Location

St. Louis, Missouri

Session Start Date

6-1-1993

Abstract

This paper presents the results of settlement and load distribution monitoring carried out during the construction of a 49 storey condominium supported on long end-bearing caissons socketed into shale bedrock. Four caissons were instrumented to determine load distribution within the rock socket. One of these caissons also was instrumented to measure actual load reaching the top and bedrock level of the shaft. As of early March 1992, with the building already topped-off for over 6 months and about 100% of anticipated dead load applied, the settlement appears to consist entirely of elastic compression of the caisson shafts. Although the estimated load to the top of the caissons appears to exceed design load by approximately 29 percent, the stress in the rock socket is computed to be well within design assumptions. About 20 percent of the computed load appears to be absorbed in the 29 m of overburden.

Department(s)

Civil, Architectural and Environmental Engineering

Appears In

International Conference on Case Histories in Geotechnical Engineering

Meeting Name

Third Conference

Publisher

University of Missouri--Rolla

Publication Date

6-1-1993

Document Version

Final Version

Rights

© 1993 University of Missouri--Rolla, All rights reserved.

Document Type

Article - Conference proceedings

File Type

text

Language

English

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Jun 1st, 12:00 AM

Monitoring of Load and Distribution in Long Caissons under 49 Story Structure

St. Louis, Missouri

This paper presents the results of settlement and load distribution monitoring carried out during the construction of a 49 storey condominium supported on long end-bearing caissons socketed into shale bedrock. Four caissons were instrumented to determine load distribution within the rock socket. One of these caissons also was instrumented to measure actual load reaching the top and bedrock level of the shaft. As of early March 1992, with the building already topped-off for over 6 months and about 100% of anticipated dead load applied, the settlement appears to consist entirely of elastic compression of the caisson shafts. Although the estimated load to the top of the caissons appears to exceed design load by approximately 29 percent, the stress in the rock socket is computed to be well within design assumptions. About 20 percent of the computed load appears to be absorbed in the 29 m of overburden.