Week 5 Challenge

• Introduction:

Client Name (_______________________________________) has awarded Company Name ____________________________________ for Project Name(_____________________________________________________________________________________________________________________________________________________________________________________________________________________.

Company Name (______________________) has appointed INFRAENGG Design Agency’s name (__________________) as the “Design Consultant” to carry out the Detailed Design of the project corridor.

2. Schedule of Spans & Dimensions:

Calculate the design wind loads for the bridges to be designed as follow:-

Zone                                                   :         Mumbai

Height of the Bridge above GL               :         9        m

Location                                              :         Open Terrain

Obstruction of Height less than              :         10      m

The Pier Dimension                               :         5m x 1.5 m

Type of applied Load                             :         Wind Load

Consider zone as per Map                      :         B

Basic Wind Speed (V_b)                          :         44 m/s,(Annex-A,(Clause 6.2), Page No-51)

As per IS Code 875-part 3-2015, Table No-01

And clause No- 5.3.1; Page No-11

• Value of K1                                                                            :         07

Height is 9 m & Category , class A,

 K₂ factor is taken……

As per IS Code 875-part 3-2015, Table No-02

And clause No- 5.3.2.2, Page No-12, K₂ factor is taken.

• Value of K₂                                                                                       : 1.00

As per IS Code 875-part 3-2015, Table No-02,

For Upwind Slope is less than 3⁰

And clause No- 5.3.2.2, Page No-12; K₃ factor is taken.

• Value of K₃                                                                                            : 1.00

As per IS Code 875-part 3-2015,

The Location is within 56 km radius of the Ocean, so cyclone factor is taken 1.3

And clause No- 5.3.3.1, Page No-13; K₄ factor is taken.

• Value of K₄                                                                                           : 1.3

This Pd pressure is acting on the structure as UDL, We calculate the Individual member force as below:-

1. Pier                                 : 1.46x1.5=2.19 KN/m
2. Cross Girder : 1.46x1.6=2.336 KN/m
3. Main Girder : 1.46x2.3=3.358 KN/m

These are all UDl force, apply in staad model.

Wind Zone Map:-

3. General Arrangement:

The general arrangement of superstructure is shown in the Figure 1. Five longitudinal girders are proposed with 3.0m C/C. These Each longitudinal girders are placed over POT-PTFE /Elastomeric bearings. The thickness of deck slab is considered 250 mm it. The total width of superstructure is 14.8. The cross girder/Diaphragm is provided at the support location.

Span 30 m bearing centre to centre:                    : 30 m

No of Span                                                                  : 3 Nos

No of Each Span Girder                                             : 5 Nos

Total No of Girder                                                      : 15 Nos

Report:

 Beam End Force Summary: High to Low

Outer Girder  Maximum Bending Moment: