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Adelaide City Culverts

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by

sam hemmat

on 10 June 2015

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Transcript of Adelaide City Culverts

Introduction
• Construct a culvert on Sturt Valley Road, Stirling
• Why was this location chosen?
Benefit the local population and surrounding road structure
Broad and steep catchment area
Minimal flood water management
Floods blocking the road to road users
Major road hazards
Low visibility at night
Location around a bend

Hydrology
Catchment Area
Flow Path
50 Year Flood
Pipe selection
Discharge
Traffic Design
Pavement type
Thickness of the Asphalt




Design Period will be 40 years


Structural Analysis
3 types of vertical loading analysed in investigation;

1. Working load due to the fill material
2. Working load due to the superimposed dead loads
3. Working load due to the superimposed live loads

Discussion
Hydrology & Hydraulics
• Multiple pipe culvert system
• 2 pipes chosen to improve the flow rate
• Steel Reinforced Concrete Pipe (SRCP)
Pipe’s diameter
Resistance to erosion over extended periods of time

Discussion
Geotechnical & Transport design
• The result of the Traffic Design ESA was an approximation
• Manual survey
Hour counts for each design period
• Improve the count
Longer time count periods
Using traffic counter strips
• Most suitable pavement type
Full depth asphalt
• Improvement
Collated on site and through
previous soil analysis

Discussion
Structural Design
• Analyzes hydraulics and transport
• Vertical load values need for the culvert system
Maximum came from W80 load
An error in the vertical loading could cause potential damage
• Class 6 pipe system
Well above the maximum loading
Revert down a class as the W80 load would exceed the proof load

Conclusion
• Aim to develop culvert for flood prone site in Adelaide.
• Economical & Viable Solution for Site.
• Detailed Analysis of;
- Surrounding area
- Physical properties of site
- Traffic data
- Relevant loadings
- Design period


Adelaide City Culverts
Sturt Valley Road, Stirling
Catchment Area
Flow Path
50 Year Flood
Equal area slope = 74.96 m
Time of concentration = 23.4 min
Q50 = 5.76 m^3/s
Pipe Selection
With a Q50 of 5.8 m3/s and a set velocity of 2.5m/s an appropriate pipe for this application needs to be selected.
Pipe Discharge
Using a set outlet velocity of 2.5 m/s and Pipe diameter of 1500 mm
Rock size (d50) of 300mm and a 4x ratio of the length of discharge to diameter of pipe
0.53 km2
L = 6 m
W= 4.45 m
• Manage the water flow and promoted the flow
downstream
• As it has eroded parts of the vegetation and
caused partial damage to the road’s structure
• Divide the design of the culvert into three sections
Hydrology & Hydraulics
Geotechnical & Transport
Structural

Introduction
Working load due to fill material:
Multiple Pipe Condition:



Where,
C’e = Value of coefficient
W = Weight of fill
D = Diameter of Pipes
H = Height from top of pipe to ground level
Density of Fill:
Average value for sandy clay under dry conditions:
(14.5+17.5)/2 = 16 kN/m3

Structural Analysis
- H/D = 0.37 which gave an approximate C’e = 1.05.
- Working load 13.86 kN/m
(through use of multiple pipe condition Wg formula.)




No superimposed dead load residing on site.
Shown in figures 2, 3 & 4.

Working load due to the superimposed dead loads



Working load due to superimposed live load
Maximum loading =
126.5kN/m.

Combined total loading =
13.86 kN/m + 126.5kN/m =

140.36kN/m.

Class 4 (Z) pipe proof load insufficient
Class 6 pipe required. Proof Load =
162kN/m.

Traffic analysis based on manual surveying method. (Larger time frame, increase in accuracy of data)
Analysis to best of ability of team within design period
Adelaide City Culvert achieved solution meeting environmental, structural and economical requirements for site.

THANK YOU
FOR YOU TIME
Adelaide City Culverts
Geotechnical & Transport Design
Traffic Design Analysis
The Manual Count method is used for this report.

4 different peak hour (AM, Interpeak(IP), PM, and Night IP).

The Annual Average Daily Traffic (AADT) is 1,551

Road is a single lane
Direction Factor (DF) = 1
Lane Distribution Factors (LDF) = 1

Net Traffic Design (NDT)
Heavy Vehicle (HV%) = 1.03%
Axle Groups per Heavy Vehicle(NHVAG )= 2

Assuming the road has a light traffic, Growth rate (R) = 0
California Bearing Ratio (CBR) = 40



Now to find NDT, substitute all the value found in the previous.

NDT = 4.66 * 10^5

Pavement Type
Urban situation
Net Design Traffic is 4.66*10^5
Full Depth Asphalt chosen to be the pavement type for the culvert

Soil Type
The soil of the site is found to be sandy clay according to Australia Soil Resource Information System (ASRIS).
Soil has good drainage according to Department of Environment Water and Natural Resources (DEWNR).
Soil Type
Sandy clay, good drainage
The typical CBR value is 5%
Thickness of the Asphalt
- Asphalt modulus 3000MPa
- Subgrade Modulus is 50MPa
- The asphalt will be 155mm thick

Culvert Design Cross Section
Full Depth Asphalt pavement
type, 155mm thick in a 40 years design period
Flow length = 1.06 km
Pavement Thickness = 0.155m
Pipe Diameter = 1.5m
Lc = 0.25m
Natural Ground RL: 440m
Pipe RL: 437.95m
Class 6 SRCP's

W80 Load Evaluation:
Diameter = 1.5m
Top of pipe to top of road pavement = 0.55m

A=L1*L2 = (b+1.45H) (a+1.45H) =1.254m^2

q = 84.1kPa*

Now, multiplying by diameter of pipe;

W80 LL = 84.1* 1.5 = 126.15 kN/m

A160 Load Evaluation:

A = L1*L2 =
(G+b+1.45H)(a+1.45H) = 3.349m^2

q = 62.9kPa*

Now, multiplying by diameter of pipe;

A160 LL = 62.9 * 1.5 = 94.35kN/m

M1600 Load Evaluation:

A = L1*L2 = (2+0.4+1.45(0.55))((1.25*2) +0.25+1.45(0.55))
= 11.34m^2

Now, multiplying by diameter of pipe;

q = 39.5kPa*

39.5*1.5 = 59.25 kN/m

M1600 LL = 59.25 + 6 = 65.25 = 65.3 kN/m

S1600 Load Evaluation:

A=L1*L2 = (G+b+1.45H)(J+a+1.45H) =11.34m^2

q = 21.2kPa

Now, multiplying by diameter of pipe;

q = 21.2kPa*

21.2*1.5 = 31.8kN/m

S1600 LL = 31.8 + 24 = 55.8 kN/m

*
IP manual count
Full transcript