Sachpazis_verification of the Ultimate Punching Shear Resistance to Ec2 1992-1!1!2004 With Na Cen

VERIFICATION OF THE ULTIMATE

PUNCHING SHEAR RESISTANCE

EUROCODE 2

GEODOMISI Ltd. - Dr. Costas Sachpazis Civil & Geotechnical Engineering Consulting Company for

Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30) 6936425722 & (+44) 7585939944,

www.geodomisi.com - [email protected]


Structural Engineering, Soil Mechanics, Rock Mechanics,

Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 -

Mobile: (+30) 6936425722 & (+44) 7585939944,


Project: VERIFICATION OF THE ULTIMATE PUNCHING

SHEAR RESISTANCE to EUROCODE2 1992-1-1:2004

with NA=CEN.

Job Ref.

www.geodomisi.com

Section

Civil & Geotechnical Engineering Sheet no./rev. 1

Calc. Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

Date App'd by Date

INDEX

DESCRIPTION

CHECKS 1.- Zone adjacent to the support or load (Persistent situations) 3

2.- Zone with punching shear reinforcement (Persistent situations) 5

3.- External zone to the punching shear reinforecement (Persistent situations) 7

4.- Punching shear reinforcement (EN 1992-1-1:2004/AC:2008, 9.4.3(2)) 9

5.- Clear distance between two isolated consecutive bars 9

6.- Distance between the support's face and the first punching shear reinforcement 10

7.- Distance between transverse consecutive reinforcement perimeters 10

8.- Distance between two consecutive reinforcements in peripheral direction 11

9.- Distance between the support's external face and the outermost bar inclined at 45° 11

GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical Engineering Consulting Company for


Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461

Mobile: (+30) 6936425722 & (+44) 7585939944,


DESCRIPTION

Calculation of the punching shear perimeters

CHECKS

1.- Zone adjacent to the support or load (Persistent situations) The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.The following criteria must be satisfied:

Where:

vEd: Design value of the sheer stress along the control section considered.

vRd,max: Design value of the maximum punching shear resistance along the control section considered.

The design value of the sheer stress along the control section considered is obtained from the following expression (EN 1992

Where:

VEd: Design value of the applied shear force.

Ed Rd,maxv v≤

Ed

Ed

0

Vv

u d

β ⋅=

⋅

Dr. Costas Sachpazis Civil & Geotechnical Engineering Consulting Company for


Fax.:+30 210 5711461 -


SHEAR RESISTANCE to EUROCODE2 1992-

with NA=CEN.

Section

Civil & Geotechnical Engineering

Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

Calculation of the punching shear perimeters

Perimeter of the s

u0:

Critical perimeter

u1:

xG:

yG:

W1x:

W1y:

Punching shear reinforcement perimeter

uout,ef:

xG:

yG:

Wout,ef,x:

Wout,ef,y:

Zone adjacent to the support or load (Persistent situations)

The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.The following criteria must be satisfied:

: Design value of the sheer stress along the control section considered.

: Design value of the maximum punching shear resistance along the

of the sheer stress along the control section considered is obtained from the following expression (EN 1992-1-1:2004/AC:2008, 6.4.5):

: Design value of the applied shear force.

VERIFICATION OF THE ULTIMATE PUNCHING

-1-1:2004

Job Ref.

www.geodomisi.com

Sheet no./rev. 1

Date App'd by Date

Page 3 - 11

Perimeter of the support (C1)

1600 mm

Critical perimeter

4362 mm

0 mm

0 mm

19163.6 cm²

19163.6 cm²

Punching shear reinforcement perimeter

5031 mm

0 mm

0 mm

51487.8 cm²

51487.8 cm²

The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.

2.43 MPa ≤≤≤≤ 4.50 MPa

vEd : 2.43 MPa

vRd,max : 4.50 MPa

of the sheer stress along the control section considered is obtained

vEd : 2.43 MPa

VEd : 756.75 kN




Mobile: (+30) 6936425722 & (+44) 7585939944,




with NA=CEN.

Job Ref.

www.geodomisi.com

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

Date App'd by Date

Page 4 - 11

ββββ: Coefficient which takes into account the effects of load eccentricity. (EN 1992-1-1:2004/AC:2008, 6.4.3). ββββ : 1.13

kx: Coefficient which depends on the relationship between the dimensions cy (dimension in direction of the y-axis) and cx (dimension in direction of the x-axis) of the column (EN 1992-1-1:2004/AC:2008, Table 6.1). kx : 0.60

ky: Coefficient which depends on the relationship between the dimensions cx (dimension in direction of the x-axis) and cy (dimension in direction of the y-axis) of the column (EN 1992-1-1:2004/AC:2008, Table 6.1). ky : 0.60

MEdx: Design moment around the x-axis, regarding the center of gravity of the critical perimeter u1. MEdx : 58.65 kN·m

MEdy: Design moment around the y-axis, regarding the center of gravity of the critical perimeter u1. MEdy : 12.30 kN·m

MEdOx: Design moment around the x-axis, regarding the center of gravity of the column. MEdOx : 58.65 kN·m

MEdOy: Design moment around the y-axis, regarding the center of gravity of the column. MEdOy : 12.30 kN·m

u1: Critical punching shear perimeter (EN 1992-1-1:2004/AC:2008, 6.4.2). u1 : 4362 mm

W1x : 19163.6 cm²

dl: Differential element of the critical perimeter length.

ey: Distance from dl to the axis where the moment MEdx acts about.

W1y : 19163.6 cm²

ex: Distance from dl to the axis where the moment MEdy acts about.

u0: Verification critical punching shear perimeter of the area adjacent to the support or load (EN 1992-1-1:2004/AC:2008, 6.4.5). u0 : 1600 mm

d: Nominal depth of the slab. d : 220 mm

The design value of the maximum punching shear resistance along the control section considered is obtained from the following expression (EN 1992-1-1:2004/AC:2008, 6.4.5):

vRd,max : 4.50 MPa

νννν : 0.54

Where:

fck: Concrete compressive strength. fck : 25.00 MPa

EdyEdx 1 1x y

Ed 1x Ed 1y

MM u u1 k k

V W V Wβ = + ⋅ ⋅ + ⋅ ⋅

1u

1x y

0

W e dl= ⋅∫

1u

1y x

0

W e dl= ⋅∫

Rd,max cdv 0.5 f= ⋅ ν ⋅

ckf0.6 1

250

ν = ⋅ −




Mobile: (+30) 6936425722 & (+44) 7585939944,


fcd: Design value of the concrete compression force in the direction oflongitudinal member axis.

2.- Zone with punching shear reinforcement (Persistent situations) The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.The following criteria must be satisfied:

Where:


vRd,cs: Design value of the punching shear resistance of a slab with punching shear reinforcement along the control section cons


Where:


ββββ: Coefficient which takes into account the effects of load eccentricity. (EN 1992-1-1:2004/AC:2008, 6.4.3).

kx: Coefficient which depends on the relationship between the dimensions cy (dimension in direction of the ythe x-axis) of the column (EN 1992

ky: Coefficient which depends on the relationship between the dimensions cx (dimension in direction of the xthe y-axis) of the column (EN 1992

MEdx: Design moment around the xthe critical perimeter u1.

MEdy: Design moment around the ythe critical perimeter u1.

MEdOx: Design moment around the xof the column.

MEdOy: Design moment around the yof the column.

u1: Critical punching shear perimeter (EN 1992


Ed Rd,csv v≤

Ed

Ed

1

Vv

u d

β ⋅=

⋅

Edx 1 1x y

Ed 1x Ed 1y

M u u1 k k

V W V Wβ = + ⋅ ⋅ + ⋅ ⋅

1u

1x y

0

W e dl= ⋅∫



Fax.:+30 210 5711461 -



with NA=CEN.

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

: Design value of the concrete compression force in the direction of the longitudinal member axis.

Zone with punching shear reinforcement (Persistent situations)

The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.The following criteria must be satisfied:


: Design value of the punching shear resistance of a slab with punching shear reinforcement along the control section considered.

The design value of the sheer stress along the control section considered is obtained from the following expression (EN 1992-1-1:2004/AC:2008, 6.4.3):


: Coefficient which takes into account the effects of load eccentricity. (EN 1:2004/AC:2008, 6.4.3).

: Coefficient which depends on the relationship between the dimensions (dimension in direction of the y-axis) and cx (dimension in direction of

axis) of the column (EN 1992-1-1:2004/AC:2008, Table 6.1).

: Coefficient which depends on the relationship between the dimensions (dimension in direction of the x-axis) and cy (dimension in direction of

axis) of the column (EN 1992-1-1:2004/AC:2008, Table 6.1).

: Design moment around the x-axis, regarding the center of gravity of .

: Design moment around the y-axis, regarding the center of gravity of .

: Design moment around the x-axis, regarding the center of gravity

: Design moment around the y-axis, regarding the center of gravi

: Critical punching shear perimeter (EN 1992-1-1:2004/AC:2008, 6.4.2).

: Differential element of the critical perimeter length.

Edy1 1x y

Ed 1x Ed 1y

Mu u1 k k

V W V Wβ = + ⋅ ⋅ + ⋅ ⋅


-1-1:2004

Job Ref.

www.geodomisi.com

Sheet no./rev. 1

Date App'd by Date

Page 5 - 11

the fcd : 16.67 MPa


0.89 MPa ≤≤≤≤ 4.90 MPa

vEd : 0.89 MPa

: Design value of the punching shear resistance of a slab with punching vRd,cs : 4.90 MPa

The design value of the sheer stress along the control section considered is obtained

vEd : 0.89 MPa

VEd : 756.75 kN

: Coefficient which takes into account the effects of load eccentricity. (EN ββββ : 1.13

: Coefficient which depends on the relationship between the dimensions (dimension in direction of

kx : 0.60

: Coefficient which depends on the relationship between the dimensions on of

ky : 0.60

axis, regarding the center of gravity of MEdx : 58.65 kN·m

ng the center of gravity of MEdy : 12.30 kN·m

axis, regarding the center of gravity MEdOx : 58.65 kN·m

ty MEdOy : 12.30 kN·m

1:2004/AC:2008, 6.4.2). u1 : 4362 mm

W1x : 19163.6 cm²




Mobile: (+30) 6936425722 & (+44) 7585939944,




with NA=CEN.

Job Ref.

www.geodomisi.com

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

Date App'd by Date

Page 6 - 11


W1y : 19163.6 cm²



The design value of the punching shear resistance of a slab with punching shear reinforcement along the control section considered is obtained from the following expression (EN 1992-1-1:2004/AC:2008, 6.4.5):

vRd,cs : 4.90 MPa

Where:

vRd,c : 0.95 MPa

with a minimum value of:

vRd,c,min : 0.68 MPa

Where:

γγγγc: Concrete resistance reduction coefficient. γγγγc : 1.50

k: Coefficient which depends on the nominal depth of 'd'. k : 1.95


ρρρρl: Geometric steel area of the main tensile longitudinal reinforcement. ρρρρl : 0.0132

Where:

ρρρρlx: Ratio in X-direction. ρρρρlx : 0.0132

ρρρρly: Ratio in Y-direction. ρρρρly : 0.0132

σσσσcp: Average axial stress on the critical verification surface (positive compression), with a maximum value of σcp,max. σσσσcp : 2.00 MPa

σσσσcp,max : 3.33 MPa

fcd: Design value of the concrete compression force in the direction of the longitudinal member axis. fcd : 16.67 MPa

1u

1y x

0

W e dl= ⋅∫

swywd,ef

r

Rd,cs Rd,c

1

Af sin

sv 0.75 v 1.5

u

⋅ ⋅ α

= ⋅ + ⋅∑

( )1 /3

Rd,c l ck cp

c

0.18v k 100 f 0.1= ⋅ ⋅ ⋅ ρ ⋅ + ⋅ σ

γ

3 /2 1 /2

Rd,c,min ck cpv 0.035 k f 0.1= ⋅ ⋅ + ⋅ σ

200k 1 2

d

= + ≤

l lx ly 0.02ρ = ρ ⋅ ρ ≤

cp,max cd0.20 fσ = ⋅




Mobile: (+30) 6936425722 & (+44) 7585939944,


Asw: Total area of punching shear reinforcement within a permieter concentric with the support or loaded area.

sr: Radial distance between two concentric perimeters of rei

αααα: Angle between the shear reinforcement and the plane of the slab.

Reference

111

111

fywd,ef: Effective design strength of the punching shear

fywd: Design yield strength of the shear reinforcement.

(EN 1992-1-1:2004/AC:2008, 6.2.3(3))

u1: Critical punching shear perimeter (EN 1992

3.- External zone to the punching shear reinforecement (Persistent situations) The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.The following criteria must be satisfied:

Where:


vRd,c: Design value of the punching shear resistance of a slab without punching shear reinforcement along the control section considered.


Where:


ββββ: Coefficient which takes into account the effects of load eccentricity. (EN

1992-1-1:2004/AC:2008, 6.4.3).

ywd,ef ywdf 250 0.25 d f= + ⋅ ≤

ywd ywkf 0.8 f= ⋅

Ed Rd,cv v≤

Ed

Ed

out,ef

Vv

u d

β ⋅=

⋅

Edx out,ef out,ef

x y

Ed out,ef,x Ed out,ef,y

M u u1 k k

V W V Wβ = + ⋅ ⋅ + ⋅ ⋅



Fax.:+30 210 5711461 -



with NA=CEN.

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

: Total area of punching shear reinforcement within a permieter concentric with the support or loaded area.

: Radial distance between two concentric perimeters of reinforcement.

: Angle between the shear reinforcement and the plane of the slab.

Asw (mm²)

sr (mm)

α (degrees)

2262 80 45.0

2262 80 45.0

: Effective design strength of the punching shear reinforcement.

: Design yield strength of the shear reinforcement.

1:2004/AC:2008, 6.2.3(3))

perimeter (EN 1992-1-1:2004/AC:2008, 6.4.2).

External zone to the punching shear reinforecement (Persistent situations)

The worst case design forces occur for load combination 1.35·SW+1.35·DL1+1.5·LL1.must be satisfied:


: Design value of the punching shear resistance of a slab without punching nt along the control section considered.

The design value of the sheer stress along the control section considered is obtained from the following expression (EN 1992-1-1:2004/AC:2008, 6.4.5):


: Coefficient which takes into account the effects of load eccentricity. (EN

1:2004/AC:2008, 6.4.3).

EdyEdx out,ef out,ef

x y

Ed out,ef,x Ed out,ef,y

MM u u1 k k

V W V Wβ = + ⋅ ⋅ + ⋅ ⋅


-1-1:2004

Job Ref.

www.geodomisi.com

Sheet no./rev. 1

Date App'd by Date

Page 7 - 11

nforcement.

Asw/sr (cm²/m)

282.8

282.8

fywd,ef : 305.00 MPa

fywd : 320.00 MPa

fywk : 400.00 MPa

u1 : 4362 mm

External zone to the punching shear reinforecement (Persistent situations)


0.72 MPa ≤≤≤≤ 0.95 MPa

vEd : 0.72 MPa

: Design value of the punching shear resistance of a slab without punching vRd,c : 0.95 MPa

The design value of the sheer stress along the control section considered is obtained

vEd : 0.72 MPa

VEd : 756.75 kN

: Coefficient which takes into account the effects of load eccentricity. (EN

ββββ : 1.05




Mobile: (+30) 6936425722 & (+44) 7585939944,




with NA=CEN.

Job Ref.

www.geodomisi.com

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

Date App'd by Date

Page 8 - 11

kx: Coefficient which depends on the relationship between the dimensions cy (dimension in direction of the y-axis) and cx (dimension in direction of the x-axis) of the column (EN 1992-1-1:2004/AC:2008, Table 6.1). kx : 0.60

ky: Coefficient which depends on the relationship between the dimensions cx (dimension in direction of the x-axis) and cy (dimension in direction of the y-axis) of the column (EN 1992-1-1:2004/AC:2008, Table 6.1). ky : 0.60

MEdx: Design moment around the x-axis, regarding the center of gravity of the critical perimeter uout,ef. MEdx : 58.65 kN·m

MEdy: Design moment around the y-axis, regarding the center of gravity of the critical perimeter uout,ef. MEdy : 12.30 kN·m

MEdOx: Design moment around the x-axis, regarding the center of gravity of the column. MEdOx : 58.65 kN·m

MEdOy: Design moment around the y-axis, regarding the center of gravity of the column. MEdOy : 12.30 kN·m

uout,ef: Critical punching shear perimeter outside the reinforced zone (EN 1992-1-1:2004/AC:2008, 6.4.5). uout,ef : 5031 mm

Wout,ef,x : 51487.8 cm²



Wout,ef,y : 51487.8 cm²



The design value of the punching shear resistance of a slab without punching shear reinformcement along the control section considered is obtained from the following expression (EN 1992-1-1:2004/AC:2008, 6.4.4):

vRd,c : 0.95 MPa

with a minimum value of:

vRd,c,min : 0.68 MPa

Where:

γγγγc: Concrete resistance reduction coefficient. γγγγc : 1.50

k: Coefficient which depends on the nominal depth of 'd'. k : 1.95


ρρρρl: Geometric steel area of the main tensile longitudinal reinforcement. ρρρρl : 0.0132

out,efu

out,ef,x y

0

W e dl= ⋅∫

out,efu

out,ef,y x

0

W e dl= ⋅∫

( )1 /3

Rd,c l ck cp

c

0.18v k 100 f 0.1= ⋅ ⋅ ⋅ ρ ⋅ + ⋅ σ

γ

3 /2 1 /2

Rd,c,min ck cpv 0.035 k f 0.1= ⋅ ⋅ + ⋅ σ

200k 1 2

d

= + ≤




Mobile: (+30) 6936425722 & (+44) 7585939944,


Where:

ρρρρlx: Ratio in X-

ρρρρly: Ratio in Y-

σσσσcp: Average axial stress on the critical verification surface (positive compression), with a maximum value of

fcd: Design value of the concrete compression forthe longitudinal member axis.

4.- Punching shear reinforcement (EN 1992 Where shear reinforcement is required the area of a link leg (or equivalent), A(9.11).

Reference Asw

(mm²)

111 113

111 113 where:

Asw: the area of a link leg (or equivalent).

αααα: is the angle between the shear reinforcement and the main steel (i.e. fα = 90° and sin α = 1).

sr: is the spacing of shear links in the radial direction.

st: is the spacing of shear links in the tangential direction.

fck: is in MPa

5.- Clear distance between two isolated consecutive bars The horizontal and vertical clear spacing dsmin (EN 1992-1-1:2004/AC:2008, 8.2(2)):

l lx ly 0.02ρ = ρ ⋅ ρ ≤

cp,max cd0.20 fσ = ⋅

( ) ( ),min1,5 sin cos / 0,08 / 9.11

sw r t ck ykA s s f fα α⋅ ⋅ + ⋅ ≥ ⋅

( ) ( )

( ),min

,min

1,5 sin cos /

0,08 /

w sw r t

w ck yk

A s s

f f

ρ α α

ρ

= ⋅ ⋅ + ⋅

= ⋅

l mind s≥



Fax.:+30 210 5711461 -



with NA=CEN.

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

-direction.

-direction.

: Average axial stress on the critical verification surface (positive compression), with a maximum value of σcp,max.

: Design value of the concrete compression force in the direction of the longitudinal member axis.

Punching shear reinforcement (EN 1992-1-1:2004/AC:2008, 9.4.3(2))

Where shear reinforcement is required the area of a link leg (or equivalent), Asw,min

(mm²)

sr (mm)

st (mm)

α

(degrees) ρw ρw,min

80 33 45.0 0.0757 0.0010

80 33 45.0 0.0757 0.0010

: the area of a link leg (or equivalent).

: is the angle between the shear reinforcement and the main steel (i.e. for vertical links

: is the spacing of shear links in the radial direction.

: is the spacing of shear links in the tangential direction.

between two isolated consecutive bars

The horizontal and vertical clear spacing dl between two consecutive bars should be greater than or equal to 1:2004/AC:2008, 8.2(2)):

0.02

( ) ( )1,5 sin cos / 0,08 / 9.11sw r t ck ykA s s f f⋅ ⋅ + ⋅ ≥ ⋅


-1-1:2004

Job Ref.

www.geodomisi.com

Sheet no./rev. 1

Date App'd by Date

Page 9 - 11

ρρρρlx : 0.0132

ρρρρly : 0.0132

σσσσcp : 2.00 MPa

σσσσcp,max : 3.33 MPa

ce in the direction of fcd : 16.67 MPa

1:2004/AC:2008, 9.4.3(2))

sw,min, is given by Expression

w,min ρw ≥ ρw,min

0.0010

0.0010

or vertical links

fck : 25.00 MPa

between two consecutive bars should be greater than or equal to

21 mm ≥≥≥≥ 20 mm




Mobile: (+30) 6936425722 & (+44) 7585939944,


Where:

smin: Maximum value of s1, s2

Where:

dg: Maximum size of aggregate.

Ømax: Diameter of the thickest bar of the transverse reinforcement.

111

111

6.- Distance between the support's face and the first punching shear reinforcement The distance between the face of the support or loaded area and the first punching shear rnot be greater than smax (EN 1992-

Where:

d: Nominal depth of the slab.

7.- Distance between transverse consecutive reinforcemen The distance dl between consecutive transverse reinforcement perimeters should be, at most, equal to s1992-1-1:2004/AC:2008, 9.4.3):

Where:

1 maxs = ∅

2 gs 5 d= +

3s 20mm=

l maxd s≤

maxs 0.5 d= ⋅

l maxd s≤



Fax.:+30 210 5711461 -



with NA=CEN.

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by

2, s3.

: Maximum size of aggregate.

: Diameter of the thickest bar of the transverse reinforcement.

dl (mm)

smin (mm)

Ømax (mm)

21 20 12

21 20 12

Distance between the support's face and the first punching shear reinforcement

The distance between the face of the support or loaded area and the first punching shear r-1-1:2004/AC:2008, 9.4.3):

: Nominal depth of the slab.

Distance between transverse consecutive reinforcement perimeters

between consecutive transverse reinforcement perimeters should be, at most, equal to s


-1-1:2004

Job Ref.

www.geodomisi.com

Sheet no./rev. 1

Date App'd by Date

Page 10 - 11

smin : 20 mm

s1 : 12 mm

s2 : 17 mm

s3 : 20 mm

dg : 12 mm

Ømax : 12 mm

Distance between the support's face and the first punching shear reinforcement

The distance between the face of the support or loaded area and the first punching shear reinforcement should

80 mm ≤≤≤≤ 110 mm

smax : 110 mm

d : 220 mm

between consecutive transverse reinforcement perimeters should be, at most, equal to smax (EN

80 mm ≤≤≤≤ 165 mm




Mobile: (+30) 6936425722 & (+44) 7585939944,



8.- Distance between two consecutive reinforcements in peripheral direction The distance dl between two consecutive perimeter reinforcements should not be greater than s1-1:2004/AC:2008, 9.4.3):

Where:


9.- Distance between the support's external face and the outermost bar inclined at 45° This combination does not proceed since the reinforcement is locatesupport.

maxs 0.75 d= ⋅

l maxd s≤

= ⋅maxs 1.5 d



Fax.:+30 210 5711461 -



with NA=CEN.

Section


Calc.

Dr. C. Sachpazis

Date

16/01/2016

Chk'd by


Distance between two consecutive reinforcements in peripheral direction

between two consecutive perimeter reinforcements should not be greater than s


Distance between the support's external face and the outermost bar inclined at 45°

This combination does not proceed since the reinforcement is located between the external faces of the

GEODOMISI Ltd. Civil & Geotechnical Engineering Consulting Company for

Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation

Engineering & Retaining Structures.Tel.: (+30) 210 5238127, 210 5711263

(+30) 6936425722 & (+44) 7585939944,

www.geodomisi.com


-1-1:2004

Job Ref.

www.geodomisi.com

Sheet no./rev. 1

Date App'd by Date

Page 11 - 11

smax : 165 mm

d : 220 mm

Distance between two consecutive reinforcements in peripheral direction

between two consecutive perimeter reinforcements should not be greater than smax (EN 1992-

33 mm ≤≤≤≤ 330 mm

smax : 330 mm

d : 220 mm

Distance between the support's external face and the outermost bar inclined at 45°

d between the external faces of the


Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation

Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile:

(+30) 6936425722 & (+44) 7585939944,


Documents

Sachpazis_verification of the Ultimate Punching Shear Resistance to Ec2 1992-1!1!2004 With Na Cen