Date
02 Jun 1988, 10:30 am - 3:00 pm
Abstract
The left bank of Ichari Diversion Dam was anticipated unstable because of toe submergence and drawdown effects after the construction of the dam, on the weak geological formations. Extensive laboratory and field investigations were carried out to determine the extent of stabilising measures needed. The proposals of providing pretensioned steel anchors or alternatively, reinforced concrete shaft anchors were considered in details to obviate the possibility of deep seated slides. The choice fell in favour of R.C. anchors mainly because there is no uncertainty about their in situ strength. These anchors were provided in two rows (one having vertical and other inclined anchors) at 9.0m spacing. The design of these anchors was done as continuous space frame with ultimate load theory. The two rows are connected at the top with a 6.0m thick concrete slab (monolith). A massive concrete retaining wall of 9.0m height rests on this slab with provision of shear keys. Above this elevation, concrete bocks and boulder pitching, with back filters, have been used to stabilise the slope at a gradient of 1.5:1 (H:V) in the hill wash material zone.
Department(s)
Civil, Architectural and Environmental Engineering
Meeting Name
2nd Conference of the International Conference on Case Histories in Geotechnical Engineering
Publisher
University of Missouri--Rolla
Document Version
Final Version
Rights
© 1988 University of Missouri--Rolla, All rights reserved.
Creative Commons Licensing
This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License.
Document Type
Article - Conference proceedings
File Type
text
Language
English
Recommended Citation
Lavania, Bhagwat V. K., "Treatment of Left Bank Slopes of Ichari Dam" (1988). International Conference on Case Histories in Geotechnical Engineering. 54.
https://scholarsmine.mst.edu/icchge/2icchge/2icchge-session3/54
Treatment of Left Bank Slopes of Ichari Dam
The left bank of Ichari Diversion Dam was anticipated unstable because of toe submergence and drawdown effects after the construction of the dam, on the weak geological formations. Extensive laboratory and field investigations were carried out to determine the extent of stabilising measures needed. The proposals of providing pretensioned steel anchors or alternatively, reinforced concrete shaft anchors were considered in details to obviate the possibility of deep seated slides. The choice fell in favour of R.C. anchors mainly because there is no uncertainty about their in situ strength. These anchors were provided in two rows (one having vertical and other inclined anchors) at 9.0m spacing. The design of these anchors was done as continuous space frame with ultimate load theory. The two rows are connected at the top with a 6.0m thick concrete slab (monolith). A massive concrete retaining wall of 9.0m height rests on this slab with provision of shear keys. Above this elevation, concrete bocks and boulder pitching, with back filters, have been used to stabilise the slope at a gradient of 1.5:1 (H:V) in the hill wash material zone.
