The Influence of the “Hydraton” Method on the Stability of the UPstream Fill in Earth Dam Construction

Géotechnique ◽  
1955 ◽  
Vol 5 (2) ◽  
pp. 194-199
Author(s):  
K. F. G. Keil ◽  
S. H. Jänke
Keyword(s):  
Earth Dam ◽  
Dam Construction ◽  
The Stability

scholarly journals An investigation on dam settlement during and end of construction using instrumentation data and numerical analysis

2021 ◽  
Vol 3 (3) ◽  
Author(s):  
Behrang Beiranvand ◽  
Mehdi Komasi
Keyword(s):  
Numerical Analysis ◽  
Multivariate Regression ◽  
Initial Conditions ◽  
Horizontal Displacement ◽  
Behavioral Model ◽  
Critical Section ◽  
Earth Dam ◽  
Dam Construction ◽  
Good Match ◽  
Consolidation Settlement

AbstractIn the present study, using instrumentation data regarding vertical and horizontal displacement of the dam have been analyzed. Also, the largest and most critical section of the Marvak earth dam is modeled with the behavioral model of the Mohr–Coulomb by GeoStudio software. Numerical modeling of the dam has been done considering the actual embankment conditions and to analyze the changes of the immediate settlement during construction and the consolidation settlement just after construction and initial impounding. The outcomes of instrumentation and numerical analysis at the end of Marvak dam construction showed a settlement between 20 and 500 mm. The results show that the settlement will occur during the construction at the upper levels and the end of construction at the middle levels of the dam. By comparing observed and predicted data, multivariate regression and the explanation coefficient criterion (R2) was found to be R2 = 0.9579, which shows a very good correlation between observed and predicted data, and represents a good match for the settlement points and their location with the initial conditions of the design, and the behavior of the dam in terms of the settlement is found to be stable.

Stability of Earth Masses and Slopes

2015 ◽  
pp. 528-588
Keyword(s):  
Cross Sections ◽  
Limit Equilibrium ◽  
Circle Method ◽  
Earth Dam ◽  
Stability Of Slopes ◽  
Solution Of Equations ◽  
Analysis Of Stability ◽  
The Stability ◽  
Cut Slopes ◽  
Type Of Failure

The design of open-cut slopes and embankments, foundations, levees, and earth-dam cross-sections is based primarily on stability considerations. There are many causes and types of earth instability. There are also many ways of analyzing the stability of slopes. The chapter considers the limit equilibrium approach, which aims essentially to determine a factor of safety, F, that would ensure a slope does not fail. The chapter considers the analysis of stability of infinite slopes based on translational type of failure and the analysis of finite slopes using the Swedish Method, Method of Slices, Bishop Simplified Method, Friction Circle Method, and the Translational Method. The solution of equations developed for the analysis of stability of slopes can be tedious and time consuming. A way of reducing the amount of calculation required in slope stability studies is by use of charts based on geometric similarity. The chapter discusses how Taylor (1948) and Janbu (1964) charts are used in stability analysis of slopes. Finally, the chapter discusses ways to reduce the risk of instability in slopes.

scholarly journals Analysis the dynamic response of earth dam in free vibration and forced by introducing the effect of the interaction dam foundation

2018 ◽  
Vol 149 ◽  
pp. 02066
Author(s):  
Boumaiza Malika ◽  
Mohamadi Sadika ◽  
Ait Ahmed Fatiha
Keyword(s):  
Free Vibration ◽  
Dynamic Response ◽  
Forced Vibration ◽  
Earth Dam ◽  
Dam Construction ◽  
Site Conditions ◽  
The Finite Element Method ◽  
Dam Foundation ◽  
Linear Elastic ◽  
Boumerdes Earthquake

The present study concerns the analysis of the dynamic response of earth dam, in free and forced vibration (under the effect of earthquake) using the finite element method. The analysis is carried out at the end of dam construction without filling. The behavior of the dam materials and the foundation is linear elastic. In free vibration, to better understand the effect of the dam foundation interaction, we will take into account different site conditions and see their influence on the free vibration characteristics of the dam. In forced vibration, to study the seismic response of the dam, the system is subjected to the acceleration of the Boumerdes earthquake of May 21, 2003 recorded at the station n ° 2 of the dam of Kaddara in the base, with a parametric study taking into account the influence of the main parameters such as the mechanical properties of the soil: rigidity, density.

Stepped chutes lined with wedge-shaped concrete blocks: hydrodynamic pressures on blocks and stability analysis

2011 ◽  
Vol 38 (3) ◽  
pp. 338-349 ◽  
Author(s):  
António T. Relvas ◽  
António N. Pinheiro
Keyword(s):  
Cross Section ◽  
Flow Characteristics ◽  
Concrete Block ◽  
Earth Dam ◽  
Systematic Research ◽  
Drainage Layer ◽  
Uplift Pressure ◽  
Concrete Blocks ◽  
Block Stability ◽  
The Stability

The use of wedge-shaped concrete block overlays to protect embankments subject to flows with relatively high velocities is an idea dating from the late 1960s. Subsequent studies addressed the block stability and design, with or without drainage layer underneath, and the flow characteristics. One aspect still lacking systematic research is the block stability considering the influence of the drainage layer and of the uplift pressure beneath the blocks. The stability of blocks located in the training walls of a trapezoidal cross section has never been investigated, although this type of section is expected when installing a concrete block overlay over embankments. The present study addresses this aspect, using a relatively large facility where the blocks are laid on a drainage layer over an embankment artificially saturated, thus intending to simulate a concrete block spillway installed over a compacted homogeneous earth dam. Data collected both in a trapezoidal flume and in a rectangular flume are is analyzed, together with other authors’ data for this type of stepped overlay. The inherent hydrodynamic stability is verified. Experiments with hydraulic jump formation over the blocks at the end of the flume also showed block stability.

scholarly journals Effects of the Karkheh Dam construction on haze generation due to geomorphological changes (in the Khuzestan Province, Southwest of Iran)

2021 ◽  
Author(s):  
Arash Adib
Keyword(s):  
Cross Sections ◽  
Dust Storms ◽  
Dam Construction ◽  
Khuzestan Province ◽  
Longitudinal Slope ◽  
Geomorphological Changes ◽  
The Stability ◽  
Southwest Of Iran ◽  
Hydrometric Station ◽  
The Karkheh River

Abstract An important factor for occurrence of dust storms is the construction of the Karkheh Dam in the Khuzestan province of Iran. It has reduced the annual mean of flow discharge in the Karkheh River from 120 to 50 m3/s and dried lands around river. The area of dried lands is 90.17 km2 around river and 333.45 km2 in the Hawr-al-Azim wetland. The Rosgen method, Fluvial-12 software, Shulits equation showed instability of the plan, cross sections of river and longitudinal slope of river, respectively, around Pay-e-pol hydrometric station (the upstream of river). After dam construction, extreme erosion occurred in this part of river. The type of sediment is clay and silt with D50 = 8 μm. The eroded sediment settles in downstream of river (around Hamidiyeh hydrometric station) and the Hawr-al-Azim wetland. The wind can easily lift these particles especially from May to July. Because of size of these particles, the haze concentration increased from 25% to 45% in dust storms. After construction dam, the dust storm days increased to 90 days in 2008. By increasing the stability of the river, the dust storms reduced from 2011. The annual volume of generated haze by geomorphological characteristic changes is almost 3107 m3.

scholarly journals KAJIAN STRUKTUR CHECK DAM 3 BATANG HULU KURANJI KOTA PADANG STUDY OF CHECK DAM STRUCTURE 3 BATANG HULU KURANJI PADANG CITY

2021 ◽  
Vol 3 (4) ◽  
pp. 15-23
Author(s):  
Silta Yulan Nifen ◽  
Afif Dzaky Almy
Keyword(s):  
Rainy Season ◽  
The Body ◽  
Dam Construction ◽  
Check Dam ◽  
Observation Station ◽  
Safety Coefficient ◽  
A Value ◽  
Sediment Flow ◽  
The Stability ◽  
The City

Batang Kuranji is a river located in Kota Padang. The high rainfall and human factors that cause changes in characteristics, especially in the upstream area make the water from the flow of kuranji stems in the rainy season often overflows, and cause flash floods, therefore built Check Dam at the head of the river batang kuranji to prevent the shallowing of the riverbed. Thisresearch aims toreview the structure of the Check Dam 3 building on Batang Kuranji in the city of Padang. This study refers to SNI 2851:2015 with rainfall data for 15 years used from 2005 to 2019, with batu busuk observation station and rice fields obtained from PSDA. Luas DAS is obtained from ArcGIS Applications. Dari hydroligi analysis obtained rainfall plan (R100th) 153,152 m3/dt with Gumbel method, Discharge flood plan for the 100 year anniversary period used Haspers method obtained (Q100th) 165.19 m3/dt. The type of Check Dam that is planned is the type of pelimpah (head work) with a height of Check Dam 8.5 m. Tilt of the body at the upstream 0.6, the distance between the main dam and sub dam 25.2 m, the thickness of the apron floor 1.6 m, with an estimated volume of sediment flow that can be accommodated by 14797.6 m3. The stability of the Check Dam construction was obtained at a value of 3.43 >1.5 and a sliding of 1.53 > 1.5 with a safety coefficient of 1.5, so that the construction of the Check Dam was stable.

Stability Generalized Analysis of a Large-Scale Accumulation Body Slope

2012 ◽  
Vol 170-173 ◽  
pp. 1124-1129 ◽  
Author(s):  
Zheng Li ◽  
Xue Jie Liang
Keyword(s):  
Large Scale ◽  
3D Model ◽  
Good Condition ◽  
Left Bank ◽  
Dam Construction ◽  
Geological Investigation ◽  
Geological Characteristics ◽  
Side Slope ◽  
Engineering Geological Investigation ◽  
The Stability

A large-scale accumulation body, lying in left bank of a hydropower station dam, its stability is directly related to dam construction and operation. By means of engineering geological investigation on geological characteristics and geneses of accumulation body, the result shows the accumulation body is generally stable. Then, safety factor of accumulation body under different working conditions are calculated separately according to the method of EMU, The result shows that side slope is wholly stable and it can meet the stability requirements while the stability of section Ⅲ needs more studies. 3D model is built and applying FLAC program on stability of accumulation body under diverse conditions, it also shows that the whole stability of accumulation body is in a comparatively good condition. However, the possibility of partial slide still exists, and for this reason corresponding protections and reinforcements are proposed at last.

Eastmain River Dam—A case history of mass compaction in earth dam construction

1983 ◽  
Vol 20 (4) ◽  
pp. 773-781
Author(s):  
Peter Rosenberg ◽  
J.-Jacques Paré
Keyword(s):  
Case History ◽  
Control Method ◽  
Earth Dam ◽  
Dam Construction ◽  
River Section ◽  
James Bay ◽  
The South ◽  
Granular Fill ◽  
History Of ◽  
Compaction Density

The OA-11 dam on the Eastmain River in the James Bay Region of northern Quebec was designed without conventional cofferdams. The river section of the dam was constructed by end-dumping and dozer pushing of granular fill and achieving closure and diversion of the river through a spillway located in a rock abutment on the south bank.The fill was then compacted by using the vibroflotation method. The fill thickness varied from 4.5 to 15 m, the compacted area being 68 000 m2 while the volume was about 725 000 m3.This paper gives the properties of the fill, the equipment used for compaction, the control method used to assure compliance with specifications, and the results of the compaction programme. Keywords: dam construction, compaction, density, vibroflotation, equipment.

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