Week 9 Challenge

AIM :- To calculate the wave load on bridge superstructure and then after that apply that load in stadd pro to analyse and results.

LIVE LOAD CALCULATION:-

Given: =Maximum crest elevation = 3 m

Number of girder supporting bridge, N = 3 m

Span length = 12 m

Width of deck slab = 9 m

Thickness of deck slab = 2 m

r = 5, Cva = 3, Cr = 0.4,

Storm elevation = 8.5 m

Zh = Maximum crest elevation - Centroid of I Section

= 3 - (1.7/2)

= 2.15 m

Zv = Maximum crest elevation - Elevation of bottom deck

= 3-1

= 2 m

Vertical load, Fv = r x Zv x Av

= 5 x 2 x (9 x (1.7/2)

= 76.5 KN

Horizontal load, Fh = r x Zh x Ah

= 5 x 2.15 x (3 x 12)

= 387 KN

Maximum vertical load, (Fv)max = Cva x Fv

= 3 x 76.5

= 229.5 KN

Maximum horizontal load, (Fh)max = (1+Cr(N - 1)) Cva x Fh

= (1+0.4(3-1) x 3 x 387

= 2090 KN

• PROCEDURE:-

1. Firstly a node is created. The height of pier is taken as 7 m.

Figure Pier is created using node

2. After that with the help of translational repeat the frame of bridge is created.

Figure Bridge frame is created with the help of node using translational repeat option

3. The bridge deck is created by using the mesh size of 0.5*0.5 m. The thickness of deck slab is 2 m

4. A circular pier of diameter 2.5 m is created. The centre to centre distance between the pier is 9 m.

5. A fixed support is created at the base of the pier.

6. Tappered I section girder is created using define option.

Figure Property of I Section

7. Cross beam of size 0.6 m * 1.2 m is created.

Figure 3D view of bridge

• LOADING

Loading-----load case details-----ADD-----WAVE LOAD------ADD------NODAL LOAD------NODE-----

Figure Defined loading condition

Figure Loading diagram of water Load

• RESULT ANALYSIS:-

1. STATIC CHECK:- Static check is ok as the difference between load and reaction is zero.

Figure Static check

2. DEFLECTION:- Maximum deflection of the structure is 1.845 mm in Z direction at node 2.

3. REACTION:-

Horizontal	Vertical	Horizontal
Fx (KN)	Fy (KN)	Fz (KN)
61.836	594.784	1100.388

Moment	Moment	Moment
Mx (KN-m)	My (KN-m)	Mz (KN-m)
5380.642	103.830	149.039

Figure Maximum reaction coming out of all the load cases

4. BEAM RESULTS:- GIRDER

Mz (KN-m) (At middle)	Mz (KN-m) (At support)	My (KN-m)	Shear y (KN)	Shear Z (KN)
201.183	66.808	148.586	197.664	325.785

• CROSS BEAM

Mz (KN-m)	My (KN-m)	Shear y (KN)	Shear Z (KN)
407.086	6.744	414.409	9.417

Figure Bending moment diagram of girder

Figure Shear force diagram of girder

5. PLATE STRESSES

Mx (KN-m/m)	My (KN-m/m)	Mxy (KN-m/m)	Shear y (N/mm2)	Shear Z (N/mm2)
282.431	2327.615	922.339	0.208	0.053

Figure plate stresses (maximum moment in x direction)

6. PIER RESULT

Mz (KN-m)	My (KN-m)	Shear y (KN)	Shear Z (KN)
302.571	5380.642	61.836	1100.38

Figure Pier bending moment

Figure Pier shear force