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Project: Astana Substation Date: 14-Oct-14

Subject:

Member:

1) MATERIAL PROPERTIES

Grade of Concrete = 30 MPa

Table 3.1 Grade of Main Steel = 410 MPa

Grade of Link = 410 MPa

2) SECTION PROPERTIES

Effective Span = 0.9 m

Overall Depth = 900 mm

Breadth = 900 mm

Table 3.4 Cover = 75 mm

Type of Beam = 21 Cantilever 2 Simply Supported 3 Continuous

3) DESIGN OF MAIN REINFORCEMENT

Design Moment = 40 kNm

Assume 1 layer(s) of 16 mm bars and

16 mm links

Cl 3.4.4.4 Effective Depth = 801 mm

k = 0.00

z/d = 1.00

z = 761 mm

A's (required) = 0 mmNo of Compression Bars = 0 Y12

As (required) = 135 mm

No of Tension Bars = 1 Y 16

4) CHECKING FOR PUNCHING SHEAR

Shear at Pilecap Area = 328 kN

Design Shear Force VT = 459.20 kN

Cl 3.4.5.2 Design Shear Stress, v = 0.64 MPa

Table 3.9 Concrete Shear Stress, vc = 0.20 MPa

Table 3.8 Choose 1 legs of 16 mm linksCl 3.4.5.5 Link Spacing Required = 200 mm

5) CHECK FOR DEFLECTION

Table 3.11 Tension Modification Factor = 2.00

Table 3.12 Comp. Modification Factor = 1.00

Table 3.10 L/d (allowable) = 40

L/d (actual) = 1 OK

PU ENGINEERING SDN BHD

DESIGN OF PILE STRIP TO BS 8110:1997

Plinth for Post Insulator and Surge

Arrester

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Beam Torsion Calculation

Beam ID Staircase 1

Torsional Moment 97 kNm

Vt 0.40 MPa

Vt, min 0.37 MPa

Vtu, min 4.38 MPa

v 0.64 MPa

Vc 0.20 MPa

Vt Vt, min

v VcShear Links

Only

Torsion &

Shear Links

Area of Torsional Reinforcement

Asv/Sv 0.62

Link Size10

mmLink Spacing 200 mm

As 921.2 mm2

Total Area for Bending & Torsion

Total As 1056.2

Use 4 T 20

Total Asv/Sv 1.72Link 4 legs of R 12

Link Spacing 200 mm

Table 2.4 - Reinforcement for Shear & Torsion

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Cross-Over Support Beam

Foundation

UDL on Beam 15 kN/m

Pile Used 100 mm dia bakau piles

Pile Spacing 300 mm

Pile Working Load 10 kN

Actual Load on Pile 4.5 kN OK

Beam Forces & Moments

Bending Moment 0.17 kNm

Shear Force 5.4 kN

Beam Design on Next Page

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ll 0.5 7.75 0.25

dl 0.5 7.75 0.5

0.25 0.45 240.115 1 15

ll 0.5 9.05 0.25

dl 0.5 9.05 0.5

0.25 0.45 24

0.115 1 15

0.115 0.23 0.02645

2.8

2.8 9.81

0.115 1

0.15 2.8 24

3 9.81

0.15 1.5 2489.3 0.02 1

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0.96875 1.6 1.55

1.9375 1.4 2.7125

2.7 1.4 3.781.725 1.4 2.415

10.4575

56.94109 28.47054

66.90578

1.13125 1.6 1.81

2.2625 1.4 3.1675

2.7 1.4 3.78 21 2 3.2

1.725 1.4 2.415

11.1725

60.83426

71.48026 97.32641

0.14812 4.347826 0.644

27.468 0.027468 1.038488 14.83554 1 37.80718

1.038488

15 1.725

7.5 9.81 0.073575 0.1

1 10.08 2.8 9.81 0.027468 0.07

29.43

1 5.44 7.144

52.054

78.081

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5.2 25.84615

0.2 0.46 7.997283

0.115 0.23 14.83554