Week 9 Challenge

Client: - Skill-Lync

Project Title: - Calculation of Wave load on the structure as per IS Code: 4651

Title: - Wave Load Calculation.

Document Number

Designed By

Checked By

Approved By

Revision

WK08/22-23/RSE/08

Md Nizamuddin

Skill-Lync Professor

Skill-Lync Professor

0

Contractor: - Rahman & Son Enterprise

North 24 Parganas, Debalaya, Barasat,

West Bengal-743424

Calculation of Wave Load

Name of Project/ Work

=

Calculation of Wave Load

Name of Client

=

Skill-Lync

Name of authourity Engineer

=

Skill-Lync

Designer Name

=

Md Nizamuddin

Check by

=

Skill-Lync Professor

Approved By

=

Skill-Lync Professor

Introduction:-

Design Data:-

Maximum of Vertical Wave-Induced Load( EQ-3)

=

(F_v)_max.=(C_va-v)xF_v

Maximum of Horizontal Wave-Induced Load(EQ-4)

=

(F_h)_max.=[1+C_r(N-1)x(C_va-h)xF_h

Where

Vertical Load

=

(F_v)

Horaizontal Load

=

(F_h)

Empirical Co-efficient for Vertical Varying Load

=

C_va-v

Empirical Co-efficient for horizontal Varying Load

=

C_va-h

Vertical Load

=

EQ. 1

Horaizontal Load

=

EQ. 2

Where

Area the bridge contributing to vertical uplift

A_v

Difference between elevation of crest of max. wave & elevation of underside of the deck

Unit Weight of Water

=

Reduction Co-efficient

=

C_r

No of Girders supporting deck slab

=

N

Design data:-

Max. Crest elevation of the wave(n_max)

=

3.00

m

Depth of Girder

=

1.70

m

No of Girders

=

3.00

Nos

Span

=

12.00

m

Deck Width

=

9.00

m

Unit Weight of Water

=

5.00

Kn/m³

Reduction Co-efficient C_r

=

0.40

Storm Elevation

=

8.50

m

Empirical Co-efficient for Vertical Varying Load(C_v)

=

3.00

Empirical Co-efficient for horizontal Varying Load (Cv)

=

3.00

Solution:-

Max. Crest elevation of the wave(n_max)

=

3.00

m

Depth of Girder

=

1.70

m

No of Girders(N)

=

3.00

Nos

Span

=

12.00

m

Deck Width

=

9.00

m

Unit Weight of Water

=

5.00

Kn/m³

=

2.15

m

=

2.00

m

Vertical Force, F_v as per EQ-1

=

76.50

KN

Horizantal Force, F_h As per EQ-2

=

387.00

KN

Empirical Co-efficient for Vertical Varying Load(C_v)

=

3.00

Empirical Co-efficient for horizontal Varying Load (Cv)

=

3.00

Maximum of Vertical Wave-Induced Load as per EQ 3

=

1147.50

KN

Maximum of Horizontal Wave-Induced Load as per EQ 4

=

2089.80

KN

Material Properties:-

Density of concrete

=

25.00

KN/m³

Grade of Concrete

=

M35

N/mm²

Grade of Steel

=

Fe500

N/mm²

Geo-metry Figure:-

Support assigned:-

Properties Assigned:-

Load / Forces & Stress Assigned:-

Run the model:-

Deflection of the model;-

Displacement of the Model;-

Report:-

Maximum Bending Moment;-

Bending Moment Diagram(BMD):-

Maximum Shear Force:-

Shear Force Diagram(SBD):-

Reaction:-

Maximum Plates Stress:-

L/C

Fx kN

Fy kN

Fz kN

Mx kN-m

My kN-m

Mz kN-m

1.00

Loads

-

2,295.00

4,179.60

-10,327.50

-25,077.60

13,770.00

Reactions

-

-2,295.00

-4,179.60

10,327.50

25,077.60

-13,770.00

Difference

-

-

-

-

-

-

Beam

L/C

Section

Axial Force kN

Shear-Y kN

Shear-Z kN

Torsion kN-m

Moment-Y kN-m

Moment-Z kN-m

524.00

1.00

-

-

-

-

-

-38.24

-

524.00

1.00

0.08

-

-

-

-

-38.24

-

524.00

1.00

0.17

-

-

-

-

-38.24

-

524.00

1.00

0.25

-

-

-

-

-38.24

-

524.00

1.00

0.33

-

-

-

-

-38.24

-

524.00

1.00

0.42

-

-

-

-

-38.24

-

524.00

1.00

0.50

-

-

-

-

-38.24

-

524.00

1.00

0.58

-

-

-

-

-38.24

-

524.00

1.00

0.67

-

-

-

-

-38.24

-

524.00

1.00

0.75

-

-

-

-

-38.24

-

524.00

1.00

0.83

-

-

-

-

-38.24

-

524.00

1.00

0.92

-

-

-

-

-38.24

-

524.00

1.00

1.00

-

-

-

-

-38.24

-

Plate

L/C

SQX N/mm2

SQY N/mm2

MX kN-m/m

MY kN-m/m

MXY kN-m/m

SX N/mm2

SY N/mm2

SXY N/mm2

28

1

-

-

-

-

-

-0.81

-1.02

0.58

511

1

-

-

-

-

-

0.81

1.02

0.58

240

1

-

-

-

-

-

-0.49

-0.98

0.58

288

1

-

-

-

-

-

0.49

0.98

0.58

317

1

-

-

-

-

-

0.27

0.22

0.31

214

1

-

-

-

-

-

-0.27

-0.22

0.31

485

1

-

-

-

-

-

0.46

0.29

0.28

55

1

-

-

-

-

-

-0.46

-0.29

0.28

345

1

-

-

-

-

-

0.10

0.21

0.22

186

1

-

-

-

-

-

-0.10

-0.21

0.22

187

1

-

-

-

-

-

-0.15

-0.09

0.22

346

1

-

-

-

-

-

0.15

0.09

0.22

316

1

-

-

-

-

-

0.03

0.62

0.21

213

1

-

-

-

-

-

-0.03

-0.62

0.21

56

1

-

-

-

-

-

-0.26

-0.65

0.19

486

1

-

-

-

-

-

0.26

0.65

0.19

83

1

-

-

-

-

-

-0.26

-0.28

0.19

459

1

-

-

-

-

-

0.26

0.28

0.19

458

1

-

-

-

-

-

0.30

0.13

0.18

82

1

-

-

-

-

-

-0.30

-0.13

0.18

373

1

-

-

-

-

-

0.10

0.09

0.18

159

1

-

-

-

-

-

-0.10

-0.09

0.18

160

1

-

-

-

-

-

-0.13

-0.04

0.18

374

1

-

-

-

-

-

0.13

0.04

0.18

188

1

-

-

-

-

-

-0.14

-0.01

0.18

347

1

-

-

-

-

-

0.14

0.01

0.18

215

1

-

-

-

-

-

-0.16

-0.02

0.17

318

1

-

-

-

-

-

0.16

0.02

0.17

161

1

-

-

-

-

-

-0.14

-0.01

0.16

375

1

-

-

-

-

-

0.14

0.01

0.16

432

1

-

-

-

-

-

0.21

0.14

0.16

110

1

-

-

-

-

-

-0.21

-0.14

0.16

189

1

-

-

-

-

-

-0.13

0.00

0.16

348

1

-

-

-

-

-

0.13

-0.00

0.16

376

1

-

-

-

-

-

0.14

0.00

0.16

162

1

-

-

-

-

-

-0.14

-0.00

0.16

109

1

-

-

-

-

-

-0.22

-0.07

0.16

431

1

-

-

-

-

-

0.22

0.07

0.16

163

1

-

-

-

-

-

-0.14

-0.01

0.15

377

1

-

-

-

-

-

0.14

0.01

0.15

400

1

-

-

-

-

-

0.11

0.04

0.15

132

1

-

-

-

-

-

-0.11

-0.04

0.15

401

1

-

-

-

-

-

0.14

0.01

0.15

133

1

-

-

-

-

-

-0.14

-0.01

0.15