Menaa M-03 4110-002R4 [Main Stadium-Sectors A&B Precast Structural Calculations_Rev4] 2012_1012.pdf

  Camber Check

Proj. No. J-1.1005

Date Sheet Off15-Aug-12

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 1

Calculated by : IKM

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 5.6 mmSIL = 0 mm

15-Aug-12

Calculations Output

Checked by : M.G.y

SIL 0 mmLL = 0.00 mmPS = -11.68 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 5.600 1.85PS -11.680 1.80

Case / Value

Short term value Factor

4.6- Net Cumber @ Erection = 5.6x1.85 -11.68x1.8= -10.66 mm

Units and sign convention:Deflection : mm -ve Upward +ve Downward

ACI 318-05 9.5(b)

Deflection : mm ve Upward +ve Downward

  Bleacher type 1 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-4.30

-6.16

-8.01

-9.87

-11.72

-13.58

-15.43

-17.29

-19.14

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-11.90

-12.91

-13.92

-14.93

-15.94

-16.95

-17.97

-18.98

-19.99

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Bleacher type 1 (Method-2)

midas GenPOST-PROCESSOR

PLATE FORCE

MOMENT-Mxx

23.05

20.09

17.13

14.17

11.21

8.25

5.29

2.32

0.00

-3.60

-6.56

-9.52

CB: 1.2DL+1.6LL+~

MAX : 53387MIN : 53368

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/10/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSOR

PLATE FORCE

MOMENT-Mxx

23.05

-4.30

-4.82

-5.34

-5.87

-6.39

-6.91

-7.43

-7.95

-8.47

-9.00

-9.52

CB: 1.2DL+1.6LL+~

MAX : 53387MIN : 53368

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/10/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Camber Check

Proj. No. J-1.1005

Date Sheet Off15-Aug-12

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 2

Calculated by : IKM

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 0.25 mm

15-Aug-12

Calculations Output

Checked by : M.G.y

SIL = 0 mmLL = 0.00 mmPS = -0.49 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 0.250 1.85PS -0.490 1.80

Case / Value

Short term value Factor

Net Cumber @ Erection = 0.25x1.85 - 0.49x1.8= -0.42 mm

Units and sign convention:Deflection mm e Up ard + e Do n ard

ACI 318-05 9.5(b)

Deflection : mm -ve Upward +ve Downward

  Bleacher type 2 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

22.38

18.04

13.70

9.36

5.03

0.00

-3.65

-7.99

-12.32

-16.66

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-4.30

-6.16

-8.01

-9.87

-11.72

-13.58

-15.43

-17.29

-19.14

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-11.90

-12.91

-13.92

-14.93

-15.94

-16.95

-17.97

-18.98

-19.99

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Bleacher type 2 (Method-2)

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

1.361.170.980.790.600.410.220.00

-0.16-0.35-0.54-0.73

ST: Live Load

MAX : 44698MIN : 44633FILE: SEC-2-2507~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

1.36-0.70-0.70-0.71-0.71-0.71-0.72-0.72-0.72-0.73-0.73-0.73

ST: Live Load

MAX : 44698MIN : 44633FILE: SEC-2-2507~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Camber Check

Proj. No. J-1.1005

Date Sheet Off

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 3

Calculated by : IKM 15-Aug-12

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 2.8 mm

Checked by : M.G. 15-Aug-12

Calculations Output

y

SIL = 0 mmLL = 0.00 mmPS = -6.16 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 2.800 1.85PS -6.160 1.80

Case / Value

Short term value Factor

Net Cumber @ Erection = 2.8x1.85 - 6.16x1.8= -5.91 mmACI 318-05 9.5(b)

Units and sign convention:Deflection : mm -ve Upward +ve Downward

  Bleacher type 3 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

22.38

18.04

13.70

9.36

5.03

0.00

-3.65

-7.99

-12.32

-16.66

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-11.90

-12.91

-13.92

-14.93

-15.94

-16.95

-17.97

-18.98

-19.99

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Bleacher type 3 (Method-2)

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

31.45

25.67

19.88

14.10

8.32

0.00

-3.24

-9.02

-14.80

-20.59

-26.37

-32.15

CB: 1.2(O.w+sdl)~

MAX : 47958MIN : 47334

FILE: SEC-3 (25 ~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

31.45

-11.90

-13.92

-15.95

-17.97

-20.00

-22.02

-24.05

-26.07

-28.10

-30.12

-32.15

CB: 1.2(O.w+sdl)~

MAX : 47958MIN : 47334

FILE: SEC-3 (25 ~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Camber Check

Proj. No. J-1.1005

Date Sheet Off

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 4

Calculated by : IKM 15-Aug-12

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 0.12 mm

Checked by : M.G. 15-Aug-12

Calculations Output

y

SIL = 0 mmLL = 0.00 mmPS = -0.39 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 0.120 1.85PS -0.390 1.80

Case / Value

Short term value Factor

Net Cumber @ Erection = 0.12x1.85 - 0.39x1.8= -0.48 mmACI 318-05 9.5(b)

Units and sign convention:Deflection : mm -ve Upward +ve Downward

  Bleacher type 4 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

22.38

18.04

13.70

9.36

5.03

0.00

-3.65

-7.99

-12.32

-16.66

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-4.30

-6.16

-8.01

-9.87

-11.72

-13.58

-15.43

-17.29

-19.14

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

26.71

-11.90

-12.91

-13.92

-14.93

-15.94

-16.95

-17.97

-18.98

-19.99

-21.00

-21.00

CB: 1.2OW+1.6LL+~

MAX : 46890MIN : 44491

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/12/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Bleacher type 4 (Method-2)

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

12.18

9.89

7.61

5.32

3.04

0.00

-1.53

-3.82

-6.10

-8.39

-10.67

-12.96

CB: 1.2 D.L.+1.6~

MAX : 43136MIN : 43136

FILE: SEC-4 Rev0~UNIT: kN*mm/mmDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

12.18

-4.30

-5.26

-6.22

-7.19

-8.15

-9.11

-10.07

-11.03

-12.00

-12.96

-12.96

CB: 1.2 D.L.+1.6~

MAX : 43136MIN : 43136

FILE: SEC-4 Rev0~UNIT: kN*mm/mmDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

12.18

-11.90

-12.02

-12.14

-12.25

-12.37

-12.49

-12.61

-12.72

-12.84

-12.96

-12.96

CB: 1.2 D.L.+1.6~

MAX : 43136MIN : 43136

FILE: SEC-4 Rev0~UNIT: kN*mm/mmDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Camber Check

Proj. No. J-1.1005

Date Sheet Off

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 5

Calculated by : IKM 15-Aug-12

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 2.82 mm

Checked by : M.G. 15-Aug-12

Calculations Output

Dubai Internet City

SIL = 0 mmLL = 0.00 mmPS = -10.14 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 2.820 1.85PS -10.140 1.80

Case / Value

Short term Factor

Net Cumber @ Erection = 2.82x1.85 - 10.14x1.8= -13.04 mmACI 318-05 9.5(b)

Units and sign convention:Deflection : mm -ve Upward +ve Downward

  Bleacher type 5 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

17.08

14.06

11.05

8.03

5.02

2.01

0.00

-4.02

-7.04

-10.05

-13.06

-16.08

CB: 1.2DL+1.6LL+~

MAX : 43408MIN : 42655

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

17.08

-4.30

-5.48

-6.66

-7.83

-9.01

-10.19

-11.37

-12.54

-13.72

-14.90

-16.08

CB: 1.2DL+1.6LL+~

MAX : 43408MIN : 42655

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

17.08

-11.90

-12.32

-12.74

-13.15

-13.57

-13.99

-14.41

-14.82

-15.24

-15.66

-16.08

CB: 1.2DL+1.6LL+~

MAX : 43408MIN : 42655

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Bleacher type 5 (Method-2)

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

14.28

11.20

8.11

5.03

1.95

0.00

-4.21

-7.29

-10.37

-13.45

-16.54

-19.62

CB: OW+SIL+LL+PS

MAX : 46680MIN : 48118

FILE: Menna Stad~UNIT: kN*mm/mmDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

14.28

-4.30

-5.83

-7.36

-8.89

-10.43

-11.96

-13.49

-15.02

-16.55

-18.08

-19.62

CB: OW+SIL+LL+PS

MAX : 46680MIN : 48118

FILE: Menna Stad~UNIT: kN*mm/mmDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

14.28

-11.90

-12.67

-13.44

-14.21

-14.99

-15.76

-16.53

-17.30

-18.07

-18.84

-19.62

CB: OW+SIL+LL+PS

MAX : 46680MIN : 48118

FILE: Menna Stad~UNIT: kN*mm/mmDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Camber Check

Proj. No. J-1.1005

Date Sheet Off

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 6

Calculated by : IKM 15-Aug-12

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 0.28 mm

Checked by : M.G. 15-Aug-12

Calculations Output

y

SIL = 0 mmLL = 0.00 mmPS = -0.69 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 0.280 1.85PS -0.690 1.80

Case / Value

Short term value Factor

Net Cumber @ Erection = 0.28x1.85 - 0.69x1.8= -0.72 mmACI 318-05 9.5(b)

Units and sign convention:Deflection : mm -ve Upward +ve Downward

  Bleacher type 6 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

14.86

12.42

9.98

7.54

5.10

2.66

0.00

-2.22

-4.66

-7.10

-9.54

-11.99

CB: 1.2(d.l.+SIL~

MAX : 41964MIN : 41269

FILE: SEC-6 (25-~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

17.08

-4.30

-5.48

-6.66

-7.83

-9.01

-10.19

-11.37

-12.54

-13.72

-14.90

-16.08

CB: 1.2DL+1.6LL+~

MAX : 43408MIN : 42655

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

14.86

-11.90

-11.91

-11.92

-11.93

-11.93

-11.94

-11.95

-11.96

-11.97

-11.98

-11.99

CB: 1.2(d.l.+SIL~

MAX : 41964MIN : 41269

FILE: SEC-6 (25-~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Bleacher type 6 (Method-2)

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

4.75

3.89

3.03

2.16

1.30

0.43

0.00

-1.29

-2.16

-3.02

-3.88

-4.75

CB: OW+SIL+LL+PS

MAX : 48281MIN : 48273

FILE: SEC-6 (25-~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

midas GenPOST-PROCESSORPLATE FORCE

MOMENT-Mxx

4.75

-4.30

-4.35

-4.40

-4.45

-4.50

-4.55

-4.60

-4.65

-4.70

-4.75

-4.75

CB: OW+SIL+LL+PS

MAX : 48281MIN : 48273

FILE: SEC-6 (25-~UNIT: kN*m/mDATE: 08/13/2012

VIEW-DIRECTIONX:-0.483

Y:-0.837

Z: 0.259

  Camber Check

Proj. No. J-1.1005

Date Sheet Off

Project : Al Meena Sports Complex Part of Structure Bleachers - Sec 7

Calculated by : IKM 15-Aug-12

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet City

Date Rev.

Ref.

4- Deflection Check :

4.1- Short term deflections according to FE model Results at transfer after rotating :

OW = 13.4 mm

Checked by : M.G. 15-Aug-12

Calculations Output

y

SIL = 0 mmLL = 0.00 mmPS = -17.6 mm

4.2- Net Camber @ Erection :

-Net Camber @ Erection are obtained by multiplying the deflection values with the factorsmentioned in the reference

PCI 4.8.5

OW 13.400 1.85PS -17.600 1.80

Case / Value

Short term value Factor

4.6- Net Cumber @ Erection = 13.4x1.85 - 17.6x1.8= -6.89 mmACI 318-05 9.5(b)

Units and sign convention:Deflection : mm -ve Upward +ve Downward

  Bleacher type 7 (Method-1)

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL MEENA STADIUM-(BC-TYPE1)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/07/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

: fy = 420 MPa

Concrete Clear Cover : 40 mm

2. Slab Thk : 100 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 10.0 6.8 5.2 4.2 3.5 2.9 2.6 2.3

T8+T10 12.5 8.6 6.5 5.2 4.4 3.7 3.3 2.9

T10 14.9 10.2 7.8 6.3 5.3 4.5 3.9 3.5

T10+T12 17.6 12.2 9.3 7.6 6.3 5.4 4.7 4.2

T12 20.1 14.1 10.8 8.8 7.4 6.3 5.5 4.9

Long Direction Moment @ 100 @ 150 @ 200 @ 250 @ 300 @ 355 @ 406 @ 457

T8 8.3 5.7 4.3 3.5 2.9 2.5 2.2 1.9

T8+T10 10.2 7.0 5.4 4.3 3.6 3.1 2.7 2.4

T10 11.9 8.3 6.3 5.1 4.3 3.6 3.2 2.9

T10+T12 13.8 9.7 7.4 6.0 5.1 4.3 3.8 3.4

T12 15.4 10.9 8.4 6.9 5.8 4.9 4.3 3.9

ΦVc = 43.5 kN/m

midas GenPOST-PROCESSOR

PLATE FORCE

MOMENT-Mxx

2.04

1.47

0.90

0.33

0.00

-0.81

-1.39

-1.96

-2.53

-3.10

-3.67

-4.24

CB: 1.2DL+1.6LL

MAX : 1045MIN : 320

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/14/2012

VIEW-DIRECTIONX:-0.208

Y:-0.900

Z: 0.383

midas GenPOST-PROCESSOR

PLATE FORCE

MOMENT-Mxx

2.04

-4.22

-4.22

-4.22

-4.22

-4.23

-4.23

-4.23

-4.23

-4.23

-4.23

-4.24

CB: 1.2DL+1.6LL

MAX : 1045MIN : 320

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/14/2012

VIEW-DIRECTIONX:-0.208

Y:-0.900

Z: 0.383

  Bleacher type 7 (Method-2)

midas GenPOST-PROCESSOR

PLATE FORCE

MOMENT-Mxx

10.94

9.15

7.36

5.57

3.79

2.00

0.00

-1.58

-3.37

-5.16

-6.94

-8.73

SCALE FACTOR=

5.4839E-005

CB: 1.2OW+1.6LL+~

MAX : 48423MIN : 48415

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/14/2012

VIEW-DIRECTIONX:-0.269

Y:-0.880

Z: 0.391

midas GenPOST-PROCESSOR

PLATE FORCE

MOMENT-Mxx

10.94

-4.30

-4.79

-5.28

-5.78

-6.27

-6.76

-7.25

-7.75

-8.24

-8.73

-8.73

SCALE FACTOR=

5.4839E-005

CB: 1.2OW+1.6LL+~

MAX : 48423MIN : 48415

FILE: Menna Stad~UNIT: kN*m/mDATE: 08/14/2012

VIEW-DIRECTIONX:-0.269

Y:-0.880

Z: 0.391

Table of Contents: 1. Design Criteria

2. Sap Model

3. Section design

4. Deflection Check

5. Typical Shop Drawings

1. Design Criteria

Project Part of Structure Proj. No. PR-677

Calculated byA.S

Date Sheet Of

Checked byMK

Date Rev. 0

Ref.

1-DESGIN CRITERIA AND CODES :

the American concrete institute (ACI 318-2005)The cylinder compressive strength after 28 days shall be= 32 N/mm2

reinforcement steel grade for longitudinal bar 420 N/mm2

reinforcement steel grade stirrups 420 N/mm2

concrete cover 16 mm

2-SLAB SECTION

Slab width = 1.0mSlab depth= 0.25m

3-LOADS - own weight stair =(25*width*depth)+(tooth weight)=

=(25*width*depth)+(25*area*width/projection) =(25*1.0*0.25)+(25*0.0245*1.0/0.28) = 6.25+2.1875 taken 8.44 KN/m

- Superimposed dead load = 0.5 KN/m2

live load = 4 8 KN/m2

3-Jun-12

AL MENAA SPORTS COMPLEXSTAIR

3-Jun-12

OutputCalculations

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet CityP.O.Box 500288

- live load = 4.8 KN/m

4-calculation

- Additional weight of steps= 2.1875kN/m

- Super imposed = 0.5 *1.0= 0.50 kN/m

- Live load = 4.8 *1.0= 4.80 kN/m

5-STRAINING ACTIONS( revise to "SAP" )

moment = 96 kN.m

2. Sap Model

SAP2000

SAP2000 v14.2.2 - File:STAIR_V11_V12 - Frame Span Loads (STEPS-WEIGHT) (As Defined) - KN, m, C Units

6/3/12 15:05:15

SAP2000

SAP2000 v14.2.2 - File:STAIR_V11_V12 - Frame Span Loads (SUPER-IMPOSED) (As Defined) - KN, m, C Units

6/3/12 15:05:46

SAP2000

SAP2000 v14.2.2 - File:STAIR_V11_V12 - Frame Span Loads (LIVE-LOAD) (As Defined) - KN, m, C Units

6/3/12 15:13:36

SAP2000

SAP2000 v14.2.2 - File:STAIR_V11_V12 - Moment 3-3 Diagram (ULT(1.2D+1.6L)) - KN, m, C Units

6/3/12 15:21:38

SAP2000

SAP2000 v14.2.2 - File:STAIR_V11_V12 - Moment 3-3 Diagram (WORKING) - KN, m, C Units

6/3/12 15:21:56

3. Section Design

CompanyDesigner

Project NameFile Name

e.construct

A.M

AL MENAA SPORTS COMPLEX

\\1...\03-06-2012\midas\stair.B08

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 06/03/2012

MIDAS/Set Slab Capacity Table

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 32 MPa

: fy = 420 MPa

Concrete Clear Cover : 16 mm

2. Slab Thk : 250 mmShort Direction Moment (Unit : kN-m/m)

@ 100 @ 125 @ 150 @ 200 @ 300

T10 66.2 53.2 44.5 33.5 22.5

T10+T12 80.1 64.5 54.0 40.7 27.3

T12 93.7 75.6 63.3 47.8 32.1

T12+T16 127.6 103.2 86.6 65.6 44.1

T16 159.9 129.8 109.2 82.9 55.9

Long Direction Moment @ 100 @ 125 @ 150 @ 200 @ 300

T10 62.9 50.6 42.3 31.9 21.4

T10+T12 75.9 61.2 51.2 38.6 25.9

T12 88.6 71.5 59.9 45.2 30.4

T12+T16 119.8 97.0 81.5 61.7 41.6

T16 149.3 121.3 102.2 77.6 52.4

ΦVc = 161.2 kN/m

4. Deflection Check

SAP2000

SAP2000 v14.2.4 - File:STAIR_V11_V12 - Deformed Shape (PERMENANT-DL) - KN, m, C Units

7/5/12 10:56:12

SAP2000

SAP2000 v14.2.4 - File:STAIR_V11_V12 - Deformed Shape (LIVE-LOAD) - KN, m, C Units

7/5/12 10:57:31

Project Part of StructureIeff / Igross Ratio

Proj. No.

Calculated by DateSheet Off

Checked by Date Rev.

AL MENAA SPORTS COMPLEX

AS

MK

25-Jul-12

25-Jul-12

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Ref.

Calculation of Ieff / Igross Ratio Input Only Blue Cells

SECTION DATA :

SECTION HEIGHT, H = 300 mm

SECTION WIDTH, B = 200 mm

OutputCalculations

,

SLAB THICKNESS = 0 mm

SECTION COVER, C ( dist to c.g of main rft. From bottom ) = 42 mm

SECTION COVER, Ct ( dist to c.g of top rft.from top ) = 42 mm

SECTION DEPTH, D = 258 mm

BEAM SPAN, L = 2 m

MATERIAL PROPERTIES :

CONCRETE STRENGTH, Fcu = 40 N/mm2

STEEL STRENGTH, Fy = 420 N/mm2ACI

26587 21 N/ 28.5.1 Ec, 28 days= 4700X(Fc')^0.5= = 26587.21 N/mm2

8.5.2 ES = 200000 N/mm2

n = Es / Ec28 = 7.52

Robot APPLIED MOMENT, Ma (WORKING) = 24.00 kn.m

PROVIDED BOTTOM RFT., As 4 T 16 = 804.25 mm2

PROVIDED TOP RFT., As' 2 T 12 = 226.19 mm2

Project Part of StructureIeff / Igross Ratio

Proj. No.

Calculated by DateSheet Off

Checked by Date Rev.

AL MENAA SPORTS COMPLEX

AS

MK

25-Jul-12

25-Jul-12

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Ref. OutputCalculations200

300 300

LOCATION OF C.G:LOCATION OF C.G:

HEIGHT OF C.G FROM BOTTOM FIBER = 150.00 mm

ACI 318 CALCULATIONS OF Mcr :9.5.2.3

GROSS SECTION INTERIA , Ig = 200x300^3 /12 = 4.500E+08 mm4

Yt = 150 mm

Fr = 4.43 N/mm2

Mcr = fr * Ig / yt = 13.28 kn.m

CALCULATIONS OF Icr :

factor , A = 1

factor, B = 77.51

factor, C = -16323.3

DIST , Z ( dist from top of sec to netural axis ) = 94.75 mm

Icr = 2.23E+08 mm4

CALCULATIONS OF Ie :

Ie = ( Mcr / Ma ) ^3 * Ig + [ 1- ( Mcr/ Ma ) ^3 ] * Icr = 2.61E+08 mm4

Ie / Ig = 0.58

Project Part of Structure Proj. No.

Calculated by DateSheet of

Checked by Date Rev.

Ref.

Servicability Limits Input Only Blue Cells

Effect of cracking (refer to Ieff-Igross sheet) Ie = 0.59 I gross

Calculated Deflections:Δ D.L = 8.20 mmΔ L.L = 3.90 mm

Sustained loads as a percentage of live load % = 10%

Δ sus = 8.59 mm=

Where:

λ = ξ / ( 1 + 50ρ' )ρ' = As' / b x d

ξ = 2.00

As' 2 T 12 = 226.19 mm2

d = 276.00 mmb = 200.00 mm

Span Under Consideration = 7000 mmρ' = 226.194671058465 / 200 x 276 = 0.00410

OutputCalculations

(Due to Permenant Dead loads)

Δ Creep + Shrinkage

(Due to Dead Load + % of live load specified as sustained )λ (Δ sus)

25-Jul-12

25-Jul-12

Deflection Calculations

(Due to live loads only)

AL MENAA SPORTS COMPLEX

AS

M.K

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

ρ

λ = 2 / ( 1 + 50 x 0.0041 ) = 1.660= 14.26 mm

Check Short term Deflection : =

= = 3.90

L/360 = 19.44 mm

< OK

Check Long term Deflection:

= = 18.16

L/240 = 29.17 mm

< OK

No Need to use Camber = 0.00 mm

Δ Long term

Floors not supporting and not attached to nonstructural elements likely to be damaged by large deflections

Δ Long term(max allawable)

Δ Creep + Shrinkage

Δ short term

Δ short term(max allawable)

Δ short term(max allawable)

Roof or floor construction supporting or attached to nonstructural elements NOT LIKELY to be damaged by large deflections

Δ Long term(max allawable)

Δ Long term

Δ Creep + Shrinkage

Δ short term Δ Live Load

Δ Live Load +

5. Typical Shop Drawings

Design of beam

Project Part of Structure Proj. No. PR-677

Calculated byA.S

Date Sheet Of

Checked byMK

Date Rev. 0

Ref.

1-DESGIN CRITERIA AND CODES :

the American concrete institute (ACI 318-2005)The cylinder compressive strength after 28 days shall be= 32 N/mm2

reinforcement steel grade for longitudinal bar 420 N/mm2

reinforcement steel grade stirrups 420 N/mm2

concrete cover 40 mm

2-Beam SECTION

beam width = 0.20mbeam depth= 0.30m

3-LOADS - own weight Beam =(25*width*depth)

=(25*0.20*0.30) x1.20 = 1.8 Kn/m'

- REACTON FROM STAIR = 65 KN/m'

TOTAL LOADS = 66 8 KN/m'

4-Jun-12

AL MENAA SPORTS COMPLEXSTAIR

4-Jun-12

OutputCalculations

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet CityP.O.Box 500288

TOTAL LOADS = 66.8 KN/m

5-STRAINING ACTIONS

moment= 66.8X(2)^2/8+((.3X.2X2^2X25/8)x1.2)= 34.3 kN.mshear = (66.8 x2 /2 )+ ((2X.2X.3X25/2)x1.2)= 68.6Kn

Project Part of StructureIeff / Igross Ratio

Proj. No.

Calculated by DateSheet Off

Checked by Date Rev.

AL MENAA SPORTS COMPLEX

AS

MK

25-Jul-12

25-Jul-12

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Ref.

Calculation of Ieff / Igross Ratio Input Only Blue Cells

SECTION DATA :

SECTION HEIGHT, H = 300 mm

SECTION WIDTH, B = 200 mm

OutputCalculations

,

SLAB THICKNESS = 0 mm

SECTION COVER, C ( dist to c.g of main rft. From bottom ) = 42 mm

SECTION COVER, Ct ( dist to c.g of top rft.from top ) = 42 mm

SECTION DEPTH, D = 258 mm

BEAM SPAN, L = 2 m

MATERIAL PROPERTIES :

CONCRETE STRENGTH, Fcu = 40 N/mm2

STEEL STRENGTH, Fy = 420 N/mm2ACI

26587 21 N/ 28.5.1 Ec, 28 days= 4700X(Fc')^0.5= = 26587.21 N/mm2

8.5.2 ES = 200000 N/mm2

n = Es / Ec28 = 7.52

Robot APPLIED MOMENT, Ma (WORKING) = 24.00 kn.m

PROVIDED BOTTOM RFT., As 4 T 16 = 804.25 mm2

PROVIDED TOP RFT., As' 2 T 12 = 226.19 mm2

Project Part of StructureIeff / Igross Ratio

Proj. No.

Calculated by DateSheet Off

Checked by Date Rev.

AL MENAA SPORTS COMPLEX

AS

MK

25-Jul-12

25-Jul-12

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Ref. OutputCalculations200

300 300

LOCATION OF C.G:LOCATION OF C.G:

HEIGHT OF C.G FROM BOTTOM FIBER = 150.00 mm

ACI 318 CALCULATIONS OF Mcr :9.5.2.3

GROSS SECTION INTERIA , Ig = 200x300^3 /12 = 4.500E+08 mm4

Yt = 150 mm

Fr = 4.43 N/mm2

Mcr = fr * Ig / yt = 13.28 kn.m

CALCULATIONS OF Icr :

factor , A = 1

factor, B = 77.51

factor, C = -16323.3

DIST , Z ( dist from top of sec to netural axis ) = 94.75 mm

Icr = 2.23E+08 mm4

CALCULATIONS OF Ie :

Ie = ( Mcr / Ma ) ^3 * Ig + [ 1- ( Mcr/ Ma ) ^3 ] * Icr = 2.61E+08 mm4

Ie / Ig = 0.58

Project Part of Structure Proj. No.

Calculated by DateSheet of

Checked by Date Rev.

Ref.

Servicability Limits Input Only Blue Cells

Effect of cracking (refer to Ieff-Igross sheet) Ie = 0.59 I gross

Calculated Deflections:Δ D.L = 8.20 mmΔ L.L = 3.90 mm

Sustained loads as a percentage of live load % = 10%

Δ sus = 8.59 mm=

Where:

λ = ξ / ( 1 + 50ρ' )ρ' = As' / b x d

ξ = 2.00

As' 2 T 12 = 226.19 mm2

d = 276.00 mmb = 200.00 mm

Span Under Consideration = 7000 mmρ' = 226.194671058465 / 200 x 276 = 0.00410

OutputCalculations

(Due to Permenant Dead loads)

Δ Creep + Shrinkage

(Due to Dead Load + % of live load specified as sustained )λ (Δ sus)

25-Jul-12

25-Jul-12

Deflection Calculations

(Due to live loads only)

AL MENAA SPORTS COMPLEX

AS

M.K

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

ρ

λ = 2 / ( 1 + 50 x 0.0041 ) = 1.660= 14.26 mm

Check Short term Deflection : =

= = 3.90

L/360 = 19.44 mm

< OK

Check Long term Deflection:

= = 18.16

L/240 = 29.17 mm

< OK

No Need to use Camber = 0.00 mm

Δ Long term

Floors not supporting and not attached to nonstructural elements likely to be damaged by large deflections

Δ Long term(max allawable)

Δ Creep + Shrinkage

Δ short term

Δ short term(max allawable)

Δ short term(max allawable)

Roof or floor construction supporting or attached to nonstructural elements NOT LIKELY to be damaged by large deflections

Δ Long term(max allawable)

Δ Long term

Δ Creep + Shrinkage

Δ short term Δ Live Load

Δ Live Load +

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL M e e na STADIUM -(BC-TYPE3)

\\1 ...\m idas\b e am .B06

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/15/2012

MIDAS/Set Beam Design [stair beam (200x300)]

300

3030

200

1. Geometry and Materials Design Code : ACI318M-02

Material Data : fc' = 32 MPa (β1 = 0.836)

fy = 420, fys = 420 MPa

Section Dim. : 300 * 200 mm

Top Layer 1 : 2 - T12 (dT = 30 mm)

Bot. Layer 1 : 2 - T16 (dB = 30 mm)

Bot. Layer 2 : 2 - T16 (dB = 60 mm)

Total Steel Area Ast = 1030 mm2 (ρst = 0.0172)

2. Member Force and MomentMu = 34.30 kN-m Vu = 68.60 kN

Tu = 0.00 kN-m

3. Check Reinforcement Ratio and Crack ControlMinimum Tension Reinf. As,min = 172 < 804 mm2 ....... O.K.

smax = MIN[95000/fs-2.5Cc, 300(252/fs)] = 300 mm > s = 140 mm ...... O.K.

4. Check Torsional Moment CapacityStrength Reduction Factor Φ = 0.750

Tneg = Φ fc' 12 ( Acp

2

Pcp ) = 1.3 kN-m > Tu (Torsional Reinf. Negligible)

5. Check Bending Moment CapacityStrength Reduction Factor Φ = 0.900Provided Reinforcement Tension Reinf. = 804, Comp. Reinf. = 226, Skin Reinf. = 0 mm2

Neutral Axis Depth c = 61 mm

Max. Tensile strain εt = 0.0104 > 0.004 .... O.K.

Design Moment Strength ΦMn = 69.6 kN-m

Strength Ratio : Applied/Design = 0.493 < 1.000 ....... O.K.

6. Check Shear Capacity Strength Reduction Factor Φ = 0.750

ΦVc + ΦVs = 36.1 + 32.5 = 68.6 kN

Stirrup Spacing : 2 - T8 @ 120 mm

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL M e e na STADIUM -(BC-TYPE3)

\\1 ...\m idas\b e am .B06

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/15/2012

MIDAS/Set Beam Design [stair beam (200x300)]

300

3030

150

1. Geometry and Materials Design Code : ACI318M-02

Material Data : fc' = 32 MPa (β1 = 0.836)

fy = 420, fys = 420 MPa

Section Dim. : 300 * 150 mm

Top Layer 1 : 2 - T12 (dT = 30 mm)

Bot. Layer 1 : 2 - T16 (dB = 30 mm)

Bot. Layer 2 : 2 - T16 (dB = 60 mm)

Total Steel Area Ast = 1030 mm2 (ρst = 0.0229)

2. Member Force and MomentMu = 34.30 kN-m Vu = 68.60 kN

Tu = 0.00 kN-m

3. Check Reinforcement Ratio and Crack ControlMinimum Tension Reinf. As,min = 129 < 804 mm2 ....... O.K.

smax = MIN[95000/fs-2.5Cc, 300(252/fs)] = 300 mm > s = 90 mm ...... O.K.

4. Check Torsional Moment CapacityStrength Reduction Factor Φ = 0.750

Tneg = Φ fc' 12 ( Acp

2

Pcp ) = 0.8 kN-m > Tu (Torsional Reinf. Negligible)

5. Check Bending Moment CapacityStrength Reduction Factor Φ = 0.900Provided Reinforcement Tension Reinf. = 804, Comp. Reinf. = 226, Skin Reinf. = 0 mm2

Neutral Axis Depth c = 77 mm

Max. Tensile strain εt = 0.0076 > 0.004 .... O.K.

Design Moment Strength ΦMn = 67.9 kN-m

Strength Ratio : Applied/Design = 0.505 < 1.000 ....... O.K.

6. Check Shear Capacity Strength Reduction Factor Φ = 0.750

ΦVc + ΦVs = 27.0 + 41.6 = 68.6 kN

Stirrup Spacing : 2 - T8 @ 120 mm

SAP2000

SAP2000 v14.2.2 - File:STAIR_V11_V12 - Joint Reactions (ULT(1.2D+1.6L)) - KN, mm, C Units

5/30/12 9:19:51

SAP2000

SAP2000 v14.2.2 - File:beam_V11_V12 - Deformed Shape (PERMENANT-DL) - KN, m, C Units

5/30/12 9:44:26

SAP2000

SAP2000 v14.2.2 - File:beam_V11_V12 - Deformed Shape (LIVE-LOAD) - KN, m, C Units

5/30/12 9:45:04

Project Part of StructureIeff / Igross Ratio

Proj. No.

Calculated by DateSheet Off

Checked by Date Rev.

AL MENAA SPORTS COMPLEX

AS

MK

5-Jul-12

5-Jul-12

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Ref.

Calculation of Ieff / Igross Ratio Input Only Blue Cells

SECTION DATA :

SECTION HEIGHT, H = 250 mm

SECTION WIDTH, B = 1000 mm

OutputCalculations

,

SLAB THICKNESS = 0 mm

SECTION COVER, C ( dist to c.g of main rft. From bottom ) = 24 mm

SECTION COVER, Ct ( dist to c.g of top rft.from top ) = 22 mm

SECTION DEPTH, D = 226 mm

BEAM SPAN, L = 7 m

MATERIAL PROPERTIES :

CONCRETE STRENGTH, Fcu = 40 N/mm2

STEEL STRENGTH, Fy = 420 N/mm2ACI

26587 21 N/ 28.5.1 Ec, 28 days= 4700X(Fc')^0.5= = 26587.21 N/mm2

8.5.2 ES = 200000 N/mm2

n = Es / Ec28 = 7.52

Robot APPLIED MOMENT, Ma (WORKING) = 72.10 kn.m

PROVIDED BOTTOM RFT., As 8 T 16 = 1608.50 mm2

PROVIDED TOP RFT., As' 8 T 12 = 904.78 mm2

Project Part of StructureIeff / Igross Ratio

Proj. No.

Calculated by DateSheet Off

Checked by Date Rev.

AL MENAA SPORTS COMPLEX

AS

MK

5-Jul-12

5-Jul-12

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Ref. OutputCalculations1000

250 250

LOCATION OF C.G:LOCATION OF C.G:

HEIGHT OF C.G FROM BOTTOM FIBER = 125.00 mm

ACI 318 CALCULATIONS OF Mcr :9.5.2.3

GROSS SECTION INTERIA , Ig = 1000x250^3 /12 = 1.302E+09 mm4

Yt = 125 mm

Fr = 4.43 N/mm2

Mcr = fr * Ig / yt = 46.12 kn.m

CALCULATIONS OF Icr :

factor , A = 1

factor, B = 37.81

factor, C = -5768.6

DIST , Z ( dist from top of sec to netural axis ) = 59.36 mm

Icr = 4.15E+08 mm4

CALCULATIONS OF Ie :

Ie = ( Mcr / Ma ) ^3 * Ig + [ 1- ( Mcr/ Ma ) ^3 ] * Icr = 6.47E+08 mm4

Ie / Ig = 0.50

Project Part of Structure Proj. No.

Calculated by DateSheet of

Checked by Date Rev.

Ref.

Servicability Limits Input Only Blue Cells

Effect of cracking (refer to Ieff-Igross sheet) Ie = 0.50 I gross

Calculated Deflections:Δ D.L = 8.20 mmΔ L.L = 3.90 mm

Sustained loads as a percentage of live load % = 10%

Δ sus = 8.59 mm=

Where:

λ = ξ / ( 1 + 50ρ' )ρ' = As' / b x d

ξ = 2.00

As' 8 T 12 = 904.78 mm2

d = 226.00 mmb = 1000.00 mm

Span Under Consideration = 7000 mmρ' = 904.77868423386 / 1000 x 226 = 0.00400

5-Jul-12

5-Jul-12

Deflection Calculations

(Due to live loads only)

AL MENAA SPORTS COMPLEX

AS

M.K

OutputCalculations

(Due to Permenant Dead loads)

Δ Creep + Shrinkage

(Due to Dead Load + % of live load specified as sustained )λ (Δ sus)

e.ConstructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

ρ

λ = 2 / ( 1 + 50 x 0.004 ) = 1.666= 14.31 mm

Check Short term Deflection : =

= = 3.90

L/360 = 19.44 mm

< OK

Check Long term Deflection:

= = 18.21

L/240 = 29.17 mm

< OK

No Need to use Camber = 0.00 mm

Δ Long term(max allawable)

Δ Long term

Δ Creep + Shrinkage

Δ short term Δ Live Load

Δ Live Load +

Δ Long term

Floors not supporting and not attached to nonstructural elements likely to be damaged by large deflections

Δ Long term(max allawable)

Δ Creep + Shrinkage

Δ short term

Δ short term(max allawable)

Δ short term(max allawable)

Roof or floor construction supporting or attached to nonstructural elements NOT LIKELY to be damaged by large deflections

Corbel Design

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL M e e na STADIUM -(BC-TYPE3)

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 08/15/2012

MIDAS/Set Corbel Design [vomitory wall corbel]

Vu

a

Nuc

As

Framing bar

Ah

d (150)

h (200)

1. Design Conditions Design Code : ACI318M-02

Material Data : fc' = 40 MPa

fy = 460 MPa

Friction Coeff. : μ = 1.4

Corbel Depth : h = 200 mm

Effective Dep. : d = 150 mm

Corbel Width : bw = 200 mm

Distance to Vu : a = 100 mm

2. Applied LoadsShear : Vu = 68.6 kN

Horiz. Tensile : Nuc = 14.0 kN > 0.2Vu = 13.7 kN

Vu = 68.6 kN > Nuc = 14.0 kN ---> O.K.

3. Check Bearing Plate Size and Corbel Effective Depth Vu ≤ ΦPnb = Φ(0.85fc 'A1)

Bearing Plate Size A1 = Vu

Φ0.85fc'A1 = 2882 mm2

Vn_max1 = 0.2fc'bwd = 240.0 kN > Vn = 91.5 kN ---> O.K.

Vn_max2 = 5.6bwd = 168.0 kN > Vn = 91.5 kN ---> O.K.

Req'd = Vu

Φ*0.2*fc'bw = 57 mm < d = 150 mm ---> O.K.

a/d = 0.67 < 1.00 ---> O.K.

4. Determine Shear-Friction Reinf.

Avf = Vu

Φ*fy*μ = 142 mm2

5. Determine Direct Tension Reinf.

Af = Vua+Nuc(h-d) Φ*fy*(0.9d)

= 162 mm2

An = Nuc

Φ*fy = 41 mm2

6. Determine Primary Tension Reinf. As1 = 2Avf/3 + An = 135 mm2

As2 = Af + An = 203 mm2

As,min = 0.04* fc ' fy

*bw*d = 104 mm2

As = Max[As1, As2, As,min] = 203 mm2 (5 - T8)

7. Determine Shear Reinf. (Closed Stirrups) Ah ≥ 0.5 (As - A n) = 81 mm2 (2 - T6)

Spaci. = 2/3d 2

= 50 mm

Design of wall

Project Part of Structure Proj. No. PR-677

Calculated byA.S

Date Sheet Of

Checked byMK

Date Rev. 0

Ref.

1-DESGIN CRITERIA AND CODES :

the American concrete institute (ACI 318-2005)The cylinder compressive strength after 28 days shall be= 32 N/mm2

reinforcement steel grade for longitudinal bar 460 N/mm2

reinforcement steel grade stirrups 420 N/mm2

concrete cover 30 mm

2-Wall SECTION

Wall width = 0.150 mWall depth= 3.0 m

3-LOADS - own weight Wall =(25*width*depth)

=(25*0.15*3.00) x1.20 = 13.50 Kn/m'

- REACTON FROM STAIR = 2x65 KN/m'

TOTAL LOADS = 130+13 5=143 5 KN/m'

OutputCalculations4-Jun-12

AL MENAA SPORTS COMPLEXSTAIR

4-Jun-12

e.ConstructTel. +9714-391-1015Fax +9714-391-6860Dubai Internet CityP.O.Box 500288

TOTAL LOADS = 130+13.5=143.5 KN/m

5-STRAINING ACTIONS

N.F =143.5 Kn T10-200 AT BOTH SIDES

CompanyDesigner

Project NameFile Name

e.construct

A.M

AL MENAA SPORTS COMPLEX

\\1...\03-06-2012\midas\wall.B04

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 06/04/2012 - 1 / 2 -

MIDAS/Set Wall Design [stair wall]

200 200

150

30

301. Geometry and Materials Design Code : ACI318M-02

Stress Profile : Equivalent Stress Block

Material Data : fc' = 32 MPa (β1 = 0.836)

fy = 460, fys = 420 MPa

Effect. Height : KLu = 3000 mm

Wall Dim. (Length*Thk) : 2000 * 150 mm

Vertical Reinf. : T10 @200 (D) (ρ=0.0052)

End Reinf. : 0-T10 @200

Total Vertical Steel Area : Ast = 1728 mm2 (ρv = 0.0058)

2. Magnified Moment KLu/rmaj = 3000/600 = 5.00 < 34-12(M1/M2) = 22.00

δmaj = 1.000

3. Member Force and MomentPu = 134.5 kN

Muy = 0.0, Mux = 0.0 kN-m

δmajMuy = δmaj*Muy = 0.0 kN-m

4. Check Axial and Moment CapacityMaximum Axial Load ΦPn(max) = 4632.1 kNCheck Major Axis Depth to the Neutral Axis c = 213 mm

Strength Reduction Factor Φ = 0.9000

Design Axial Load Strength ΦPn = 134.5 kN

Design Moment Strength ΦMn = 772.0 kN-m

Strength Ratio : Muy/ΦMny = 0.000 < 1.000 ....... O.K.

5. P-M Interaction Diagram

9000

8000

250

7000

500

6000

750

5000

1000

4000

1250

3000

1500

2000

1750

1000

2000

0

2250

-1000

2500

4632

(135,772)(135,0)

fs=0

fs=0.5fy

εb=615mm

εt=0.005

0

0

P(kN)

M(kN-m)

Major Axis

ΦPn(kN) ΦMn(kN-m)

4632.1 888.0

4220.8 1119.5

3809.5 1294.6

3398.2 1416.9

2986.9 1493.9

2575.7 1527.8

2164.4 1421.2

1753.1 1272.9

1341.8 1134.3

930.5 977.6

519.3 904.3

108.0 726.6

-303.3 394.5

-714.6 0.8

CompanyDesigner

Project NameFile Name

e.construct

A.M

AL MENAA SPORTS COMPLEX

\\1...\03-06-2012\midas\wall.B04

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 06/04/2012 - 2 / 2 -

MIDAS/Set Wall Design [stair wall]

6. Check Shear CapacityStrength Reduction Factor Φ = 0.750

Design Force Vu = 0.0 kN (Pu = 134.5 kN)

Used Horz. Reinf. : T10 @ 200

ΦVc + ΦVs = 274.7 + 395.8 = 670.6 kN > 0.0 kN ....... O.K.

ρh,min = 0.0020 (Vu < ΦVc/2) < ρh = 0.0052 ....... O.K.

Check Lifting

SAP2000

SAP2000 v14.2.2 - File:STAIR lifting_V11_V12 - Moment 3-3 Diagram (ULT(1.2D+1.6L)) - KN, m, C Units

6/4/12 10:21:54

SAP2000

SAP2000 v14.2.2 - File:STAIR lifting_V11_V12 - Shear Force 2-2 Diagram (ULT(1.2D+1.6L)) - KN, m, C Units

6/4/12 10:22:47

CompanyDesigner

Project NameFile Name

e.construct

A.M

AL MENAA SPORTS COMPLEX

\\1...\03-06-2012\midas\beam.B06

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 06/04/2012

MIDAS/Set Beam Design [CHECK LIFTING]

250

3032

1000

1. Geometry and Materials Design Code : ACI318M-02

Material Data : fc' = 32 MPa (β1 = 0.836)

fy = 420, fys = 420 MPa

Section Dim. : 250 * 1000 mm

Top Layer 1 : 8 - T12 (dT = 30 mm)

Bot. Layer 1 : 8 - T16 (dB = 32 mm)

Total Steel Area Ast = 2513 mm2 (ρst = 0.0101)

2. Member Force and MomentMu = 20.00 kN-m Vu = 22.65 kN

Tu = 0.00 kN-m

3. Check Reinforcement Ratio and Crack ControlMinimum Tension Reinf. As,min = 734 < 1608 mm2 ....... O.K.

smax = MIN[95000/fs-2.5Cc, 300(252/fs)] = 300 mm > s = 134 mm ...... O.K.

4. Check Torsional Moment CapacityStrength Reduction Factor Φ = 0.750

Tneg = Φ fc' 12 ( Acp

2

Pcp ) = 8.8 kN-m > Tu (Torsional Reinf. Negligible)

5. Check Bending Moment CapacityStrength Reduction Factor Φ = 0.900Provided Reinforcement Tension Reinf. = 1608, Comp. Reinf. = 905, Skin Reinf. = 0 mm2

Neutral Axis Depth c = 30 mm

Max. Tensile strain εt = 0.0189 > 0.004 .... O.K.

Design Moment Strength ΦMn = 125.0 kN-m

Strength Ratio : Applied/Design = 0.160 < 1.000 ....... O.K.

6. Check Shear Capacity Strength Reduction Factor Φ = 0.750

ΦVc + ΦVs = 154.1 + 0.0 = 154.1 kN

CompanyDesigner

Project NameFile Name

e.construct

A.M

AL MENAA SPORTS COMPLEX

\\1...\03-06-2012\midas\beam.B06

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 06/04/2012

MIDAS/Set Beam Design [CHECK LIFTING]

250

3032

1000

1. Geometry and Materials Design Code : ACI318M-02

Material Data : fc' = 32 MPa (β1 = 0.836)

fy = 420, fys = 420 MPa

Section Dim. : 250 * 1000 mm

Top Layer 1 : 8 - T12 (dT = 30 mm)

Bot. Layer 1 : 8 - T16 (dB = 32 mm)

Total Steel Area Ast = 2513 mm2 (ρst = 0.0101)

2. Member Force and MomentMu = -9.50 kN-m Vu = 22.65 kN

Tu = 0.00 kN-m

3. Check Reinforcement Ratio and Crack ControlMinimum Tension Reinf. As,min = 741 < 905 mm2 ....... O.K.

smax = MIN[95000/fs-2.5Cc, 300(252/fs)] = 300 mm > s = 134 mm ...... O.K.

4. Check Torsional Moment CapacityStrength Reduction Factor Φ = 0.750

Tneg = Φ fc' 12 ( Acp

2

Pcp ) = 8.8 kN-m > Tu (Torsional Reinf. Negligible)

5. Check Bending Moment CapacityStrength Reduction Factor Φ = 0.900Provided Reinforcement Tension Reinf. = 905, Comp. Reinf. = 1608, Skin Reinf. = 0 mm2

Neutral Axis Depth c = 26 mm

Max. Tensile strain εt = 0.0222 > 0.004 .... O.K.

Design Moment Strength ΦMn = -75.6 kN-m

Strength Ratio : Applied/Design = 0.126 < 1.000 ....... O.K.

6. Check Shear Capacity Strength Reduction Factor Φ = 0.750

ΦVc + ΦVs = 155.6 + 0.0 = 155.6 kN

Table of Contents: 1. Design Criteria

2. Straining Actions

3. Section Design

1. Design criteria

e.construct www.econstruct.ae 

Project AL MENAA SPORTS CITY

Job ref

Part of structure VOMITORY WALL (type 3)

Calc sheet no rev 0 of

Drawing ref Calculated by MM

Date 09/07/2010

Checked by KA

Date 09/07/2010

Ref. Calculations Output

Page | 1  

VOMITORY WALL

DIMENSION "refer to EC-BL-101 drawing"

Wall length = 2.25 m, average height = 2.815+3.615/2=3.21 m , thickness = 0.2 m

CALCULATION

1. Own weight of wall= 25*average wall height*wall thickness

=25*3.21*0.2= 16.05 kN/m

2. Reaction of seat on the wall: (seat span = 6.5 m)

a. dead load from seat

Wd= (ow of seat /width of seat )+super imposed on seats

= (25*0.19/0.95)+0.5

= 5.5 KN/m

Rd= 5.5*6.5/2= 17.87 KN

- weight of concrete tread (Type1) = (25* area* length )

= (25*0.20*.4*0.915*2/1.4) = 2.61 KN/m

(concrete tread dimension)

- weight of concrete tread (Type2) = (25* area* width* number /length of wall )

= (25*0.20*.80*0.915*1/1.4) = 2.61 KN/m

Rd=17.87+(2.61*2.25/2) = 20.81 KN

R

e.conswww.eco

Ref.

3. live

WL =

RL =

structnstruct.ae 

e load from

= 4.8

= 4.8*6.5/2

t Project

Part of stru

Drawing re

m seat

2= 15.6 K

ucture

ef

C

KN

AL MENAA SP

VOMITORY W

Calculations

PORTS CITY

WALL (type 3)

Calculated bMM

by Date 09/07/2

Calc

010 ChecKA

Job ref

sheet no rev 0 of

cked by Date 09/07

Out

Page | 2

7/2010

tput

e.construct www.econstruct.ae 

Project AL MENAA SPORTS CITY

Job ref

Part of structure VOMITORY WALL (type 3)

Calc sheet no rev 0 of

Drawing ref Calculated by MM

Date 09/07/2010

Checked by KA

Date 09/07/2010

Ref. Calculations Output

Page | 5  

a. Lifting stage

(Refer to PCI , figure 5.3.1.1)

W= OW *static load multiplier for stripping and dynamic load (refer to PCI 5.3.31)

= 25*0.2*1.3 =6.5 kN/m2

Mx =1.2*6.5*2.52 /8 = 6.09 kN.m/m

My = 1.2*0.0107 * 6.5 *2.5* 2.252 =1.05 kN.m

Check for cracking (Fcr =0.6√f`c= 0.6√32= 3.93 N/mm2 =3394 kN/m2

- Mx*y/I =16.5*0.1*12/(2.25*0.23 ) = 1100 kN/m2 < 3394 kN/m2

- My*x/I =1.05*.1/( width/2 *depth3/12)

= 1.05*0.1*12/ ( 2.5/2 * 0.23) = 126 kN/m2 < 3394 kN/m2

2. Straining Actions

SAP2000

SAP2000 v14.2.4 - File:2 VW -103 (4-6-2012) - Frame Span Loads (DEAD) (As Defined) - KN, m, C Units

7/10/12 18:18:29

SAP2000

SAP2000 v14.2.4 - File:2 VW -103 (4-6-2012) - Joint Loads (RL) (As Defined) - KN, m, C Units

7/25/12 11:33:39

SAP2000

SAP2000 v14.2.4 - File:2 VW -103 (4-6-2012) - Joint Loads (Rd) (As Defined) - KN, m, C Units

7/25/12 11:34:28

SAP2000

SAP2000 v14.2.4 - File:2 VW -103 (4-6-2012) - Moment 3-3 Diagram (ULT) - KN, m, C Units

7/25/12 11:35:27

3. Section Design

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL M e e na STADIUM -(VWALL-TYPE3)

\\1 ...\TYPE -3\M IDAS\WALL .B04

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 07/25/2012 - 1 / 2 -

MIDAS/Set Wall Design [walls (case 1)]

100 150 150 150 150 150

200

30

301. Geometry and Materials Design Code : ACI318M-02

Stress Profile : Equivalent Stress Block

Material Data : fc' = 32 MPa (β1 = 0.836)

fy = 420, fys = 420 MPa

Effect. Height : KLu = 1800 mm

Wall Dim. (Length*Thk) : 2250 * 200 mm

Vertical Reinf. : T10 @150 (D) (ρ=0.0052)

End Reinf. : 4-T10 @100

Total Vertical Steel Area : Ast = 2670 mm2 (ρv = 0.0059)

2. Member Force and MomentPu = 0.0 kN

Muy = 0.0, Mux = 38.6 kN-m

δmajMuy = δmaj*Muy = 0.0 kN-m

δminMux = δmin*MAX[Mux, Puemin] = 38.6 kN-m

3. Check Axial and Moment CapacityMaximum Axial Load ΦPn(max) = 6910.2 kNCheck Major Axis Depth to the Neutral Axis c = 189 mm

Strength Reduction Factor Φ = 0.9000

Design Axial Load Strength ΦPn = 0.0 kN

Design Moment Strength ΦMn = 1048.3 kN-m

Strength Ratio : Muy/ΦMny = 0.000 < 1.000 ....... O.K.

Check Minor Axis Applied Axial Force of Minor Axis (Pu) = 0.0 kN

Depth to the Neutral Axis c = 22 mm

Strength Reduction Factor Φ = 0.9000

Design Axial Load Strength ΦPn = -0.0 kN

Design Moment Strength ΦMn = 90.8 kN-m

Strength Ratio : Mux/ΦMnx = 0.425 < 1.000 ....... O.K.

Combined Ratio (Mux/ΦMnx)1.00 + (Muy/ΦMny)1.00 = 0.425 < 1.000 ....... O.K.

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL M e e na STADIUM -(VWALL-TYPE3)

\\1 ...\TYPE -3\M IDAS\WALL .B04

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 07/25/2012 - 2 / 2 -

MIDAS/Set Wall Design [walls (case 1)]

4. P-M Interaction Diagram

15000

13250

400

11500

800

9750

1200

8000

1600

6250

2000

4500

2400

2750

2800

1000

3200

-750

3600

-2500

4000

6910

(0,1048)(0,0)

fs=0

fs=0.5fy

εb=659mm

εt=0.005

0

0

P(kN)

M(kN-m)

Major Axis

15000

13250

35

11500

70

9750

105

8000

140

6250

175

4500

210

2750

245

1000

280

-750

315

-2500

350

6910

(-0,91)(0,39)0

0

P(kN)

M(kN-m)

Minor Axis

5. Check Shear CapacityStrength Reduction Factor Φ = 0.750

Design Force Vu = 0.0 kN (Pu = 0.0 kN)

Used Horz. Reinf. : #3 @ 305

ΦVc + ΦVs = 381.8 + 264.0 = 645.9 kN > 0.0 kN ....... O.K.

ρh,min = 0.0020 (Vu < ΦVc/2) < ρh = 0.0023 ....... O.K.

CHECK AS DEEP BEAM  

CompanyDesigner

Project NameFile Name

e -CONSTRUCT

M .M

AL M e e na STADIUM -(BC-TYPE3)

\\1 ...\M IDAS\DEEP BEAM .B06

MIDAS/Set V 3.3.2 http://www.MidasUser.comDate : 07/25/2012

MIDAS/Set Beam Design [Right Riser]

1400

5050

200

1. Geometry and Materials Design Code : ACI318M-02

Material Data : fc' = 40 MPa (β1 = 0.779)

fy = 460, fys = 420 MPa

Section Dim. : 1400 * 200 mm

Top Layer 1 : 2 - T10 (dT = 50 mm)

Top Layer 2 : 2 - T10 (dT = 210 mm)

Top Layer 3 : 2 - T10 (dT = 360 mm)

Top Layer 4 : 2 - T10 (dT = 510 mm)

Bot. Layer 1 : 2 - T12 (dB = 50 mm)

Bot. Layer 2 : 2 - T12 (dB = 210 mm)

Bot. Layer 3 : 2 - T12 (dB = 360 mm)

Bot. Layer 4 : 2 - T10 (dB = 510 mm)

Left Skin Reinf. : 1 - T10

Right Skin Reinf. : 1 - T10

Total Steel Area Ast = 1621 mm2 (ρst = 0.0058)

2. Member Force and MomentMu = 38.50 kN-m Vu = 0.00 kN

Tu = 0.00 kN-m

3. Check Reinforcement Ratio and Crack ControlMinimum Tension Reinf. As,min = 781 < 836 mm2 ....... O.K.

smax = MIN[95000/fs-2.5Cc, 300(252/fs)] = 234 mm > s = 100 mm ...... O.K.

4. Check Torsional Moment CapacityStrength Reduction Factor Φ = 0.750

Tneg = Φ fc' 12 ( Acp

2

Pcp) = 9.7 kN-m > Tu (Torsional Reinf. Negligible)

5. Check Bending Moment CapacityStrength Reduction Factor Φ = 0.900Provided Reinforcement Tension Reinf. = 836, Comp. Reinf. = 628, Skin Reinf. = 157 mm2

Neutral Axis Depth c = 118 mm

Max. Tensile strain εt = 0.0313 > 0.004 .... O.K.

Design Moment Strength ΦMn = 480.9 kN-m

Strength Ratio : Applied/Design = 0.080 < 1.000 ....... O.K.

6. Check Shear Capacity Strength Reduction Factor Φ = 0.750

ΦVc + ΦVs = 179.7 + 0.0 = 179.7 kN

a. 9m span Bleacher

56.8

49.8

57.4

47.8

4.7

3.7

60.5

44.2

61.4

41.3

3.6

1.8

60.8

42.7

61.9

39.6

4.0

1.9

36.8

40.7

37.7

4.8

3.2

38.9

mid

as G

enPOST-PROCESSOR

REACTION FORCE

FORCE-Z

MIN. REACTION

NODE= 106310

FZ: 1.7919E+000

MAX. REACTION

NODE= 108185

FZ: 6.1935E+001

CB: 1.2DL+1.6LL

MAX : 108185

MIN : 106310

FILE:

9mUNIT:

kNDATE:

09/27/2012

VIEW-DIRECTION

X:-0.483

Y:-0.837

Z:0.259

Project Part of StructureSTUD PLATE for BC 9m

Proj. No.

Calculated byM.M

Date27-Sep-12 Sheet Off

Checked byH.Nasr

Date Rev.0

Ref. Output

27-Sep-12

Calculations

AL-MENAA SPORT COMPLEX

www.econstruct.ae

Properties for Different Elements

Fy (Mpa) Fult (Mpa)ASTM A36M 250 400ASTM A36M, MINIMUM YIELD STRENGTH 250 Mpa 250 400

ACI 318(D.5.1) 1- Check steel strength of Stud in Tension :

Ns = n x Ase x Fut Eq ( D.3 )

Ns = 3 x 3.14 / 4 ( 16 )^2 x450 / 1000 271.296 KN

(D.5.2) 2- Check Concrete Breakout strength of each row of Studs in Tension :

Ncb = AN / ANo x Ψ1 x Ψ2 x Ψ3 x Nb Eq ( D.4 )

Ano= 9 x Hef^2 ==9 x (150)^2 1.5 He 150 810 2.0E+05 mm2

200 200

250 150AN = (ca1+s1+1.5He)(2x1.5He) , ca1=(225+150+1.5*150)*(200+1.5*150)= 2.6E+05 mm2

3795

To calculate AN

Nb = K x (fc')^0.50 x Hef^1.50 = 10 x (40)^0.50 x (150)^1.50 Eq ( D.7 ) 116.19 KN

Ψ1 = 1 / ( 1 + 2e'N/3hef) = 1 / .333 = .75 Eq ( D.9 ) 0.75

Ψ2 = 0.70 + 0.30 x Cmin/1.50 Hef = 0.70 + 0.30 x 100/3*150 = Eq ( D.10 ) 0.77

Ψ3  ( Cast in anchors ) = 1.25

Ncb=0.75*0.77*1.25*255000/202500*116.19 105.153 KN

(D.5.3) 3- Check Pullout strength of Stud in Tension :

Npn = Ψ4 x Np Eq ( D.12 )

Np = Abrg x 8 fc'Stud

Abrg = 3.14/4 x (30^2 - 16^2) 505.54 mm2

Ψ4 1.00Stud Head

Npn = 3 x 505.54 x 8 x 40 / 1000 485.318 KN

(D.5.4) 4- Check Concrete side face blowout strength of Stud in Tension :

Nsb = 13.0 x C x (Abrg)^0.50 x (fc')^0.50 Eq ( D.15 )

Nsb = 13.0 x 100 x (505.54)^0.50 x (40)^0.50 / 1000 184.863 KN

(D.6.1) 5- Check steel strength of Stud in shear :

Vs = n x Ase x Fut Eq ( D.17 )

Vs = 6 x 3.14/4 (16)^2 x 450 / 1000 542.592 KN

PropertiesDescription

ASTM A108, GRADE 1010 THROUGH 1020 HEADED STUD TYPE, 350 450

Elements

ANGLES

(BED

)

(SED)

PLATES

HEADED STUDS

Project Part of StructureSTUD PLATE for BC 9m

Proj. No.

Calculated byM.M

Date27-Sep-12 Sheet Off

Checked byH.Nasr

Date Rev.0

Ref. Output

27-Sep-12

Calculations

AL-MENAA SPORT COMPLEX

www.econstruct.ae

6- Check Concrete Breakout strength of Stud in shear : 3> SED/BED=((150+810)/(150+3795))= 0.24 >0.2 corner

Pci Design HandbookVcb = Vco3 (Cvcr)(Cev3)(Ch3)(Cc3) Eq (6.5.5.9)

Vco3 = 16.5λ(f'c)0.5(BED)1.33= 918.7 kip Eq (6.5.5.2) 4086.6 KN

Cev3 = 1/(1+0.67*(e'v/BED) = 1/(1+0.678(0/(3795+150)= 1 Eq (6.5.5.6)

Ch3 = 0.75*(h/BED)^0.5= 0.17 Eq (6.5.5.5)

Cc3 = 0.7*(SED/BED)^1/3= 0.35 Eq (6.5.5.10)

,Cvcr = 0.85 assume as a cracked section with edge RFT T12

Vcb= 918.71*1*0.17*0.35*0.85= 46.3 kip 206.1 KN

(D.6.3) 7- Check pryout strength of Stud in shear :

Vcp = Kcp x Ncp

For Hef > 65 mm , Kcp = 2.00

Vcp = 2.00 x105.15= 210.306 KN

8- Calculations of Forces on One Stud :

Vu ( Total Shear Reaction from Bleacher ) = 62.00 KN

Nu ( Total horizontal Reaction from Bleacher ) =1.6*0.35*0.8= 0.45 KN

Vu per one Stud =1.33*62 / 6 , ( 6 studs per one angle) Vu=62 13.743 KNSteel Angle

Mu = ((62*0.075)= 4.65 KN.m Nu=0.448

Tension per Top row = 1.33*(4.65 /(150/1000)+0.448) 150 41.826 KNmm

Shear Studs

For check the adequacy of the stud section , please refer to MIDAS SET check

For straining actions on the angle please refer to bleacher calculation-section 8

ACI 318 9- Check Combined stresses :(D.7)

Vu ( Shear ) = 1.33 *62 82.460 KN

Nu ( Tension ) = 41.826 KN

ФVn ( Shear Capacity ) = 0.75 x206.11 ( From items 5, 6 & 7 ) 154.585 KN

ФNn ( Tension Capacity ) = 0.75 x105.15 ( From items 1, 2 , 3 & 4 ) 78.865 KN

Vu / ФVn + Nu / ФNn  <= 1.20

82.46 / 154.59 + 41.83 / 78.86 = 0.53 + 0.53 1.064< 1.20 , Safe

16.5(1)(4600)^0.5((3795+150)/25.4)^1.33/1000 =

0.75*(200/(3795+150))^0.5=

0.7*((810+150)/(3795+3795))^(1/3)=

`

Project Part of StructureANGLE CONNECTION (9m)

Proj. No.

Calculated byM .M

Date27‐Sep‐12

Sheet 

Checked byI. T

Date27‐Sep‐12

Rev.0

Ref.

Check of connection capacity:

                   Vu= 61.5

Vu (MAX ULTIMATE VERTICAL FORCE  CARRIED BY CONNECTION)  = 82.5 KN

Vw (MAX WORKING VERTICAL FORCE  CARRIED BY CONNECTION) = Tu /1.5  = 55.0 KN

Angle Section Properties:

A = 150 mm

AL‐MENAA SPORTS COMPLEX

Calculations Output

B = 150 mm

L = 250 mm

t = 10 mm

Lv = 90 mm

Lh = 0 mm

Fy = 248 MPa

Stiffener properties:

ts  = 12 mm

Fy  = 248 Mpa

Check for steel angle:

Check of Section Y:

slot width = 0 mm

Number of  Stiffners 3

a    (stiffener width at sec Y) =  75 mm

y" = 12.791 mm

Iy = 2754845 mm^4

Zy = Iy/(a‐y")= 44283 mm^3

Mu = Vu * Lv = 7.42 KN.M

(F1‐1) Mn = Fy*Z  = 10.98 KN.M

AISC LRFD  φ  = 0.9

1999 φ Mn  = 9.884 KN.M

(D1‐1, D1‐2) Ag (Area gross) = 5200 mm2

AISC LRFD   φPn = 0.75 Fy Ag  = 967 KN

19991999

Tu/φPn+Mu/φMn  = 0.84

< 1 [safe]

a. 10.5m span Bleacher

66.5

59.1

65.8

58.1

6.2

4.7

72.5

50.5

72.4

47.7

4.7

2.0

73.3

47.5

73.7

44.1

5.2

2.1

44.1

45.5

45.2

6.3

3.6

43.3

mid

as G

enPOST-PROCESSOR

REACTION FORCE

FORCE-Z

MIN. REACTION

NODE= 106310

FZ: 2.0025E+000

MAX. REACTION

NODE= 108185

FZ: 7.3651E+001

CB: 1.2DL+1.6LL

MAX : 108185

MIN : 106310

FILE:

10UNIT:

kNDATE:

09/27/2012

VIEW-DIRECTION

X:-0.483

Y:-0.837

Z:0.259

Project Part of StructureSTUD PLATE for BC 10.5m

Proj. No.

Calculated byM.M

Date27-Sep-12 Sheet Off

Checked byH.Nasr

Date Rev.0

Ref.

AL-MENAA SPORT COMPLEX

27-Sep-12

Calculations Output

www.econstruct.ae

Properties for Different Elements

Fy (Mpa) Fult (Mpa)ASTM A36M 250 400ASTM A36M, MINIMUM YIELD STRENGTH 250 Mpa 250 400

ACI 318(D.5.1) 1- Check steel strength of Stud in Tension :

Ns = n x Ase x Fut Eq ( D.3 )

Ns = 3 x 3.14 / 4 ( 16 )^2 x450 / 1000 271.296 KN

(D.5.2) 2- Check Concrete Breakout strength of each row of Studs in Tension :

Ncb = AN / ANo x Ψ1 x Ψ2 x Ψ3 x Nb Eq ( D.4 )

Ano= 9 x Hef^2 ==9 x (150)^2 1.5 He 200 810 2.0E+05 mm2

200 200

250 150AN = (ca1+s1+1.5He)(2x1.5He) , ca1=(225+200+1.5*150)*(200+1.5*150)= 2.8E+05 mm2

3795

To calculate AN

Nb = K x (fc')^0.50 x Hef^1.50 = 10 x (40)^0.50 x (150)^1.50 Eq ( D.7 ) 116.19 KN

Ψ1 = 1 / ( 1 + 2e'N/3hef) = 1 / .333 = .75 Eq ( D.9 ) 0.75

Ψ2 = 0.70 + 0.30 x Cmin/1.50 Hef = 0.70 + 0.30 x 100/3*150 = Eq ( D.10 ) 0.77

Ψ3  ( Cast in anchors ) = 1.25

Ncb=0.75*0.77*1.25*276250/202500*116.19 113.916 KN

(D.5.3) 3- Check Pullout strength of Stud in Tension :

Npn = Ψ4 x Np Eq ( D.12 )

Np = Abrg x 8 fc'Stud

Abrg = 3.14/4 x (30^2 - 16^2) 505.54 mm2

Ψ4 1.00Stud Head

Npn = 3 x 505.54 x 8 x 40 / 1000 485.318 KN

(D.5.4) 4- Check Concrete side face blowout strength of Stud in Tension :

Nsb = 13.0 x C x (Abrg)^0.50 x (fc')^0.50 Eq ( D.15 )

Nsb = 13.0 x 100 x (505.54)^0.50 x (40)^0.50 / 1000 184.863 KN

(D.6.1) 5- Check steel strength of Stud in shear :

Vs = n x Ase x Fut Eq ( D.17 )

Vs = 6 x 3.14/4 (16)^2 x 450 / 1000 542.592 KN

450

Elements PropertiesDescription

ANGLESPLATES

HEADED STUDS ASTM A108, GRADE 1010 THROUGH 1020 HEADED STUD TYPE, 350

(BED

)

(SED)

Project Part of StructureSTUD PLATE for BC 10.5m

Proj. No.

Calculated byM.M

Date27-Sep-12 Sheet Off

Checked byH.Nasr

Date Rev.0

Ref.

AL-MENAA SPORT COMPLEX

27-Sep-12

Calculations Output

www.econstruct.ae

6- Check Concrete Breakout strength of Stud in shear : 3> SED/BED=((200+810)/(150+3795))= 0.26 >0.2 corner

Pci Design HandbookVcb = Vco3 (Cvcr)(Cev3)(Ch3)(Cc3) Eq (6.5.5.9)

Vco3 = 16.5λ(f'c)0.5(BED)1.33= 918.7 kip Eq (6.5.5.2) 4086.6 KN

Cev3 = 1/(1+0.67*(e'v/BED) = 1/(1+0.678(0/(3795+150)= 1 Eq (6.5.5.6)

Ch3 = 0.75*(h/BED)^0.5= 0.21 Eq (6.5.5.5)

Cc3 = 0.7*(SED/BED)^1/3= 0.36 Eq (6.5.5.10)

,Cvcr = 0.85 assume as a cracked section with edge RFT T12

Vcb= 918.71*1*0.21*0.36*0.85= 57.7 kip 256.7 KN

(D.6.3) 7- Check pryout strength of Stud in shear :

Vcp = Kcp x Ncp

For Hef > 65 mm , Kcp = 2.00

Vcp = 2.00 x113.92= 227.832 KN

8- Calculations of Forces on One Stud :

Vu ( Total Shear Reaction from Bleacher ) = 73.70 KN

Nu ( Total horizontal Reaction from Bleacher ) =1.6*0.35*0.8= 0.45 KN

Vu per one Stud =1.33*73.7 / 6 , ( 6 studs per one angle) Vu=73.7 16.337 KNSteel Angle

Mu = ((73.7*0.075)= 5.53 KN.m Nu=0.448

Tension per Top row = 1.33*(5.53 /(150/1000)+0.448) 150 49.606 KNmm

Shear Studs

For check the adequacy of the stud section , please refer to MIDAS SET check

For straining actions on the angle please refer to bleacher calculation-section 8

ACI 318 9- Check Combined stresses :(D.7)

Vu ( Shear ) = 1.33 *73.7 98.021 KN

Nu ( Tension ) = 49.606 KN

ФVn ( Shear Capacity ) = 0.75 x227.83 ( From items 5, 6 & 7 ) 170.874 KN

ФNn ( Tension Capacity ) = 0.75 x113.92 ( From items 1, 2 , 3 & 4 ) 85.437 KN

Vu / ФVn + Nu / ФNn  <= 1.20

98.02 / 170.87 + 49.61 / 85.44 = 0.57 + 0.58 1.154< 1.20 , Safe

16.5(1)(4600)^0.5((3795+150)/25.4)^1.33/1000 =

0.75*(300/(3795+150))^0.5=

0.7*((810+200)/(3795+3795))^(1/3)=

`

Project Part of StructureANGLE CONNECTION (10.5 m)

Proj. No.

Calculated byM .M

Date27‐Sep‐12

Sheet 

Checked byI. T

Date27‐Sep‐12

Rev.0

Ref.

Check of connection capacity:

                   Vu= 61.5

Vu (MAX ULTIMATE VERTICAL FORCE  CARRIED BY CONNECTION)  = 98.0 KN

Vw (MAX WORKING VERTICAL FORCE  CARRIED BY CONNECTION) = Tu /1.5  = 65.3 KN

Angle Section Properties:

A = 150 mm

Calculations Output

AL‐MENAA SPORTS COMPLEX

B = 150 mm

L = 250 mm

t = 10 mm

Lv = 90 mm

Lh = 0 mm

Fy = 248 MPa

Stiffener properties:

ts  = 12 mm

Fy  = 248 Mpa

Check for steel angle:

Check of Section Y:

slot width = 0 mm

Number of  Stiffners 3

a    (stiffener width at sec Y) =  75 mm

y" = 12.791 mm

Iy = 2754845 mm^4

Zy = Iy/(a‐y")= 44283 mm^3

Mu = Vu * Lv = 8.82 KN.M

(F1‐1) Mn = Fy*Z  = 10.98 KN.M

AISC LRFD  φ  = 0.9

1999 φ Mn  = 9.884 KN.M

(D1‐1, D1‐2) Ag (Area gross) = 5200 mm2

AISC LRFD   φPn = 0.75 Fy Ag  = 967 KN

19991999

Tu/φPn+Mu/φMn  = 0.99

< 1 [safe]

ProjectAlmenaa Stadium

Part of Structure Proj. No.

Calculated by Date3-Sep-12 Sheet Off

Checked by Date Rev.

Ref.

Comparizon Between Steel Plate

Output

3-Sep-12

Calculations

e.constructTel. +9714-391-1015Fax 9714-391-6860Dubai Internet CityP.O.Box 500288

Comparizon Between Steel Size

Hard WareTread embeded

PlateWall embeded

PlateLose Plate 13 Dia x 100 A36 Rod

10x100x100 w/ (2) -12 Dia x 500 DBA w/ (2) -10 Dia x 50 mm LG.

10x150x200 w/ (4) -16 Dia x 150 LG. HAS

L 100 x 100 x 8

Contract Connection Proposed Connection

6x40x150 w/ (2) -13 Dia x 600 DBA

6x150x150 w/ (4) -10 Dia x 100 LG. HAS

46.6

41.1

2.9

48.3

38.2

1.7

48.3

37.7

1.9

29.6

35.8

3.0

46.7

40.0

3.7

48.7

36.6

3.0

48.8

36.0

3.1

29.9

3.9

35.2

mid

as G

enPOST-PROCESSOR

REACTION FORCE

FORCE-Z

MIN. REACTION

NODE= 106310

FZ: 1.7492E+000

MAX. REACTION

NODE= 114761

FZ: 4.8787E+001

CB: 1.2DL+1.6LL

MAX : 114761

MIN : 106310

FILE:

7UNIT:

kNDATE:

09/27/2012

VIEW-DIRECTION

X:-0.483

Y:-0.837

Z:0.259

Project Part of StructureSTUD PLATE for BC 7.5m

Proj. No.

Calculated byM.M

Date27-Sep-12 Sheet Off

Checked byH.Nasr

Date Rev.0

Ref. Calculations

AL-MENAA SPORT COMPLEX

Output

27-Sep-12

www.econstruct.ae

Properties for Different Elements

Fy (Mpa) Fult (Mpa)ASTM A36M 250 400ASTM A36M, MINIMUM YIELD STRENGTH 250 Mpa 250 400

ACI 318(D.5.1) 1- Check steel strength of Stud in Tension :

Ns = n x Ase x Fut Eq ( D.3 )

Ns = 4 x 3.14 / 4 ( 16 )^2 x450 / 1000 361.728 KN

(D.5.2) 2- Check Concrete Breakout strength of each row of Studs in Tension :

Ncb = AN / ANo x Ψ1 x Ψ2 x Ψ3 x Nb Eq ( D.4 )

Ano= 9 x Hef^2 = =9 x (200)^2 1.5 He 300 3000 3.6E+05 mm2

60 60

300 200AN = (ca1+s1+1.5He)(2x1.5He) , ca1=(300+300+1.5*200)*(60+1.5*200)= 3.2E+05 mm2

640

To calculate AN

Nb = K x (fc')^0.50 x Hef^1.50 = 10 x (40)^0.50 x (150)^1.50 Eq ( D.7 ) 178.89 KN

Ψ1 = 1 / ( 1 + 2e'N/3hef) = 1 / .333 = .75 Eq ( D.9 ) 0.75

Ψ2 = 0.70 + 0.30 x Cmin/1.50 Hef = 0.70 + 0.30 x 100/3*150 = Eq ( D.10 ) 0.77

Ψ3  ( Cast in anchors ) = 1.25

Ncb=0.75*0.77*1.25*324000/360000*178.89 115.706 KN

(D.5.3) 3- Check Pullout strength of Stud in Tension :

Npn = Ψ4 x Np Eq ( D.12 )

Np = Abrg x 8 fc'Stud

Abrg = 3.14/4 x (30^2 - 16^2) 505.54 mm2

Ψ4 1.00Stud Head

Npn = 4 x 505.54 x 8 x 40 / 1000 647.091 KN

(D.5.4) 4- Check Concrete side face blowout strength of Stud in Tension :

Nsb = 13.0 x C x (Abrg)^0.50 x (fc')^0.50 Eq ( D.15 )

Nsb = 13.0 x 100 x (505.54)^0.50 x (40)^0.50 / 1000 184.863 KN

(D.6.1) 5- Check steel strength of Stud in shear :

Vs = n x Ase x Fut Eq ( D.17 )

Vs = 8 x 3.14/4 (16)^2 x 450 / 1000 723.456 KN

Elements

ANGLES

(BED

)

(SED)

PLATES

HEADED STUDS

PropertiesDescription

ASTM A108, GRADE 1010 THROUGH 1020 HEADED STUD TYPE, 350 450

Project Part of StructureSTUD PLATE for BC 7.5m

Proj. No.

Calculated byM.M

Date27-Sep-12 Sheet Off

Checked byH.Nasr

Date Rev.0

Ref. Calculations

AL-MENAA SPORT COMPLEX

Output

27-Sep-12

www.econstruct.ae

6- Check Concrete Breakout strength of Stud in shear : -SED/BED= 3.928571429 >3 not corner conditionPci Design Handbook

Vcb = Vco3 (Cvcr)(Cev3)(Ch3)(Cx3) Eq (6.5.5.9)

Vco3 = 16.5λ(f'c)0.5(BED)1.33= 117.4 kip Eq (6.5.5.2) 522.3 KN

Cev3 = 1/(1+0.67*(e'v/BED) = 1/(1+0.678(0/(640+200)= 1 Eq (6.5.5.6)

Ch3 = 0.75*(h/BED)^0.5= 0.68 Eq (6.5.5.5)

Cx3 = 0.85+(X/3BED) = 0.97 Eq (6.5.5.4)

,Cvcr = 0.85 assume as a cracked section with edge RFT T12

Vcb= 117.42*1*0.68*0.97*0.85= 66.2 kip 294.5 KN

(D.6.3) 7- Check pryout strength of Stud in shear :

Vcp = Kcp x Ncp

For Hef > 65 mm , Kcp = 2.00

Vcp = 2.00 x115.71= 231.413 KN

8- Calculations of Forces on One Stud :

Vu ( Total Shear Reaction from Bleacher ) = 49.00 KN

Nu ( Total horizontal Reaction from Bleacher ) = 1.6*0.15*7.5/2 = 0.90 KN

Vu per one Stud =1.33*49 / 8 , ( 8 studs per one angle) Vu=49 8.146 KNSteel Angle

Mu = ((49*0.125)= 6.13 KN.m Nu=0.9

Tension per Top row = 1.33*(6.13 /(200/1000)+0.9) 200 41.928 KNmm

Shear Studs

For check the adequacy of the stud section , please refer to MIDAS SET check

For straining actions on the angle please refer to bleacher calculation-section 8

ACI 318 9- Check Combined stresses :(D.7)

Vu ( Shear ) = 1.33 *49 65.170 KN

Nu ( Tension ) = 41.928 KN

ФVn ( Shear Capacity ) = 0.75 x231.41 ( From items 5, 6 & 7 ) 173.560 KN

ФNn ( Tension Capacity ) = 0.75 x115.71 ( From items 1, 2 , 3 & 4 ) 86.780 KN

Vu / ФVn + Nu / ФNn  <= 1.20

65.17 / 173.56 + 41.93 / 86.78 = 0.38 + 0.48 0.859< 1.20 , Safe

16.5(1)(4600)^0.5((640+200)/25.4)^1.33/1000 =

0.75*(700/(640+200))^0.5=

=0.85+(300/(3*(640+200)))

`

Project Part of StructureANGLE CONNECTION (7.5m)

Proj. No.

Calculated byM .M

Date27‐Sep‐12

Sheet 

Checked byI. T

Date27‐Sep‐12

Rev.0

Ref.

Check of connection capacity:

                   Vu= 61.5

Vu (MAX ULTIMATE VERTICAL FORCE  CARRIED BY CONNECTION)  = 65.2 KN

Vw (MAX WORKING VERTICAL FORCE  CARRIED BY CONNECTION) = Tu /1.5  = 43.4 KN

Angle Section Properties:

A = 200 mm

B = 200 mm

L = 250 mm

t = 10 mm

Lv = 125 mm

AL‐MENAA SPORTS COMPLEX

Calculations Output

Lh = 0 mm

Fy = 248 MPa

Stiffener properties:

ts  = 12 mm

Fy  = 248 Mpa

Check for steel angle:

Check of Section Y:

slot width = 0 mm

Number of  Stiffners 3

a    (stiffener width at sec Y) =  75 mm

y" = 12.791 mm

Iy = 2754845 mm^4

Zy = Iy/(a‐y")= 44283 mm^3

Mu = Vu * Lv = 8.15 KN.M

(F1‐1) Mn = Fy*Z  = 10.98 KN.M

AISC LRFD  φ  = 0.9

1999 φ Mn  = 9.884 KN.M

(D1‐1, D1‐2) Ag (Area gross) = 5200 mm2

AISC LRFD   φPn = 0.75 Fy Ag  = 967 KN

1999

Tu/φPn+Mu/φMn  = 0.89

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