The document presents an analysis of seepage issues at the Diyala weir structure in Iraq. A 2D finite element model was created to model the soil and sheet pile foundation. Results found that removing any of the three rows of sheet piles increased seepage quantities, uplift pressures, and exit gradients, though safety factors remained above critical values. Removing the first upstream sheet pile had the largest impact on seepage, while removing the third downstream pile most increased exit gradients. The analyses validated repairing sheet pile defects and sealing cracks could prevent further foundation issues.
Topics:
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries
STABILITY OF SLOPESSEEPAGE CONTROL MEASURES AND SLOPE PROTECTION
a finite slope AB, the stability of which is to be analyzed.
The method Consists of assuming a number of trial slip circles, and finding the factor of safety of each.
The circle corresponding to the minimum factor of safely is the critical slip circle.
Let AD be a trial slip circle, with r as the radius and O as the centre of rotation
Let W be the weight of the soil of the wedge ABDA of unit thickness, acting through the centroid G.
The driving moment MD will be equal to W x, where x, is the distance of line of action of W from the vertical line passing through the centre of rotation O.
if cu is the unit cohesion, and l is the length of the slip arc AD, the shear resistance developed along the slip surface will be equal to cu • l, which act at a radial distance r from centre of rotation O.
When slip is imminent in a cohesive soil, a tension crack will always DevelOP by the top surface of the slope along which no shear resistance can develop,
The depth of tension crack is given by
The effect of tension crack is to shorten the arc length along which shear resistance gets mobilised to AB' and to reduce the angle δ to δ'.
The length of the slip arc to be taken in the computation of resisting force is only AB', since tension crack break the continuity at B'.
The weight of the sliding wedge is weight of the area bounded by the ground surface, slip circle arc AB' and the tension crack.
Topics:
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries
STABILITY OF SLOPESSEEPAGE CONTROL MEASURES AND SLOPE PROTECTION
a finite slope AB, the stability of which is to be analyzed.
The method Consists of assuming a number of trial slip circles, and finding the factor of safety of each.
The circle corresponding to the minimum factor of safely is the critical slip circle.
Let AD be a trial slip circle, with r as the radius and O as the centre of rotation
Let W be the weight of the soil of the wedge ABDA of unit thickness, acting through the centroid G.
The driving moment MD will be equal to W x, where x, is the distance of line of action of W from the vertical line passing through the centre of rotation O.
if cu is the unit cohesion, and l is the length of the slip arc AD, the shear resistance developed along the slip surface will be equal to cu • l, which act at a radial distance r from centre of rotation O.
When slip is imminent in a cohesive soil, a tension crack will always DevelOP by the top surface of the slope along which no shear resistance can develop,
The depth of tension crack is given by
The effect of tension crack is to shorten the arc length along which shear resistance gets mobilised to AB' and to reduce the angle δ to δ'.
The length of the slip arc to be taken in the computation of resisting force is only AB', since tension crack break the continuity at B'.
The weight of the sliding wedge is weight of the area bounded by the ground surface, slip circle arc AB' and the tension crack.
Get PPT here
https://civilinsider.com/design-philosophies-of-rcc-structure/
www.civilinsider .com
www.civilinsider .com
www.civilinsider .com
www.civilinsider .com
Various design philosophies have been invented in the different parts of the world to design RCC structures. In 1900 theory by Coignet and Tedesco was accepted and codified as Working Stress Method. The Working Stress Method was in use for several years until the revision of IS 456 in 2000.
What are the Various Design Philosophies?
Working Stress Method
limit state method
ultimate load method
#civil insider
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Any hydraulic structure which supplies water to the off taking canal known as headwork. Storage head work is that stores water when it is available and supplies when needed.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Topics:
1. Types of Diversion Head Works
2. Weirs and Barrages
3. Layout Diversion Head Works
4. Causes of Failures of Weirs and Barrages on Permeable Foundations
5. Silt Ejectors and Silt Excluders
Topics:
1. Causes of Failures of Weirs on Permeable Foundations
2. Bligh’s Creep Theory
3. Lane’s Weighted Creep Theory
4. Khosla’s Theory
5. Application of Correction Factors
6. Launching Apron
Get PPT here
https://civilinsider.com/design-philosophies-of-rcc-structure/
www.civilinsider .com
www.civilinsider .com
www.civilinsider .com
www.civilinsider .com
Various design philosophies have been invented in the different parts of the world to design RCC structures. In 1900 theory by Coignet and Tedesco was accepted and codified as Working Stress Method. The Working Stress Method was in use for several years until the revision of IS 456 in 2000.
What are the Various Design Philosophies?
Working Stress Method
limit state method
ultimate load method
#civil insider
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Any hydraulic structure which supplies water to the off taking canal known as headwork. Storage head work is that stores water when it is available and supplies when needed.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Topics:
1. Types of Diversion Head Works
2. Weirs and Barrages
3. Layout Diversion Head Works
4. Causes of Failures of Weirs and Barrages on Permeable Foundations
5. Silt Ejectors and Silt Excluders
Topics:
1. Causes of Failures of Weirs on Permeable Foundations
2. Bligh’s Creep Theory
3. Lane’s Weighted Creep Theory
4. Khosla’s Theory
5. Application of Correction Factors
6. Launching Apron
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2. Introduction
The construction of Diyala weir commenced in 1966 and was
completed in 1969.
The structure includes a road bridge and new canal head works.
This structure is located 7km downstream from the Hamren
dam, approximately 130 Km northeast of Baghdad, near the town
of Sidor.
The main purpose of this Weir is to divert outflow of the Hamren
dam to the Khalis and Sadr Al-Mushtarak canals for irrigation.
6. The Problem
Seepage of water is one of the major problems, which has an effect
upon hydraulic structures.
Diyala weir structure is suffering from such engineering problems.
It was taken as a case study and it had been checked against piping
and uplift pressure by using numerical model.
The effect of removing one of the three sheet piles rows was
studied and evaluated to investigate the quantity of seepage, uplift
pressure and expected exit hydraulic gradient for these cases.
7. Input Data for Seepage Analysis
Total length of a weir foundation equals 24.5 m.
Depth of 1st row of sheet piles (upstream sheet pile) equals 4.5 m.
Depth of 2nd row of sheet piles (middle sheet pile) equals 2.5 m.
Depth of 3rd row of sheet piles (downstream sheet pile) equals 3.5 m.
Unit weight of the soil underneath Diyala weir equals 18 kN/m2.
Permeability for clay soil underneath Diyala weir equals 1e-5 m/s.
Depth of impervious layer below Diyala weir foundation equals 11m
from the bed level (B.L).
Soil foundation underneath the weir is saturated, isotropic and
homogenous.
10. FEM Model Properties
The Eight noded quadrilateral elements were used to idealize the
vertical cross section of permeable soil underneath Diyala weir
with the following Mesh Properties,
Mesh type: graded Analysis Type: Plane Strain
Number of elements: 1278 Solver Type: Gaussian Elimination
Maximum Number of Iterations: 500
Number of nodes: 3989
Tolerance: 1e-006
14. Uplift Pressure (Contd.)
The thickness of weir impervious floor at any point should not
be less than 2/3 of uplift pressure.
The required floor thickness for points below downstream floor
and the provided floor thickness are tabulated below,
15. Uplift Pressure along Base Slab
0.00 4.00 8.00 12.00 16.00 20.00 24.00
62.00
63.00
64.00
65.00
66.00
67.00
68.00
17. Exit Gradient (Contd.)
The critical hydraulic gradient (icr ) was calculated from,
The unit weight of saturated soil underneath the weir structure is
18 kN/m2 and unit weight of water 9.807 kN/m2. The calculated
value of the critical hydraulic gradient is 0.835.
This lead to factor of Safety against piping equals;
The exit gradient from the Analysis is 0.17, lead to Fs = 4.9. A factor
of safety (Fs) of 4.9 is considered adequate for the safe performance
of the Diyala weir structure against piping
18. Exit Gradient Plot from Phase2 with all cutoff
The Exit Gradient Value from SEEP / W is 0.17
The Exit Gradient from Phase 2 is 0.18
25. Exit Gradient Plot with No End cutoff
The Exit Gradient Value from SEEP / W is 0.21
The Exit Gradient from Phase 2 is 0.25
26. Seepage and Exit Gradient
The below results of quantity of seepage and exit gradient for each
case as one sheet pile assumed to be removed.
Without Ist Sheet Pile Without IInd Sheet Pile Without IIIrd Sheet Pile
Description
Author's Ours Author's Ours Author's Ours
Quantity of Seepage
1.10E-05 1.33E-05 9.62E-06 1.19E-05 1.05E-05 1.31E-05
(m3/s)
Exit Gradient 0.19 0.24 0.17 0.2 0.21 0.25
Factor of Safety 4.4 3.5 4.9 4.2 3.9 3.34
It is noted from the results of removing the first sheet pile is more
effective on increasing of seepage while removing the third sheet
pile is more effective on increasing of exit gradient values but the
factor of safety against piping (Fs) for all values represent safe
situation.
27. Summary of Results
The following results are obtained by using 2-D finite element
model of Diyala Weir,
Foundation of Diyala weir is safe against piping and any excessive
uplift pressures.
The defect in one or more of the three sheet piles has caused
displacement of the downstream floor (apron slab), cracking in
weir foundation and scour of soil underneath the weir, due to
increasing the quantity of seepage, uplift pressure and exit
gradient.
28. Summary of Results (Contd.)
Investigation of failure leads to suspect that the sheet piles in
upstream is exposing, and could be corroded and defected.
The defects in the first row of sheet piles are more effective on
increasing uplift pressure and quantity of seepage than the other
two rows of sheet piles while defects in the last rows of sheet piles
are the most effective on increasing the exit hydraulic gradient.
29. Conclusion
This research suggests solutions for preventing expected weir
foundation failure problems by:
Improving the seal between elements of the sheet piles and
repairing any defects.
Sealing any cracks in the weir foundation by injection of chemical
materials or cement grout.
The Same Problem also validated with another FEM software
(Phase2) successfully.