Compaction-Induced Earth Pressures against a Sheet Pile Wall in Peat

2008 ◽  
Vol 2045 (1) ◽  
pp. 29-38 ◽  
Author(s):  
Yong Tan ◽  
Ye Lu
Keyword(s):  
Ground Surface ◽  
Earth Pressure ◽  
Field Measurements ◽  
Finite Element Method Simulation ◽  
Dynamic Compaction ◽  
Peat Bogs ◽  
Sheet Pile ◽  
Exponential Relationship ◽  
Earth Pressures ◽  
Compaction Energy

With vibrating-wire total pressure cells instrumented on sheet pile walls in peat bogs, lateral earth pressures developing in peat against the supporting faces of sheet pile walls were measured during deep dynamic compaction (DDC). The measured total lateral earth pressures induced by impaction at different tamping points were examined. Analyses of field data indicated that during DDC, pressure increments increased linearly with blow counts. Under the same compaction energy, pressure increments were determined by both the horizontal tamping distance, X (distance from a tamping point to sheet pile walls), and the vertical depth, Y (distance to ground surface). Compaction-induced earth pressure increments could be modeled by an exponential relationship with both X and Y. Finite element method simulation showed a similar tendency as field measurements, verifying that the developed exponential relationships reasonably interpret the mechanism of soil–structure interaction under dynamic compaction conditions.

Performance of an anchored sheet pile wall on the CN Rail line, Boston Bar, British Columbia

1992 ◽  
Vol 29 (1) ◽  
pp. 31-38
Author(s):  
P. Gaffran ◽  
D. C. Sego ◽  
A. E. Peterson
Keyword(s):  
Pressure Distribution ◽  
Lateral Pressure ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Field Measurements ◽  
Sheet Pile ◽  
Pressure Distributions ◽  
The Earth ◽  
Rail Line ◽  
Best Fit

The performance of a 6 m high anchored steel sheet pile retaining wall, constructed to allow CN Rail to twin its main-line track, is presented. The instruments installed gave measurement of the load and its variation along the tieback anchors; the distribution of the strain along the height of the wall which allowed an earth-pressure distribution to be postulated; and the lateral deflection of the wall. The earth-pressure distributions, inferred from the field measurements, were adequately predicted using the Terzaghi and Peck recommendation coupled with the Boussinesq procedure to account for the train loads. The best-fit lateral pressure distributions were in turn used to calculate displacement profiles by modelling the wall as a beam. The results matched the measured profiles reasonably well, thus endorsing a simplified technique for predicting displacements of an anchored wall. Key words : retaining wall, tieback, earth-pressure distribution, wall deflection, railway.

Earth pressures exerted on an induced trench cast-in-place double-cell rectangular box culvert

2012 ◽  
Vol 49 (11) ◽  
pp. 1267-1284 ◽  
Author(s):  
Olajide Samuel Oshati ◽  
Arun J. Valsangkar ◽  
Allison B. Schriver
Keyword(s):  
Earth Pressure ◽  
Test Results ◽  
Overburden Pressure ◽  
Centrifuge Testing ◽  
Geotechnical Centrifuge ◽  
Drag Forces ◽  
Field Instrumentation ◽  
Earth Pressures ◽  
Box Culvert ◽  
Base Contact

Earth pressure data from the field instrumentation of a cast-in-place reinforced rectangular box culvert are presented in this paper. The instrumented culvert is a 2.60 m by 3.60 m double-cell reinforced cast-in-place rectangular box buried under 25.10 m of fill constructed using the induced trench installation (ITI) method. The average earth pressure measured across the roof was 0.42 times the overburden pressure, and an average of 0.52 times the overburden pressure was measured at mid-height of the culvert on the sidewalls. Base contact pressure under the rectangular box culvert was also measured, providing field-based data demonstrating increased base pressure resulting from downward drag forces developed along the sidewalls of the box culvert. An average increase of 25% from the measured vertical earth pressures on the roof plus the culvert dead load (DL) pressure was calculated at the culvert base. A model culvert was also tested in a geotechnical centrifuge to obtain data on earth pressures at the top, sides, and base of the culvert. The data from the centrifuge testing were compared with the prototype structure, and the centrifuge test results agreed closely with the measured field prototype pressures, in spite of the fact that full similitude was not attempted in centrifuge testing.

Performance of temporary tie-backs under winter conditions

1981 ◽  
Vol 18 (4) ◽  
pp. 566-572 ◽  
Author(s):  
N. R. Morgenstern ◽  
D. C. Sego
Keyword(s):  
Air Temperature ◽  
Earth Pressure ◽  
Pressure Measurements ◽  
Sheet Pile ◽  
Freezing And Thawing ◽  
Railway Line ◽  
Winter Conditions ◽  
Design Requirements ◽  
The City ◽  
Sheet Pile Wall

The construction of an underpass in the City of Edmonton required the temporary relocation of the CNR main-line prior to the construction of a permanent bridge. The line was placed close to the underpass excavation which was supported by a tie-back sheet pile wall. Because of the stringent requirements associated with the presence of the railway line, the supports were designed on a conservative basis and observations of tie-back loads were taken over a period of 7 months.This note presents the observations of tie-back loads from January to July, 1977. Following installation in accordance with the design requirements, substantial fluctuations in tie-back load were observed for about 3 months. Then the loads fell off gradually to about 50% of the originally applied values. The variation of the load with time bears a strong correlation with average air temperature and is accounted for by the alternate freezing and thawing of the ground adjacent to the sheet pile wall. The ultimate decline in load is attributed to relaxation of the soil behind the wall during spring thaw. The case history draws attention to special requirements associated with interpretation of earth pressure measurements during winter con struction.

Distribution of Earth Pressure on Sheet-Pile Walls

1968 ◽  
Vol 94 (6) ◽  
pp. 1271-1301
Author(s):  
Dafalla A. Turabi ◽  
A. Balla
Keyword(s):  
Earth Pressure ◽  
Sheet Pile

Microstructure-Based Random Finite Element Method Simulation of Frost Heave: Theory and Implementation

2018 ◽  
Vol 2672 (52) ◽  
pp. 347-357 ◽  
Author(s):  
Shaoyang Dong ◽  
Xiong (Bill) Yu
Keyword(s):  
Finite Element ◽  
Ground Surface ◽  
Finite Element Method Simulation ◽  
Element Model ◽  
Frozen Soil ◽  
Traffic Load ◽  
Frost Heave ◽  
Holistic Model ◽  
Water Pipes ◽  
Random Finite Element

Frost heave can cause serious damage to civil infrastructure. For example, interactions of soil and water pipes under frozen conditions have been found to significantly accelerate pipe fracture. Frost heave may cause the retaining walls along highways to crack and even fail in cold climates. This paper describes a holistic model to simulate the temperature, stress, and deformation in frozen soil and implement a model to simulate frost heave and stress on water pipelines. The frozen soil behaviors are based on a microstructure-based random finite element model, which holistically describes the mechanical behaviors of soils subjected to freezing conditions. The new model is able to simulate bulk behaviors by considering the microstructure of soils. The soil is phase coded and therefore the simulation model only needs the corresponding parameters of individual phases. This significantly simplifies obtaining the necessary parameters for the model. The capability of the model in simulating the temperature distribution and volume change are first validated with laboratory scale experiments. Coupled thermal-mechanical processes are introduced to describe the soil responses subjected to sub-zero temperature on the ground surface. This subsequently changes the interaction modes between ground and water pipes and leads to increase of stresses on the water pipes. The effects of cracks along a water pipe further cause stress concentration, which jeopardizes the pipe’s performance and leads to failure. The combined effects of freezing ground and traffic load are further evaluated with the model.

Field Performance and Analysis of 3-m-Diameter Induced Trench Culvert under a 19.4-m Soil Cover

2008 ◽  
Vol 2045 (1) ◽  
pp. 68-76 ◽  
Author(s):  
Bethanie A. Parker ◽  
Rodney P. McAffee ◽  
Arun J. Valsangkar
Keyword(s):  
Pressure Distribution ◽  
Earth Pressure ◽  
Field Performance ◽  
Overburden Pressure ◽  
Vertical Pressure ◽  
Earth Pressures ◽  
Design Loads ◽  
Horizontal Pressure ◽  
Two Stages

An induced trench installation was instrumented to monitor earth pressures and settlements during construction. Some of the unique features of this case study are as follows: (a) both contact and earth pressure cells were used; (b) part of the culvert is under a new embankment and part was installed in a wide trench within an existing embankment; (c) a large stockpile was temporarily placed over the induced trench; and (d) the compressible material was placed in two stages. The maximum vertical pressure measured in the field at the crown of the culvert was 0.24 times the overburden pressure. The maximum horizontal pressure measured on the side of the culvert at the springline was 0.45 times the overburden pressure. The column of soil directly above the compressible zone settled approximately 40% more than did the adjacent fill. The field results at the crown and springline compared reasonably with those observed with numerical modeling. However, the overall pressure distribution on the pipe was expected to be nonuniform, the average vertical pressure calculated by using numerical analysis on top of the culvert over its full width was 0.61 times the overburden pressure, and the average horizontal pressure calculated on the side of the culvert over its full height was 0.44 times the overburden pressure. When the full pressure distribution on the pipe is considered, the recommended design loads from the Marston–Spangler theory slightly underpredict the maximum loads, and the vertical loads control the design.

scholarly journals The Performance of Tied-Back Sheet Piling in Clay

1972 ◽  
Vol 9 (2) ◽  
pp. 206-218 ◽  
Author(s):  
G. C. McRostie ◽  
K. N. Burn ◽  
R. J. Mitchell
Keyword(s):  
Field Measurements ◽  
Triaxial Tests ◽  
Deep Excavation ◽  
Sheet Pile ◽  
Vertical Movements ◽  
Field Situation ◽  
Stress Changes ◽  
Temporary Support ◽  
Current Design ◽  
Horizontal Displacements

In Ottawa in 1969 a tied-back sheet pile wall was installed to provide temporary support in one side of a 12 m deep excavation through Champlain Sea deposits to shale bedrock. The wall was designed to permit as little yield as possible in order to safeguard the vital operation of an adjacent transformer building.To assess the performance of this structure, measurements of vertical movements of the surface adjacent to the wall, horizontal displacements of the wall, tendon loads and ground-water pressures were made as the excavation progressed.A series of triaxial tests was carried out in the laboratory to determine the form and magnitude of soil deformations under stress changes approximating those derived from the field measurements. Reasonable correlation is obtained when the results of these tests are used to estimate soil displacements in the field situation. The measured tendon loads are compared with those that would be expected using current design methods.

Field measurements in two tunnels in Edmonton, Alberta

1980 ◽  
Vol 17 (1) ◽  
pp. 20-33 ◽  
Author(s):  
S. Thomson ◽  
F. El-Nahhas
Keyword(s):  
Body Movement ◽  
Small Diameter ◽  
Ground Surface ◽  
Beam Theory ◽  
Field Measurements ◽  
Element Analysis ◽  
Overburden Pressure ◽  
Pressure Cell ◽  
Horizontal Diameter ◽  
Overburden Thickness

Observations of the deformation of the temporary lining of two tunnels are presented. The Whitemud Creek tunnel was 6.05 m in diameter and was bored through Upper Cretaceous clay shale. The 170 Street tunnel was bored through till and had a diameter of 2.56 m.In the Whitemud Creek tunnel, the vertical diameter decreased by 10–15 mm and the horizontal diameter decreased by 6 mm. Movement was essentially complete in about 3 months. There was a rigid body movement upward of the lining system probably due to unloading of the soil in the invert area. Deformation moduli indicate a softening of the soil around the tunnel, which is consistent with the deformation observations. A finite-element analysis suggests that this softened zone is as important with regard to lining deformation as increasing K0 from 0.67 to 1.0In the 170 Street tunnel, the ground surface showed significant movement despite the small diameter and considerable overburden thickness. The vertical and horizontal diameter decreases were about one half of those of the Whitemud Creek tunnel and were essentially complete in 4–5 weeks. Soil pressures calculated from the observations showed a wide variation. Values derived from lagging deflection yielded a maximum of 63% of overburden pressure whereas pressure cell readings were 3.3% of overburden.It appears that the space between the lagging and the moled surface of the soil is an important factor affecting the magnitude of stresses in the temporary lining. Diameter changes are considered to be the easiest and most reliable observation of tunnel linings. The deflection of the lagging is also simple to observe but may not satisfy simple beam theory. Pressure cell results were disappointing and their use is debatable.

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