Post on 03-Jun-2018
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REINFORCED CONCRETE DESIGN GUIDE
1ST PART
Prepared byNAGYGYRGY TamsPhD, Lecturer
tamas.nagy gyorgy@upt.ro
FLORU CodruPhD, Assistant Lecturer codrut.florut@upt.ro
2014 V2
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REFERENCES
SR EN 1992-1-1: 2004, Proiectarea structurilor de beton, Partea 1-1: Reguli generale pentru cl diri(+AC:2008)
SR EN 1992-1-1/NB: 2008, Proiectarea structurilor de beton, Partea 1-1: Reguli generale pentru cl diri. Anexa Na ional
EN 1992-1-1: 2004, Design of concrete structures - Part 1-1: General rules and rules for buildings
SR EN 1991-1-1:2004, Ac iuni asupra structurilor. Partea 1-1: Ac iuni generale (+ NA:2006)
P 100-1/20013, Cod de proiectare seismic - Partea I - Prevederi de proiectare pentru cl diri
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:9780230500716
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. DESIGN OF A RC CASTINPLACE SLAB
1. ELEMENTS OF A FLOOR
- STRUCTURAL ELEMENTS , WITH STRENGTH ROLE
- SLAB AND BEAMS (DISPOSED IN ONE OR TWO DIRECTIONS, WHICH SUPPORTS THESLAB)
- NON-STRUCTURAL ELEMENTS , E.G. PROTECTIONS- 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 DISTANCEBETWEEN THEIR AXIS BEING
IN THE CASE OF SLABS REINFORCED IN ONE DIRECTION, THE RATIO
OF A SLAB PANEL RESPECTS THE CONDITION:
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I. DESIGN OF A RC CASTINPLACE SLAB
1. ELEMENTS OF A FLOOR
The cast-in-place floor is a space structure, because, through concrete andsteel reinforcement a link between the component elements is created.
The computation of a space structure is quite difficult , therefore, in design isaccepted the calculation of each structural element separately , taking intoaccount the load transmission modes, in vertical direction, toward the supports .
In this way, it could be admitted that the slab ( S ) is supported by the secondarybeams ( SB ), the secondary beams are supported by the girders ( G) and columns(C) and the girders together with columns are forming the frame, which transmitsthe loads to the foundations ( F) and to the terrain.
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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I. DESIGN OF A RC CASTINPLACE SLAB
1. ELEMENTS OF A FLOOR
n x B
L
L
GirdersSecondary beams
Slab panel
Columns
Detail A
(bay)
( s p a n
)
Transversal sectionsgirder secondary beam
secondary beam
girder
Girder secondary beam
Detail A
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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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I. DESIGN OF A RC CASTINPLACE SLAB
1. ELEMENTS OF A FLOOR
DESIGN PHASES
- PRE-DIMENSIONING : choosing the structural elements dimensionsaccording to the recommendations, in such a way to correspond also to other criteria that the strength;
- 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 of the elements;
- STATIC DESIGN : determining the most unfavourable effects of design loadswhich acting on the admitted static scheme. It can be solved by using CADprograms or manually, with approximate methods;
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I. DESIGN OF A RC CASTINPLACE SLAB
1. ELEMENTS OF A FLOOR
DESIGN PHASES (contd)
- THE PROPER DESIGN , through following steps:
- finalization of the elements cross section , based on the resultsfrom 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(volume of the concrete and reinforcement).
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I. DESIGN OF A RC CASTINPLACE SLAB
2. PRE-DIMENSIONING THE ELEMENTS OF THE FLOOR
SLAB
IF YES SLAB REINFORCED IN A SINGLE DIRECTION
(Conf. P100-1/2013)
hs = M x 10 mml = interaxis
Section aah s
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I. DESIGN OF A RC CASTINPLACE SLAB
2. PRE-DIMENSIONING THE ELEMENTS OF THE FLOOR
BEAMS
bmin = 200 mmh, b = M x 50 mmL = interaxis
DIMENSION RECOMMENDATIONS
HEIGHT
Minimum, hminL/(1215) girders
L/20 secondary beams
Optimum, hopt L/(812) girders
L/(1215) secondary beams
WIDTH h/b = 1.5 3 rectangular section
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I. DESIGN OF A RC CASTINPLACE SLAB
2. PRE-DIMENSIONING THE ELEMENTS OF THE FLOOR
COLUMNS (is chosen)
bCOL = (bG + 5cm) 350 mm
hCOL 1,2 b COL
h, b = M x 50 mm
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I. DESIGN OF A RC CASTINPLACE SLAB
3. COMPUTATION OF LOADS
ACTION CHARACTERISTICS EXAMPLES
PERMANENT Variation in time is
negligibleSelf weight: structural elements,finishing, etc.
VARIABLE Variation in time is
important
Loads resulted from using of the buildings (live loads)
WindSnow
ACCIDENTAL High intensity, reduced time of actionEarthquake Explosion
Design value of action
Partial safety coefficient
Characteristic value of action
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I. DESIGN OF A RC CASTINPLACE SLAB
3. COMPUTATION OF LOADS
GENERALLY, THESE LOADS CAN BE CONSIDERED UNIFORMLYDISTRIBUTED ON THE SLAB SURFACE AND THERE ARE EXPRESSED INkN/m 2.
FOR THE CHARACTERISTIC VALUES k
DESIGN VALUES d
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I. DESIGN OF A RC CASTINPLACE SLAB
3. COMPUTATION OF LOADS
PERMANENT (DEAD) CHARACTERISTIC LOADS : gk
SELFWEIGHT
- RC SLAB
- PLASTER
- FLOOR
- Asphalt
- Mosaic
- Pavement
- Cement concrete lining
P
, , , 2 , 2
, 2
, 2
,
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I. DESIGN OF A RC CASTINPLACE SLAB
3. COMPUTATION OF LOADS
MATERIALS SPECIFIC WEIGHT
[kN/m3]
CONCRETES
R. C. 25.0
FINISHING PLASTERS
Cement mortar 21.0
Cement lime mortar 19.0
Lime or plaster mortar 17.0
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I. DESIGN OF A RC CASTINPLACE SLAB
3. COMPUTATION OF LOADS
VARIABLE (LIVE) CHARACTERISTIC LOADS : qk
IMPOSED LOADS
- CATEGORIES OF USE
- PARTITION WALLS
(according to SR EN 1991-1-1:2004)
Q
,,
,
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I. DESIGN OF A RC CASTINPLACE SLAB
3. COMPUTATION OF LOADS
PERMANENT DESIGN LOADS
VARIABLE DESIGN LOADS
TYPE OF LOAD
PARTIAL SAFETY FACTOR FOR ACTIONS
F
PERMANENT LOADS g = 1.35
VARIABLE LOADS q = 1.50
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I. DESIGN OF A RC CASTINPLACE SLAB
4. STATIC DESIGN OF THE SLAB
ESTABLISHING THE STATIC SCHEME
-The real slab is replaced with a continues beam having spans of l c and linear
distributed loads of pd x 1 m [kN/m]
Envelope curves
gd,gs/q d,gs = 0,5
gd,gs /q d,gs = 5
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I. DESIGN OF A RC CASTINPLACE SLAB
4. STATIC DESIGN OF THE SLAB
ESTABLISHING THE STATIC SCHEME
-The real slab is replaced with a continues beam having spans of l c and linear
distributed loads of pd x 1 m [kN/m]
14
envelope curves
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
CHARACTERISTIC AND DESIGN STRENGTH
CONCRETE
Quality of concrete is defined by the strength class, which is the characteristic
compressive strength on cylinders
Concrete class is
Design compressive strength of concrete
REINFORCEMENT
Design strength of reinforcement
,
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
CHARACTERISTIC AND DESIGN STRENGTH
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
FINALIZING THE THICKNESS OF THE SLAB
Design section of the slab
Reinforcement of the slab popt (%) for reinforcing with f yk = 400 500 N/mm 2 f yk = 300 400 N/mm 2
In 1 direction 0,25 0,50 0,30 0,60
In 2 directions 0,20 0,50 0,25 0,50
s s
hs
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
FINALIZING THE THICKNESS OF THE SLAB
Checking of the chosen thickness (necessary)
MEd the maximum bending moment from the static designb = 1000 mm
or = f( ) table , where
, in function of popt
100 1 0.5
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
FINALIZING THE THICKNESS OF THE SLAB
Computation of the necessary slab thickness
where,
/2
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
FINALIZING THE THICKNESS OF THE SLAB
Computation of the necessary slab thickness
!!!!!!!!! in function of the Exposure Classand Structural class ( Ch. 4.4 )
h s = M x 10 mm
max ,; ,;10
,
0.1 2
bond
durability
5 , 10 25
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
FINALIZING THE THICKNESS OF THE SLAB
If
OK
If
RE-CALCULATION OF THE LOADS MOMENTS
FINALIZING THE SLAB THICKNESS
,
,
, ,
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
CALCULATION OF THE REINFORCEMENT AREA
Effective depth:
2
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
DETAILING RULES principal reinforcements(SR EN 1992-1-1/ Ch. 9)
straight (bound) bars
welded bars (welded fabrics)
, 0.26 0.0013
, 0.04
1.5 200 . . 80 0.1 2 6
5
ngyt1
l d
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Slide 37
ngyt1 in conformity with the N.A.tamas.nagygyorgy, 11/03/02
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
DETAILING RULES principal reinforcements(SR EN 1992-1-1/ Ch. 9)
- At the edge of the slab
- Perpendicular to the girder , 25%, , 6/ l o
G P gs
gsgs
gs
lo /4
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
DETAILING RULES secondary reinforcements(SR EN 1992-1-1/ Ch. 9)
= min 20% A s
2.5 300 . .ngyt2
Slide 39
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Slide 39
ngyt2 in conformity with the N.A.tamas.nagygyorgy, 11/03/02
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
DETAILING RULES welded wire mesh (fabric) reinforcements(SR EN 1992-1-1/ Ch. 9)
- At the edge of the slab
- Perpendicular to the girder , 50, , , 5 l o
G P gs
gsgs
gs
lo /4
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5.58cm 2
4.52cm2
3.50cm2
3.50cm2
I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLABSLAB LAYOUT reinforcement with inclined bars
I DESIGNOFARCCASTIN PLACESLAB
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5.58cm 2
4.52cm2
3.50cm2
3.50cm2
I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLABSLAB LAYOUT reinforcement with inclined bars
I DESIGNOFARCCASTIN PLACESLAB
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5.58cm2
4.52cm2
3.50cm2
3.50cm2
I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLABSLAB LAYOUT reinforcement with straight bars
I DESIGNOFARCCASTIN PLACESLAB
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLABSLAB LAYOUT reinforcement with welded wire mesh (welded fabric)
I DESIGNOFARCCASTIN PLACESLAB
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I. DESIGN OF A RC CASTINPLACE SLAB
5. DIMENSIONING OF THE SLAB
CHECKING THE SLAB FOR SHEAR FORCES
Generally , in the case of usual slabs with low thickness, the reinforcement isresulting from the design for bending and reinforcement for shear force is notneeded.
To verify this:
, , , 100 1/3 0.035 3/2 1/2
, 0.18/
1200 2.00
0.02
II DESIGNOFTHESECONDARYBEAM
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II. DESIGN OF THE SECONDARY BEAM
1. COMPUTATION OF LOADS
B
l o sbbG bG
bsb
G
s.b
s.b
s.b.
G
II DESIGNOFTHESECONDARYBEAM
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II. DESIGN OF THE SECONDARY BEAM
1. COMPUTATION OF LOADS
P , , Q , ,
bsb
, ,
B
l o sbbG bG
G
s.b
s.b
s.b.
G
IT IS THE TOTALLOAD!!!
II DESIGNOFTHESECONDARYBEAM
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II. DESIGN OF THE SECONDARY BEAM
2. STATIC DESIGN OF THE SECONDARY BEAM
ESTABLISHING THE STATIC SCHEME
The secondary beam will be computed as a continues beam, with designspans , the supports being the girders. 0,
11
II.DESIGNOFTHESECONDARYBEAM
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II. DESIGN OF THE SECONDARY BEAM
3. DIMENSIONING OF THE SECONDARY BEAM
As1 Step 1
As1 Step 2
As1 Step 1
As2 = the minimum betweenthe reinforcements obtainedfrom the adjacent spans inStep 1 (here from M 1 and M2)
As1 Step 2
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
FINALIZING THE HEIGHT OF THE SECONDARY BEAM
Checking the chosen height (necessary)
M Ed - maximum bending moment from the static design
bsb - from pre-dimensioningor = f( ) table, where
, in function of popt 1.2 1.8
100 1 0.5
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
FINALIZING THE HEIGHT OF THE SECONDARY BEAM
Computation of the necessary height
,
long stirr
cnomC nom,longd s /2
max ,; , 10
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
FINALIZING THE HEIGHT OF THE SECONDARY BEAM
Computation of the necessary height
!!!!!!!!!!!!!!!!!!in function of the Exposure Classand Structural class ( Ch. 4.4 )
h sb = M x 50 mm and then verification h sb /b sb =1,5 3,0 ???
max ,; ,;10
,
20 25
bond
durability
10 , 10 25
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
FINALIZING THE HEIGHT OF THE SECONDARY BEAM
If
OK
If
RE-CALCULATION OF THE LOADS MOMENTS
FINALIZING THE HEIGHT OF THE SECONDARY BEAM
, ,
, ,
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN OF THE REINFORCEMENTS IN SPAN simple reinforced T section
The effective width of the flange ( beff ), depends on the web and flangedimensions, the type of loading, the span, the support conditions and thetransverse reinforcement.
The effective width of the flange ( beff ) should be based on the distance l 0between points of zero moment.
(B) (B) (B)
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN OF THE REINFORCEMENTS IN SPAN simple reinforced T section
, , 0,2 0,10 0,20,
beff
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN OF THE REINFORCEMENTS IN SPAN simple reinforced T section
Table method
If > lim re-dimensioning of the section
/
/
2
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II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DETAILING RULES(SR EN 1992-1-1/ Ch. 9 and P100/1-2006, Ch.5)- At the edge of the beam
- Anchorage of bottom reinforcement at end support
- Anchorage at intermediate supports
, 15%,
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DETAILING RULES
>0.3l o >0.3l o >0.3l o
~10cm
l
10d
l bd
l bd
min 2
min 228 secondary
min 2
min 2
A B A
28 secondary
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DETAILING RULES
(ch. 8.4.4)
for anchorages in tension
for anchorages in compression, 0.3,;10;100
, 0.6,;10;100
12345 , ,, /4/
4
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II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN OF THE REINFORCEMENTS ON THE SUPPORTSdouble reinforced rectangular cross section
Is calculated
- If a > lim re-dimensioning of the section
- If a < 0
2 22
1 2
IT IS THE MINIMUMEFFECTIVE AREA !!!
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II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN OF THE REINFORCEMENTS ON THE SUPPORTSdouble reinforced rectangular cross section
Is calculated
- Must be checked if no yielding of compressed reinf.F c acts at the level of F s2
2 22
IT IS THE MINIMUMEFFECTIVE AREA !!!
1.25 1 1 2
2 /
2 2
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN FOR SHEAR FORCEComputation the shear resistance of concrete
, 0.18/ 1 200 2.00
0.02
, , 100 1/3 0.035 3/2 1/2
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN FOR SHEAR FORCE
If minimum shear reinforcement will be provide
For providing of double-arm stirrups
,
, 0.08
, 0.75 1 400
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN FOR SHEAR FORCE
If is imposed = 45 o (crack)
= 90 o (stirrups)where z 0,9d
choose Asw = n x sw snec
and then must be verified if
,
II. DESIGN OF THE SECONDARY BEAM
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3. DIMENSIONING OF THE SECONDARY BEAM
DESIGN FOR SHEAR FORCEDETAILING RULES
To have a ductile failure
Where
, , 0.51
1 0.6 1 250
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