Week 6 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 Pipes loads for the bridges to be designed as follow: -

 

Solution :
Items	Symbol	Qty.	Unit
Location		Narmada
Span		3.0	m
The length of Bridge		24.0	m
Type of Pipe		K-9	Class
Diameter of NB DI  Pipe P1		0.7	m
Diameter of NB DI  Pipe P2		0.2	m
Unit weight of the Pipe 200 mm Dia.	A	30.6	Kg/m
Unit weight of the Pipe 700 mm Dia.	B	173.9	Kg/m
Height from top of pedestal to top of Bridge		3.25	m
Height from bottom of bridge to top of Bridge		2.5	m
Column Size (Assumed)		1.0x1.0	m
Dead load of Pipe:
Weight of 200 mm dia pipe		734.4	Kg
Weight of 700 mm dia pipe		4173.6	Kg
Live load of Pipe:
Unit weight of Water		10	Kg/m3
Weight of 200 mm Dia pipe	C	0.31	Kg/m
Weight of 700 mm Dia pipe	D	3.85	Kg/m
Total Load on the structure:  in kg/m
200 mm dia pipe(A+C)		30.91	Kg/m
700 mm dia pipe(B+D)		177.75	Kg/m
Total Load on the structure:  in KN/m
200 mm dia pipe(A+C)		0.0309	KN/m
700 mm dia pipe(B+D)		0.1777	KN/m

 

This load are acting on the structure as UDL

3. General Arrangement:

 

The following steel truss  geometry figure is given below.

 Plan of the Structure:-

1. Structure -Geometry Model:-

2. Properties Assigned:-

3. Suppoert assigned:-

4. Load Assigned:-

5. Run the Model:-

6. Maxi. Moment along Z:-

Shear Force Diagram:

Bending  Moment Diagram along Z direction: apllied self- weight

Bending  Moment Diagram along X direction:

Report the following Structure:-

1.Beam End Forces from hight to low:

Beam	L/C	Node	Axial Force kN	Shear-Y kN	Shear-Z kN	Torsion kN-m	Moment-Y  kN-m	Moment-Z kN-m
190	2	82	-3.792	-1.441	0.005	0	0.009	3.661
140	2	53	-2.43	1.125	0	0	-0.001	3.235
139	2	52	-1.729	1.125	0	0	0.001	2.565
61	2	75	-1.091	-1.512	-0.204	0.029	-0.184	2.384
81	2	81	-1.091	-1.512	0.204	-0.029	0.184	2.384
175	2	45	-1.094	0.811	5.363	-0.05	0.555	2.274
187	2	51	-1.094	0.811	-5.363	0.05	-0.555	2.274
111	2	57	-1.121	1.031	-1.808	-0.059	0.201	2.07
117	2	63	-1.121	1.031	1.808	0.059	-0.201	2.07
142	2	66	-1.121	1.141	-1.808	-0.059	-0.341	1.744
154	2	72	-1.121	1.141	1.808	0.059	0.341	1.744
83	2	37	9.277	-0.299	-0.065	0	-0.121	1.305
190	2	81	3.792	1.722	-0.005	0	0.007	1.084
178	2	75	-1.775	0.55	0.002	0	-0.004	1.005

2.Beam End Forces from  low  to hight :

Beam	L/C	Node	Axial Force kN	Shear-Y kN	Shear-Z kN	Torsion kN-m	Moment-Y  kN-m	Moment-Z kN-m
176	2	74	3.792	-1.441	0.005	0	-0.009	-3.661
140	2	55	2.43	1.125	0	0	0.001	-3.235
139	2	54	1.729	1.125	0	0	-0.001	-2.565
187	2	81	1.094	-0.76	5.363	-0.05	-0.195	-2.384
175	2	75	1.094	-0.76	-5.363	0.05	0.195	-2.384
117	2	51	1.121	-0.958	-1.808	-0.059	0.563	-2.269
111	2	45	1.121	-0.958	1.808	0.059	-0.563	-2.269
154	2	63	1.121	-1.031	-1.808	-0.059	0.201	-2.07
142	2	57	1.121	-1.031	1.808	0.059	-0.201	-2.07
170	2	72	1.125	-1.567	0.461	-0.009	-0.332	-1.745
158	2	66	1.125	-1.567	-0.461	0.009	0.332	-1.745
2	2	2	-9.277	-0.299	-0.065	0	0.121	-1.305
176	2	75	-3.792	1.722	-0.005	0	-0.007	-1.084
188	2	81	1.775	0.55	0.002	0	0.004	-1.005
14	1	16	-2.188	0	-0.009	0	-0.013	0

3. Maximum Reaction alog Y Direction:-

Max.  Reaction Force along Y Direction
Node	L/C	Force-X kN	Force-Y kN	Force-Z kN	Moment-X kN-m	Moment-Y kN-m	Moment-Z kN-m
44	2	-1.036	13.555	-0.142	-0.032	-0.001	0.376
44	1	-0.113	1.584	-0.027	-0.006	0	0.045

1.Beam End Forces from hight to low:1.Beam End Forces from hight to low: