6. Punching Shear Calculation

1.5 PUNCHING SHEAR CHECK

66 of 188

SAFE

SAFE v8.1.0 - File: PENT 100 IFC-R1-A - December 5,2009 11:40 - Scale: Fit to Page Structural Layer Plan View - KN-m Units

67 of 188

LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES

PROJECT:

SIDRA MEDICAL & RESEARCH CENTER, DOHA

TITLE:

CLINIC BUILDING-PUNCHING SHEAR CHECK

DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET

Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid F-5 column load) (Point label : 32)

V =

3390

kN

(Subtracting beam shear forces 331KN ) (3721 - 331 = 3390)

Moment transmitted to column

Mx =

0

kN-m


My =

122

kN-m

Depth of Slab provided

=

450

mm

clear cover assumed

=

30

mm

Effective depth of the Slab

=

372

mm

Size of the column

=

800

mm

Grade of Reinforcement

=

420

N/mm2

Grade of Concrete of Flat Slab

=

40

N/mm2

Veff

i) Effective shear force at face of column maximum shear stress at the column face

=

3618.8

=

Veff / (uod)

uo =

v max

4xd

kN

=

(Unbalanced bending moment from SAFE) along axis of beam My is 122 kN-m

(Square)

( As per clause 3.7.6.2 of BS:8110- Part-1-2005)

3200

mm

3618750 = --------------------------1190400 =

3.04

N/mm2

<

2 5 N/mm

N/mm2 < 5 0.8 √fck = (refer 3.7.7.2, BS8110-1)

Hence safe ii) Punching shear perimeter at 1.5d from face of column : u = =

4 x ( Column size + 2 x 1.5 x effective depth of slab) 4x ( 800 + 2 x 1.5 x372)

=

7664

mm

1.5d

1916 1.5d

1.5d 1916

mm 1.5d

1916mm

68 of 188


PROJECT:


TITLE:


Effective shear force at 1.5d from face of column Net shear force at 1.5d from face of column

Veff =

Veff =

Design punching shear stress

v

3485.511 kN

3373.9

DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET


kN

Veff = --------uxd 3373.92*1000 = ---------------------------7664 x 372 =

1.18

N/mm2

Area of main steel given

=

8040

mm2

% of steel

=

2.16 %

Corresponding shear stress ( refer Table3.8, BS8110-1)

=

0 82 N/mm2 0.82

Vc =

0.96 N/mm2

this value to increased by (fck/25)

1/3

v

> Vc

Grade

=

40

N/mm2

(refer 3.7.7.4, BS8110-1)

Shear reinforcement is required As Per Clause3.7.7.5 of BS 8110 : 1997

Design of Shear Links : v

=

1.18 N/mm2

Vc

=

0.96 N/mm2 for case v<1.6vc

For Case

= 1.6 x0.9

=

Diameter of Shear Links Area Of Shear Links

= asv = PI()*dia^2/4

Grade of Shear Links Reinforcement

= fyv =

1.53 N/mm2 12 mm 113.10

mm2

420 N/mm2

Angle between the Shear Reinforcement & Plane of the Slab Total Shear Reinforcement Required

∑Asv =

Min Shear Reinforcement Required

∑Asv Sinα

∑Asv Req

<

∑Asv Min So, Provide ∑Asv =

No Of Shear Links In section Considered Provide

90

=

0

(v-Vc) x u x d (0.87 x fyv ) = 0.4 x u x d/(0.87 x fyv)

=

3121 mm2

mm2

3121.0 n = Asv/asv

1762.05 mm2

=

=

28

28 Nos of 12 mm dia bars

69 of 188


PROJECT:


TITLE:


DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET

iii) Punching shear perimeter at 2.25d from face of column :u = =

4 x ( Column size + 2 x 2.25 x effective depth of slab) 9896

=

4x ( 800 + 2 x 2.25 x372)

mm

2.25d.

2474 2.25d

2.25d 2.25d

2474mm Effective shear force at 2.25d from face of column

Veff =

3464.0

kN

Net shear force at 2.25d from face of column

Veff =

3278

kN


v


Veff = --------uxd 3277.91*1000 = ---------------------------9896 x 372 =

0.89

N/mm2


=

% of steel

=

2.16 %


=

0.82 N/mm2

Vc =

0.96 N/mm2

this value to increased by (fck/25)

1/3

v

8040

< Vc

mm2

Grade

=

40

N/mm

2

(refer 3.7.7.4, BS8110-1)

Punching Shear is OK, No shear reinforcement is required.

70 of 188

LARSEN & TOUBRO LIMITED GLOBAL ENGINERING SERVICES DOCUMENT NO PROJECT:


08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS


TITLE:

DATE

1861B-CS-05-00216

SHEET

Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid E-4 column load) (Point label : 56)

V =


Mx

=


My

=

2648

kN

(Subtracting beam shear forces 305KN from safe output,2750 -102 = 2648)

578

kN-m

(Unbalanced bending moment from SAFE) Max. of Mx and My is 578 kN-m

kN-m


=

450

mm

clear cover assumed

=

30

mm


=

372

mm

d =

700

mm


=

420

N/mm2


=

40

N/mm2

Size of the column

i) Effective shear force at face of column

= Vt *

(circuar)

( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Where,Mt- Design moment about x/y axis

{1+ 1.5Mt } Vt x

= 2648X{1+ (1.5X578) + (2648X700/1000) Veff

Effective shear force at face of column

=

maximum shear stress at the column face

= uo =

v max

3886.6

0}

x - length of the side of the perimeter considered parallel to axis of bending

kN

Veff / (uod) ∏xd

=

2199.11 mm

3886571 = --------------------------(2199.12x372) =

4.75

N/mm2

<

2 5 N/mm

N/mm2 0.8 √fck = < 5 (refer 3.7.7.2, BS8110-1)



=

7264

mm

1.5d

1816mm 1.5d

1.5d 1816

mm 1.5d

1816mm

71 of 188



Effective shear force at 1.5d from face of column

Veff = Vt *

Veff Effective shear force at 1.5d from face of column Net shear force at 1.5d from face of column

CHECKED

KAMAL

JSB/MDS

= 2648X{1+ (1.5X578) + (2648X1816/1000)

v

kN

3125.4 -{((0.45*24+4)*1.4+2.5*1.6)*1816*1816/1000000}

Vnet =


0}

Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}

= =


SHEET


{1+ 1.5Mt } Vt x

Veff = 3125.42

08/12/2009

DESIGNED


TITLE:

DATE

1861B-CS-05-00216

3043.9

kN

Vnet = --------uxd 3043.9*1000 = ---------------------------7264 x 372 =

1.13

N/mm2


=

8040

mm2

% of steel

=

2.16

%


=

0.83

N/mm2

Vc =

0.97

N/mm2

this value to increased by (fck/25)1/3

v

> Vc

Grade

=

40

N/mm2

(refer 3.7.7.4, BS8110-1)



=

1.13 N/mm2

Vc

=


For Case

= 1.6 x0.9

=


1.550807 N/mm2 12 mm



113.10

=

mm2

420 N/mm2

fyv =


∑Asv =

(v-Vc) x u x d (0.87 x fyv )


∑Asv Sinα

=

∑Asv Req

<



90 0

=

0.4 x u x d/(0.87 x fyv)

=

2958 mm2

mm2

2958.1 n = Asv/asv

1162.49 mm2

=

=

26


72 of 188


SIDRA MEDICAL & RESEARCH CENTER, DOHA CLINIC BUILDING-PUNCHING SHEAR CHECK

TITLE:

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET



=

4x ( 700 + 2 x 2.25 x372)

mm

2.25d.

2374mm 2.25d

2.25d 2.25d

2374mm Effective shear force at 2.25d from face of column

Veff Effective shear force at 2.25d from face of column Net shear force at 2.25d from face of column

{1+ 1.5Mt } ( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Vt x (1.5X578) = 2648X{1+ + 0} (2648X2374/1000)

Veff

Veff =


kN

Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}

=

3013.2 -{((0.45*24+4)*1.4+7.5*1.6)*2374*2374/1000000}

Vnet =

v

Vt *

3013.2

= Net shear force at 2.25d from face of column

=

2873.89

kN

Vnet = --------uxd 2873.89*1000 = ---------------------------9496 x 372 =

N/mm2

0.81


=

% of steel

=

2.16

%


=

0.83

N/mm2

Vc =

0.97

N/mm2


v

< Vc

mm2

8040

Grade

=

40

N/mm2

(refer 3.7.7.4, BS8110-1)


73 of 188


PROJECT: SIDRA MEDICAL & RESEARCH CENTER, DOHA

DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS


TITLE:

SHEET

Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid C-9 column load) (Point label : 14)

V =

1263

kN

(Subtracting beam shear forces 283KN & 273KN from safe output,1819 - 283 - 273 = 1263) (Unbalanced bending moment from SAFE) Along axis of the beam My is 1162kN-m


Mx =

0

kN-m


My =

1162

kN-m


=

450

mm

clear cover assumed

=

30

mm


=

372

mm

Size of the column

=

700

mm


=

420

N/mm2


=

40

N/mm2


Veff

= 1.25 X V


Veff

=

1578.8

=

Veff / (uod)


uo =

v max

∏xd

(Circular)

( As per clause 3.7.6.3 of BS:8110- Part-1-2005) kN

=

2199.11 mm

1578750 = --------------------------(2199.12x372) =

1.93

N/mm2

<

2 5 N/mm

N/mm2 0.8 √fck = < 5 (refer 3.7.7.2, BS8110-1)


( Column size + 2 x 1.5 x effective depth of slab)+2 ( Column size + 1.5 x effective depth of slab) ( 700 + 2 x 1.5 x372)+2(700+1.5x372)

=

4332

mm

1258mm 1.5d

1.5d 1258

mm 1.5d

1816mm

74 of 188



DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS


TITLE:

Effective shear force at 1.5d from face of Veff column Effective shear force at 1.5d from face of column Net shear force at 1.5d from face of column

= 1.25 X V

Veff =

=

1578.75 kN

1579 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000}

Veff =


v


Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}

=


SHEET

1509.3

kN

Veff = --------uxd 1509.31*1000 = ---------------------------4332 x 372 =

0.94

N/mm2


=

4020

mm2

% of steel

=

1.08 %


=

0.66 N/mm2

Vc =

0.77 N/mm2


v

> Vc

Grade

=

2 40 N/mm

(refer 3.7.7.4, BS8110-1)



=

0.94 N/mm2

Vc =

0.77 N/mm2

For Case

for case v<1.6vc

= 1.6 x0.77

=




= fyv =

1.23 N/mm2 12 mm 113.10

mm2

420 N/mm2


∑Asv =


∑Asv Sinα

∑Asv Req <



90 0

=

(v-Vc) x u x d (0.87 x fyv )

=

= 0.4 x u x d/(0.87 x fyv) 1764.1

n = Asv/asv

731.42 mm2

=

1764 mm2

mm2 =

16


75 of 188



DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009


TITLE:

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET

iii) Punching shear perimeter at 2.25d from face of column :u = = =

( Column size + 2 x 2.25 x effective depth of slab)+2 ( Column size + 2.25 x effective depth of slab) ( 700 + 2 x 2.25 x372)+2(700+2.25x372) 5448

mm

1537mm 2.25d

2.25d 2.25d

2374mm Effective shear force at 2.25d from face Veff of column Effective shear force at 2.25d from face of column

= 1.25 X V

Veff =

Net shear force at2.25d from face of column

Net shear force at 2.25d from face of column Design punching shear stress

1578.75 kN Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}

= =

1579 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000} 1467.83 kN

Veff =

v


Veff = --------uxd 1467.83*1000 = ---------------------------5448 x 372 =

N/mm2

0.72


=

% of steel

=

1.08 %


=

0.66 N/mm2

Vc =

0.77 N/mm2


v

4020

< Vc

mm2

Grade

=

40 N/mm2

(refer 3.7.7.4, BS8110-1)


76 of 188


PROJECT:


TITLE:


DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET

Punching Shear check Pent floor level.(450 mm slab Thickness) Total maximum load on column ( Grid H-8 column load) (Point label : 41)

V =

2830

kN


Mx =

0

kN-m


My =

447

kN-m


=

450

mm

clear cover assumed

=

30

mm


=

372

mm

Size of the column

=

800

mm


=

420

N/mm2


=

40

N/mm2

i)) Effective shear force at face of column

Veff

= Vt*

Veff Effective shear force at face of column

Veff


(Square)

( As p per clause 3.7.6.2 of BS:8110- Part-1-2005)) Where, Mt- Design moment about x or y axis

{1+ 1 1.5M 5Mt } Vt x

= 2830X{1+ (1.5X447) + (2830X800/1000) =

3668.1

=

Veff / (uod)

uo = v max

(Unbalanced bending moment from SAFE) Max. of Mx and My is 447 kN-m

4xd

kN

=

x - length of the side of the perimeter considered parallel to axis of bending

0}


3200

mm

3668125 = --------------------------1190400 =

3.08

N/mm2

<

2 5 N/mm

N/mm2 < 0.8 √fck = 5 (refer 3.7.7.2, BS8110-1)



=

7664

mm

1.5d

1916 1.5d

1.5d 1916 mm 1.5d

1916mm

77 of 188


PROJECT:


TITLE:


DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET

( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Vt* {1+ 1.5Mt } Vt x Veff = 2830X{1+ (1.5X447) + 0} (2830X1916/1000


Veff =

Effective shear force at 1.5d from face Veff = of column Net shear force at 1.5d from face of column = = Net shear force at 1.5d from face of column

3179.95

Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}

3180 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000}

Veff =


v

kN

3068.3

kN

Veff = --------uxd 3068.35*1000 = ---------------------------7664 x 372 =

1.08

N/mm2


=

8040

mm2

% of steel

=

2.16

%


=

0.83

N/mm2

Vc =

0.97

N/mm2


v

> Vc

Grade

=

2 40 N/mm

(refer 3.7.7.4, BS8110-1)



=

1.08 N/mm2

Vc

=


For Case

= 1.6 x0.9

=


1.550807 N/mm2 12 mm



=

113.10

mm2

420 N/mm2

fyv =


∑Asv =


∑Asv Sinα

∑Asv Req

<



90 0

=

(v-Vc) x u x d (0.87 x fyv ) =

=

0.4 x u x d/(0.87 x fyv)

3121.0 n = Asv/asv

834.69 mm2

=

3121 mm2

mm2 =

28


78 of 188


PROJECT:


TITLE:


DOCUMENT NO

DATE

1861B-CS-05-00216

08/12/2009

DESIGNED

CHECKED

KAMAL

JSB/MDS

SHEET



=

4x ( 800 + 2 x 2.25 x372)

mm

2.25d.

2474 2.25d

2.25d 2.25d

2474mm

Veff Effective shear force at 2.25d from face of column

= Vt *

Veff


(1 5X447) (1.5X447) + (2830X2474/1000 3101.0 kN

= 2830X{1+

Veff =

Net shear force at2.25d from face of column

3101 -{((0.45*24+5.5)*1.4+4*1.6)**/1000000}

Net shear force at2.25d from face of column Veff =

v

0}

Veff - {((SW+DL)*1.4+LL*1.6)*Lx*Ly/1000000}

= =


{1+ 1.5Mt } ( As per clause 3.7.6.2 of BS:8110- Part-1-2005) Vt x

2914.95

kN

Veff = --------uxd 2914.96*1000 = ---------------------------9896 x 372 =

0.79

N/mm2

8040


=

% of steel

=

2.16

%


=

0.83

N/mm2

Vc =

0.97

N/mm2


v

< Vc

mm2

Grade

=

40 N/mm2

(refer 3.7.7.4, BS8110-1)


79 of 188

column reactions SAFE v8.1.0 File: PENT 100% IFC-R1-A December 8,2009 14:10 C O L U M N

S P R I N G

COLUMN

GRID I

27

GRID J

KN-m Units

PAGE 1

R E A C T I O N S LOAD

FZ

MX

MY

146

360 201DLLL

3125.88

21.929

-516.283

28

187

360 201DLLL

3341.12

103.121

44.318

29

242

360 201DLLL

3482.27

242.866

-90.420

30

334

360 201DLLL

3213.45

-4.574

546.858

32

187

319 201DLLL

3721.77

-684.568

122.078

33

242

319 201DLLL

3432.84

-261.686

254.082

37

146

381 201DLLL

3108.99

17.364

-380.802

38

187

381 201DLLL

3509.99

-100.274

-183.408

39

242

381 201DLLL

1853.03

-2214.176

190.887

40

334

381 201DLLL

2888.75

-391.765

186.729

44

146

319 201DLLL

3263.71

-259.402

-594.068

45

334

319 201DLLL

2823.30

697.513

-201.976

12703

65

403 201DLLL

1048.77

-1037.733

-544.526

2

103

403 201DLLL

1750.15

-1219.550

-6.037

3

121

403 201DLLL

1768.52

-1190.928

-4.717

4

146

403 201DLLL

1731.65

-1163.862

22.717

5

187

403 201DLLL

1912.87

-1155.474

-177.265

6

242

403 201DLLL

2563.29

-1183.205

240.105

7

334

403 201DLLL

1632.16

-869.736

-84.454

8

368

403 201DLLL

1908.98

-1227.246

-165.732

9

422

403 201DLLL

1078.68

-881.495

896.770

10

422

381 201DLLL

1897.27

114.903

1194.250

11

422

360 201DLLL

1439.22

363.720

754.878

12

422

216 201DLLL

1940.88

208.823

1098.559

13

422

154 201DLLL

1736.81

-28.074

1178.978

14

422

123 201DLLL

1819.29

-46.446

1162.077

15

422

83 201DLLL

1443.77

337.470

281.116

16

368

83 201DLLL

2250.72 Page 1

139.229

-50.821

80 of 188

column reactions 21

242

154 201DLLL

2891.83

-518.330

-222.424

12808

10

360 201DLLL

829.05

220.878

-147.953

12704

28

381 201DLLL

1929.01

-52.584

-1361.145

12705

38

319 201DLLL

666.42

24.627

-139.568

25

103

360 201DLLL

2087.56

190.407

-487.001

31

368

360 201DLLL

2422.07

353.664

-228.866

34

334

123 201DLLL

2506.54

351.444

396.406

35

103

381 201DLLL

2891.90

391.224

499.701

36

121

381 201DLLL

2554.04

422.071

-3.969

41

368

381 201DLLL

2830.88

362.621

-447.198

42

103

319 201DLLL

1909.99

198.657

-620.210

43

121

319 201DLLL

2456.00

-76.756

155.574

46

368

216 201DLLL

3028.41

517.718

-70.985

47

368

154 201DLLL

2561.80

-19.266

-426.608

48

334

154 201DLLL

2704.81

266.563

277.454

19

368

123 201DLLL

2626.03

-76.232

-418.615

12809

48

293 201DLLL

557.16

117.564

-305.160

60

98

274 201DLLL

1406.59

77.261

-286.853

61

126

234 201DLLL

1863.01

744.813

3.197

64

153

181 201DLLL

1131.90

5.182

-533.954

56

146

216 201DLLL

2749.58

577.628

-446.383

66

195

142 201DLLL

2109.29

205.390

-565.669

12812

241

113 201DLLL

2055.77

1604.747

-308.640

994

368

19 201DLLL

1151.05

434.521

-153.288

2044

121

360 201DLLL

2363.97

-57.572

105.784

15074

356

19 201DLLL

763.68

24.868

109.875

14772

292

96 201DLLL

1982.77

-280.430

97.892

14771

347

77 201DLLL

1371.57

161.908

57.799

14769

340

49 201DLLL

2333.68

-232.485

521.574

Page 2

81 of 188

82 of 188

83 of 188

6. Punching Shear Calculation

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