Week 6 Challenge

DESIGN AND ANALYSIS OF BRIDGE WITH PIPE LOADS

AIM

To Design and analyse a Truss bridge with Pipe loads using STAAD Pro. Software.

INTRODUCTION

As per the given data with reference of CPHEEO and standard formulas the DI Pipe load is being calculated manually.

Live load of DI pipe = π/4 x (d)^2 x Unit weight

Self weight of DI pipe to be referred from CPHEEO class K9 DI pipe data table

Total load = Self weight + Live load

FOR 200mm DIA DI PIPE

Live load of 200mm DI pipe = π/4 x (0.2)^2 x 10

So,Live load of 200mm DI pipe = 0.314 KN/m

Self weight of 200mm DI pipe = 0.194 KN/m (Referred from CPHEEO class K9 DI pipe data table)

Total load of 200mm DI Pipe = 0.314 + 0.194 = 0.50 KN/m

FOR 700mm DIA DI PIPE

Live load of 700mm DI pipe = π/4 x (0.7)^2 x 10

So,Live load of 700mm DI pipe = 3.84 KN/m

Self weight of DI pipe = 1.12 KN/m (Referred from CPHEEO class K9 DI pipe data table)

Total load of 700mm DI Pipe = 3.84 + 1.12 = 4.96 KN/m

PROCEDURE

Step 1 - Create Nodes by entering the corresponding X/Y/Z values in the Node table for Creation of geometry for Truss bridge structure with elements such as Piers,Beams,Deck slab etc.,

Step 2 - After creating the nodes connect those nodes with add beam option.

Step 3 - Then Click specification tab and click fixed support tab

Step 4 - After that in create support dialog box add fixed support for all the piers in the geometry using assign for selected nodes option.

Step 5 - Then in Properties tab click Prismatic and add the I-Sections,Angle members,C Channels to the respective beams as given in the question data

Step 6 - After adding the properties click Loading tab and add load cases for Self weight,200mm dia and 700mm dia pipe .

Step 7 - Then apply Member load as 0.5 KN/m and 4.96 KN/m for LOAD CASE 1: CLASS K9 200mm DI PIPE and LOAD CASE 2 : CLASS K9 700mm DI PIPE respectively to the beams created for pipe loads.Then apply self weight to the entire geometry.

Step 8 - After applying the loads in analysis and design tab define commands for PERFORM ANALYSIS and click run analysis.

RESULTS

MAXIMUM BENDING MOMENT AT SUPPORT

Mx = 14.594 KN/m at Node 48

My = 2.663 KN/m at Node 50

Mz = 21.321 KN/m at Node 51

MAXIMUM SHEAR FORCE AT SUPPORT

Fx = 1.336 KN/m at Node 50

Fy = 39.771 KN/m at Node 51

Fz = 0.908 KN/m at Node 48

MAXIMUM BENDING MOMENT AT BEAMS

Mx = 643.35 KN/m at Beam 139

My = 74.486 KN/m at Beam 70

Mz = 1192.667 KN/m at Beam 143

MAXIMUM SHEAR FORCE AT SUPPORT

Fx = 39.771 KN/m at Beam 136

Fy = 59.52 KN/m at Beam 143

Fz = 3.759 KN/m at Beam 53

REPORT