab thickness

max , ; , ;10

on

,

0.1 2 !!!!!!!!! in function of the Exposure Classand Structural class (Ch. 4.4 ) 5 , 10 25

hs = M x 10 mm


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5. DIMENSIONING OF THE SLAB

If

OK

,

,

If

RE-CALCULATION OF THE LOADS MOMENTS FINALIZING THE SLAB THICKNESS, ,


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.

CALCULATION OF THE REINFORCEMENT AREA

Effective depth:

2


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.

DETAILING RULES principal reinforcements

(SR EN 1992-1-1/ Ch. 9)

, 0.26 0.0013

, 0.04

. . . 80 straight (bound) bars 0.1 2 6

welded bars (welded fabrics) 5

ngyt1

Slide 37


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Slide 37

ngyt1 in conformity with the N.A.tamas.nagygyorgy; 02.03.2011


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.

DETAILING RULES principal reinforcements

(SR EN 1992-1-1/ Ch. 9)

- At the edge of the slab

, 25%,- Perpendicular to the girder , 6/. lo

gsgslo /4

GP gsgs


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.

DETAILING RULES secondary reinforcements

(SR EN 1992-1-1/ Ch. 9)

s

2.5 300 .. ngyt2

Slide 39


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Slide 39

ngyt2 in conformity with the N.A.tamas.nagygyorgy; 02.03.2011


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.

DETAILING RULES welded wire mesh (fabric) reinforcements

(SR EN 1992-1-1/ Ch. 9)

- At the edge of the slab

, 50%,- Perpendicular to the girder

,, 5/150logsgs lo /4GP gsgs


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I DESIGN OF A RC CAST IN PLACE SLAB


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4.52cm2 3.50cm2

.SLAB LAYOUT reinforcement with inclined bars

5.58cm2 3.50cm2



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.SLAB LAYOUT reinforcement with straight bars

4.52cm2 3.50cm2

5.58cm2 3.50cm2



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.SLAB LAYOUT reinforcement with welded wire mesh (welded fabric)



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.

CHECKINGTHESLABFORSHEARFORCES

Generally, in the case of usual slabs with low thickness, the reinforcement isresulting from the design for bending and reinforcement for shear force is not

.

To verify this:

,

, ,100 1/3 0.035 3/2 1/2 , 0.18/

1 200 2.00

0.02

II DESIGN OF THE SECONDARY BEAM


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II.DESIGNOFTHESECONDARYBEAM

1. COMPUTATION OF LOADS

. .

s.b

losbbG bG

Gs.b

G

B

bsb

II DESIGN OF THE SECONDARY BEAM


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1. COMPUTATION OF LOADS

s.b.

s.b

bsblosbbG bG

Gs.b

G

P , , B ITISTHETOTAL

LOAD!!!

Q , ,

, , ,

II. DESIGN OF THE SECONDARY BEAM


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2. STATIC DESIGN OF THE SECONDARY BEAM

The secondary beam will be computed as a continues beam, with design

s ans the su orts bein the irders.,

11

II. DESIGN OF THE SECONDARY BEAM


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3. DIMENSIONING OF THE SECONDARY BEAM

As1 Step2 As1 Step2

A = the minimum between the reinforcements obtained

from the adjacent spans inStep 1 (here from M1 and M2)

As1 Step1 As1 Step1



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Checking the chosen height (necessary)

MEd - maximum bending moment from the static design

bsb - from pre-dimensioningor = f() table, where 1 0.5

, in function of popt 1.2 1.8

100



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Computation of the necessary height

,

long /2 stirrcnom

ds



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Computation of the necessary height

max , ; , ;10

on

!!!!!!!!!!!!!!!!!! in function of the Exposure Class

,

2025

durability

and Structural class (Ch. 4.4 )

, 10 25

hsb = M x 50 mm and then verification hsb/bsb =1,5 3,0 ???



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If

OK, ,If

RE-CALCULATION OF THE LOADS

MOMENTS

FINALIZING THE HEIGHT OF THE SECONDARY BEAM, ,



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simple reinforced T section

e e ec ve w o e ange eff , epen s on e we an ange

dimensions, the type of loading, the span, the support conditions and the

transverse reinforcement.

The effective width of the flange (beff ) should be based on the distance 0between points of zero moment.

(B) (B) (B)



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beff

, , , , 0 , 0,



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Table method

/

/

If > lim re-dimensioning of the section



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(SR EN 1992-1-1/ Ch. 9 and P100/1-2006, Ch.5)

- or non-se sm c zones, . .

- for seismic zones (b = bw), 0.50 0.0013

- according to P100/1-2006, .

14



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(SR EN 1992-1-1/ Ch. 9 and P100/1-2006, Ch.5)

- At the edge of the beam

, 15%,- Anchorage of bottom reinforcement at end support- Anchorage at intermediate supports



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>0.3lo >0.3lo >0.3lo

~10cm ~10cm ~10cm

l10d

lbdmin2

28secondary

min2

lbd min2

min2



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(ch. 8.4.4) 12345, ,

,

/4/

4

for anchorages in compression, . ,, 0.6, ;10;100



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double reinforced rectangular cross section

s1 unknown

As2

(reinforcementfromthespan)



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double reinforced rectangular cross section

ITISTHE MINIMUMIs calculated

- If > re-dimensionin of the section

2

EFFECTIVEAREA !!!

- If a < 0 1

- If 0 < < , from As1 = Aa + As2



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Computation the shear resistance of concrete

1/3 3/2 1/2 , , .

, . 1 2.00

0.02



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If minimum shear reinforcement will be provide,

, 0.08

, 0.751 300

For providing of double-arm stirrups 400



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If is imposed = 45o (crack),

= 90o (stirrups)

where z0,9d

choose Asw = n xsw snec

and then must be verified if



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DETAILING RULES

To have a ductile failure , ,

. 1Where 1 0.6 1 250

III.DESIGNOFSLABDEFLECTION


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1. DESIGN OF SLAB DEFLECTIONS Axis VM

Permanent loads applied simultaneously

Variable loads applied in chess and/or strips

Design combination in SLS in conformity of CR 0, ch. 4.4:

1,1 ,1 2, ,

guide rc project nagy-gyorgy t 2013-04-09

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