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Case study: Karameh embankment dam Fig. 7 - Cross section showing settlement cells in foundations and piezometers in fill and foundations at Ch 1480 in the Karameh dam. (Modified After Sir Alexander Gibb and Partners 1997)

Figure 7 Case study: Karameh embankment dam Fig. 7 - Cross section showing settlement cells in foundations and piezometers in fill and foundations at Ch 1480 in the Karameh dam. (Modified After Sir Alexander Gibb and Partners 1997)

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Fig. 1 used; (2) drained (long-term) where effective stress anal- ysis (ESA) is used; and (3) partially drained (intermediate) using a combination of (1) and (2), ie. the undrained strength analysis (USA). Details of these methods are given
Fig. 1 used; (2) drained (long-term) where effective stress anal- ysis (ESA) is used; and (3) partially drained (intermediate) using a combination of (1) and (2), ie. the undrained strength analysis (USA). Details of these methods are given
Fig. 3 Project layout (Sir Alexander Gibb and Partners 1986a)
Fig. 3 Project layout (Sir Alexander Gibb and Partners 1986a)
an be Main zones of a typical cross section of the Karameh dam project. 973). (Modified after Sir Alexander Gibb and Partners 1996) tion that occurs during construction (Ladd 1991). Assuming that significant consolidation does not occur as the fill is placed, the excess pore-water pressure developed in the foundation soils beneath the embankment can be estimated using the methods developed by Lambe (1973).
an be Main zones of a typical cross section of the Karameh dam project. 973). (Modified after Sir Alexander Gibb and Partners 1996) tion that occurs during construction (Ladd 1991). Assuming that significant consolidation does not occur as the fill is placed, the excess pore-water pressure developed in the foundation soils beneath the embankment can be estimated using the methods developed by Lambe (1973).
Typical cross section in dam body and foundation at Ch 1480 Fig. 6
Typical cross section in dam body and foundation at Ch 1480 Fig. 6
Fig. 5 a pe Plan of the Karameh dam project showing types of earthfill mate- rial used in construction (Sir Alexander Gibb and Partners 1993)
Fig. 5 a pe Plan of the Karameh dam project showing types of earthfill mate- rial used in construction (Sir Alexander Gibb and Partners 1993)
plastic limit (%); PI plasticity index (%); % <0.074 percent passing 0.047-mm sieve; % <0.002 percent passing 0.002-mm sieve; SG specific gravity Summary of classification test results for foundation materials (Sir Alexander Gibb and Partners 1986c). SD Standard deviation; NMC natural moisture content (%); LL liquid limit (%); PL
plastic limit (%); PI plasticity index (%); % <0.074 percent passing 0.047-mm sieve; % <0.002 percent passing 0.002-mm sieve; SG specific gravity Summary of classification test results for foundation materials (Sir Alexander Gibb and Partners 1986c). SD Standard deviation; NMC natural moisture content (%); LL liquid limit (%); PL
Permeability values for foundation and embankment material. (Sir Alexander Gibb and Partners 1988)
Permeability values for foundation and embankment material. (Sir Alexander Gibb and Partners 1988)
* Mixed sequences of clays, silts, sands and gravel with laminated soil, with a thickness of >80 m. Geologists suggest that a depth to the Ghor El Katar series of 200-300 m may be appropriate. Thick- ness of Quaternary deposits is 250 m; therefore that of Samra Formation is 200 m Thickness and elevation (both in m) of main units (Sir Alexander Gibb and Partners 1993)
* Mixed sequences of clays, silts, sands and gravel with laminated soil, with a thickness of >80 m. Geologists suggest that a depth to the Ghor El Katar series of 200-300 m may be appropriate. Thick- ness of Quaternary deposits is 250 m; therefore that of Samra Formation is 200 m Thickness and elevation (both in m) of main units (Sir Alexander Gibb and Partners 1993)
Material densities of foundation material (Sir Alexander Gibb and Partners 1988) Preconsolidation pressure (o;) for different foundation strata at the main studied sections based on oedometer tests (Sir Alex- ander Gibb and Partners 1993). OGL Original ground level
Material densities of foundation material (Sir Alexander Gibb and Partners 1988) Preconsolidation pressure (o;) for different foundation strata at the main studied sections based on oedometer tests (Sir Alex- ander Gibb and Partners 1993). OGL Original ground level
* Lower bound derived from consolidation undrained (CU) test > Upper bound Shear strength test results and density for fill materials. (Sir Alexander Gibb and Partner 1993)
* Lower bound derived from consolidation undrained (CU) test > Upper bound Shear strength test results and density for fill materials. (Sir Alexander Gibb and Partner 1993)
* Upper bound > Lower bound Shear strength test results for foundation materials (Sir Alexander Gibb and Partners 1988 Table 4
* Upper bound > Lower bound Shear strength test results for foundation materials (Sir Alexander Gibb and Partners 1988 Table 4
Average design values for coefficient of consolidation (c,) and coefficient of compressibility (m,) for foundation material and wet core. (Sir Alexander Gibb and Partners 1993)
Average design values for coefficient of consolidation (c,) and coefficient of compressibility (m,) for foundation material and wet core. (Sir Alexander Gibb and Partners 1993)
* At OMC+4% > At NMC (natural moisture content) + 4% Consolidation and compressibility parameters for compacted fill material (Sir Alexander Gibb and Partners 1988). OMC Optimum moisture content
* At OMC+4% > At NMC (natural moisture content) + 4% Consolidation and compressibility parameters for compacted fill material (Sir Alexander Gibb and Partners 1988). OMC Optimum moisture content
* Effective values Summary of principal design parameters of embankment mate- rial (Sir Alexander Gibb and Partners 1986b)
* Effective values Summary of principal design parameters of embankment mate- rial (Sir Alexander Gibb and Partners 1986b)
Piezometers in the Karameh dam project Table 15 models. Control samples were used to evaluate the accu- racy of the monitored data and calibrate the prediction models including parametric studies. Based on the outcomes of this comprehensive exercise, the stability of the dam was evaluated during construction. angle of friction, compressibility and consolidation coeffi- cients, etc., together with the pore-pressure values prior to loading during the staged construction of the dam. The upper bound, lower bound and design values of undrained shear strength for the Lisan foundation material are given in Table 13 and the main consolidation parameters for the core and foundation of the dam in Table 14.
Piezometers in the Karameh dam project Table 15 models. Control samples were used to evaluate the accu- racy of the monitored data and calibrate the prediction models including parametric studies. Based on the outcomes of this comprehensive exercise, the stability of the dam was evaluated during construction. angle of friction, compressibility and consolidation coeffi- cients, etc., together with the pore-pressure values prior to loading during the staged construction of the dam. The upper bound, lower bound and design values of undrained shear strength for the Lisan foundation material are given in Table 13 and the main consolidation parameters for the core and foundation of the dam in Table 14.
Construction phases of the Karameh dam
Construction phases of the Karameh dam
settlement for a longitudinal section of the Karameh dam using different models. characteristics of the A dish shape is seen, due to the foundation and the location of maximum loading along the dam axis - the location of maximum fill is approximately at the centre of the dam. Due to the topography o is shorter drainage path drainage and dissipatio ikely that the geologica f the site, towards both ends, there under the crest resulting in lateral n of excess pore pressure. It is conditions may have an impor- tant role in creating this dish shape as many valleys have more compressible material in the valley floor. Figure 20 gives the predicted and measured consolidation Variation in piezometric readings with time at Ch 1480 (Sir Alex- ander Gibb and Partners 1997)
settlement for a longitudinal section of the Karameh dam using different models. characteristics of the A dish shape is seen, due to the foundation and the location of maximum loading along the dam axis - the location of maximum fill is approximately at the centre of the dam. Due to the topography o is shorter drainage path drainage and dissipatio ikely that the geologica f the site, towards both ends, there under the crest resulting in lateral n of excess pore pressure. It is conditions may have an impor- tant role in creating this dish shape as many valleys have more compressible material in the valley floor. Figure 20 gives the predicted and measured consolidation Variation in piezometric readings with time at Ch 1480 (Sir Alex- ander Gibb and Partners 1997)
Limiting equilibrium stability analysis is used to obtain a quantitative measure of safety using field instrumentation data. The effective stress analysis (ESA) could be used to check stability during construction based on measured pore pressures, whereas a total stress analysis (TSA) can be used based on subsequent field vane testing of undisturbed samples. prey 2 a Toe eB 1 é xo: — om: x os i.
Limiting equilibrium stability analysis is used to obtain a quantitative measure of safety using field instrumentation data. The effective stress analysis (ESA) could be used to check stability during construction based on measured pore pressures, whereas a total stress analysis (TSA) can be used based on subsequent field vane testing of undisturbed samples. prey 2 a Toe eB 1 é xo: — om: x os i.
Fig. 11 used. The effective shear strength par ameters used in the analysis were based on the results shown in Tables 3-14. The initial pore-water pressure param be 0.7 in the core. Typical results ical failure surface shown in Fig. 22. 7 upper bound of computed safety fa using ESA and field data pore-water foundation. The lower bound of com eter r, was taken to of the analysis are presented for the dam section at Ch 1480. Figure 22 shows the critical failure surface for USA and ESA, while Fig. 23 provides the safety factor versus height of fill for the crit- The evaluated safety factors tend to decrease with increasing height of fill. The ctors was obtained pressures, while the ower bound was computed using ESA with B=0.9 in the puted safety factors seems to be reasonable. These results indicate that the dam should be stable during construction with a controlled rate of loading. Fill elevation and settlement readings from settlement cells in foundation and fill at Ch 1480 (Sir Alexander Gibb and Partners 1997)
Fig. 11 used. The effective shear strength par ameters used in the analysis were based on the results shown in Tables 3-14. The initial pore-water pressure param be 0.7 in the core. Typical results ical failure surface shown in Fig. 22. 7 upper bound of computed safety fa using ESA and field data pore-water foundation. The lower bound of com eter r, was taken to of the analysis are presented for the dam section at Ch 1480. Figure 22 shows the critical failure surface for USA and ESA, while Fig. 23 provides the safety factor versus height of fill for the crit- The evaluated safety factors tend to decrease with increasing height of fill. The ctors was obtained pressures, while the ower bound was computed using ESA with B=0.9 in the puted safety factors seems to be reasonable. These results indicate that the dam should be stable during construction with a controlled rate of loading. Fill elevation and settlement readings from settlement cells in foundation and fill at Ch 1480 (Sir Alexander Gibb and Partners 1997)
Piezometric readings, fill levels, total vertical stress change, B or r, values, effective stress increase, current effective stress and estimated preconsolidation pressure for meters at Ch 1480. (Sir Alexander Gibb and Partners 1997)
Piezometric readings, fill levels, total vertical stress change, B or r, values, effective stress increase, current effective stress and estimated preconsolidation pressure for meters at Ch 1480. (Sir Alexander Gibb and Partners 1997)
Detailed cross section of dam body at Ch 1480
Detailed cross section of dam body at Ch 1480
Variation in effective overburden stress, preconsolidation pres- sure and effective final stress under foundation at Ch 1480 at different stages of fill foundation material. Typical safety factor values for critical failure surface versus height of fill are shown in Fig. 23. The results were obtained based on the monitored loading- induced pore-water pressure. The evaluated safety factors were compared with those suggested by Sir Alexander Gibb and Partners (1997) for the final stage of construction Variation in undrained shear strength (S,,) of foundation at Ch 1480 with depth at different stages of fill
Variation in effective overburden stress, preconsolidation pres- sure and effective final stress under foundation at Ch 1480 at different stages of fill foundation material. Typical safety factor values for critical failure surface versus height of fill are shown in Fig. 23. The results were obtained based on the monitored loading- induced pore-water pressure. The evaluated safety factors were compared with those suggested by Sir Alexander Gibb and Partners (1997) for the final stage of construction Variation in undrained shear strength (S,,) of foundation at Ch 1480 with depth at different stages of fill
Predicted consolidation settlement of foundation at Ch 1480 using Terzaghi (1943) consolidation theory, 2-D and 3-D consolidati theories for three stages of loading. EOC End of construction; p;,, total consolidation settlement
Predicted consolidation settlement of foundation at Ch 1480 using Terzaghi (1943) consolidation theory, 2-D and 3-D consolidati theories for three stages of loading. EOC End of construction; p;,, total consolidation settlement
* Terzaghi (1943) theory > Skempton and Bjerrum (1957) theory Summary of predicted total overall settlement of foundation (initial and consolidation settlement of foundation and fill settlement) at different stations using different models. EOC End of construction Table 19
* Terzaghi (1943) theory > Skempton and Bjerrum (1957) theory Summary of predicted total overall settlement of foundation (initial and consolidation settlement of foundation and fill settlement) at different stations using different models. EOC End of construction Table 19
Predicted and measured consolidation settlement of foundation at different offsets for cross section at Ch 1480. All measurements are in metres. EOC End of construction; DFSS double fluid settlement system Table 20
Predicted and measured consolidation settlement of foundation at different offsets for cross section at Ch 1480. All measurements are in metres. EOC End of construction; DFSS double fluid settlement system Table 20
* For anisotrophic permeability > For isotropic permeability Results of parametric analysis of effect of lateral drainage on horizontal coefficient of consolidation (C,), and ratio of hori- zontal to vertical permeability (K,/K,) at Ch 800, 1480 and 1850. K,/K, Ratio of horizontal to vertical permeability; C, horizontal coefficient of consolidation; U% percent consolidation; H, effec- tive drainage thickness; H, thickness of drainage layer; ts. time at 50% consolidation
* For anisotrophic permeability > For isotropic permeability Results of parametric analysis of effect of lateral drainage on horizontal coefficient of consolidation (C,), and ratio of hori- zontal to vertical permeability (K,/K,) at Ch 800, 1480 and 1850. K,/K, Ratio of horizontal to vertical permeability; C, horizontal coefficient of consolidation; U% percent consolidation; H, effec- tive drainage thickness; H, thickness of drainage layer; ts. time at 50% consolidation
Back analysis of monitored data of settlement and pore water pressure for evaluating field values of C,, m, and c,, p, Consolidation settlement; H, thickness of drainage layer Table 21
Back analysis of monitored data of settlement and pore water pressure for evaluating field values of C,, m, and c,, p, Consolidation settlement; H, thickness of drainage layer Table 21
Fig. 15 Fig. 17 Predicted and measured settlement of foundation vs. effective stress at Ch 1480 (total depth of stressed sub-layers under foun- dation = B/2, B=total width of loaded area) Exponent parameter (m) and normally consolidated strength value (S) for normalized undrained strength relations of founda- tion material coefficient of compressibility) such that when fill place- ment is resumed, the induced pore water pressures are lower than those that would otherwise have developed. The rate of consolidation of partially saturated soil is relatively
Fig. 15 Fig. 17 Predicted and measured settlement of foundation vs. effective stress at Ch 1480 (total depth of stressed sub-layers under foun- dation = B/2, B=total width of loaded area) Exponent parameter (m) and normally consolidated strength value (S) for normalized undrained strength relations of founda- tion material coefficient of compressibility) such that when fill place- ment is resumed, the induced pore water pressures are lower than those that would otherwise have developed. The rate of consolidation of partially saturated soil is relatively
0 m Variation in measured and predicted settlement under founda- tion with depth at Ch 1480 (total depth of stressed sub-layers under foundation =B/2, B =total width of loaded area)
0 m Variation in measured and predicted settlement under founda- tion with depth at Ch 1480 (total depth of stressed sub-layers under foundation =B/2, B =total width of loaded area)
Main input parameters of undrained shear strength (S,) at different stages of fill for selected sections of Karameh dam Table 23
Main input parameters of undrained shear strength (S,) at different stages of fill for selected sections of Karameh dam Table 23
Instantaneous loading, predicted and measured settlement of foundation vs. time at Ch 1480 (total depth of stressed sub-layers under foundation =B/2, B =half total width of loaded area)
Instantaneous loading, predicted and measured settlement of foundation vs. time at Ch 1480 (total depth of stressed sub-layers under foundation =B/2, B =half total width of loaded area)
A detailed geotechnical analysis was carried out of the monitoring data obtained for the Karameh embankment dam which was constructed in stages on soft ground. Controlled rates of loading were determined in order to attain sufficient soil strengthening such that the maximum required load could be safely supported. The geological and geotechnical information obtained included an engi- neering geological assessment of the site, laboratory and in-situ tests (consolidation, shear strength, pressure development) as well as physical and pore water index prop- erties. During the construction of the dam, settlement and Predicted and measured total overall settlement (initial settle- ment, consolidation of foundation and settlement of fill) vs. chai- nage using different models (total depth of stressed sub-layers under foundation = B/2, B =total width of loaded area)
A detailed geotechnical analysis was carried out of the monitoring data obtained for the Karameh embankment dam which was constructed in stages on soft ground. Controlled rates of loading were determined in order to attain sufficient soil strengthening such that the maximum required load could be safely supported. The geological and geotechnical information obtained included an engi- neering geological assessment of the site, laboratory and in-situ tests (consolidation, shear strength, pressure development) as well as physical and pore water index prop- erties. During the construction of the dam, settlement and Predicted and measured total overall settlement (initial settle- ment, consolidation of foundation and settlement of fill) vs. chai- nage using different models (total depth of stressed sub-layers under foundation = B/2, B =total width of loaded area)
foundation were monitored. The overall stability of the Karameh dam embankment and foundation was evaluated using ESA and TSA methods. The monitored data were compared to those obtained using soil mechanics prediction models. Three main sections along the Karameh dam were analysed in detail:
foundation were monitored. The overall stability of the Karameh dam embankment and foundation was evaluated using ESA and TSA methods. The monitored data were compared to those obtained using soil mechanics prediction models. Three main sections along the Karameh dam were analysed in detail:
Instantaneous loading, predicted and measured settlement of fill at Ch 1480 using the m, method
Instantaneous loading, predicted and measured settlement of fill at Ch 1480 using the m, method
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Civil EngineeringGeologySoil MechanicsStress analysisStress AnalysisPore PressurePore Water PressureBulletin of Engineering Geology and the Environment"Factor of Safety
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