Eine Plattform für die Wissenschaft: Bauingenieurwesen, Architektur und Urbanistik
Eine Plattform für die Wissenschaft: Bauingenieurwesen, Architektur und Urbanistik
Rigid Pipe Proof Testing under Excess Overfills with Varying Backfill Parameters. Section VI - Analysis of Embankment Settlements
Settlement data obtained from fluid settlement platforms, plate and rod settlement platforms and leveling at five zones of the Cross Canyon, 84-in. (2.13-m), reinforced concrete pipe, under 183 ft (55.8-m) of overfill, are employed in calculations of quasi-theoretical crown loads, using methods developed by Marston and Spangler. Soil stresses measured by stressmeters at the soil-pipe interface are compared with quasi-theoretical stresses assessed with settlement ratios obtained: (1) from the aforementioned data; and (2) using values published by Spangler based on statistical analyses of many past installations. Zones 1 (horizontal, steel, tension struts), 4 (entrenched), and 8 (entrenched, with polystyrene plank overlayment) are treated as positive projecting; Zones 9 (uncompacted soil overlayment) and 10 (baled straw overlayment) are treated as negative projecting with induced trench construction. Pipe in the five zones was Class II, with a 1,000D load rating. The analysis failed completely to predict the non-linearity of the soil stress-overfill functions where recommended, handbook values of the settlement ratio were used, and predicted soil stresses were much higher than the measured ones.
Rigid Pipe Proof Testing under Excess Overfills with Varying Backfill Parameters. Section VI - Analysis of Embankment Settlements
Settlement data obtained from fluid settlement platforms, plate and rod settlement platforms and leveling at five zones of the Cross Canyon, 84-in. (2.13-m), reinforced concrete pipe, under 183 ft (55.8-m) of overfill, are employed in calculations of quasi-theoretical crown loads, using methods developed by Marston and Spangler. Soil stresses measured by stressmeters at the soil-pipe interface are compared with quasi-theoretical stresses assessed with settlement ratios obtained: (1) from the aforementioned data; and (2) using values published by Spangler based on statistical analyses of many past installations. Zones 1 (horizontal, steel, tension struts), 4 (entrenched), and 8 (entrenched, with polystyrene plank overlayment) are treated as positive projecting; Zones 9 (uncompacted soil overlayment) and 10 (baled straw overlayment) are treated as negative projecting with induced trench construction. Pipe in the five zones was Class II, with a 1,000D load rating. The analysis failed completely to predict the non-linearity of the soil stress-overfill functions where recommended, handbook values of the settlement ratio were used, and predicted soil stresses were much higher than the measured ones.
Rigid Pipe Proof Testing under Excess Overfills with Varying Backfill Parameters. Section VI - Analysis of Embankment Settlements
M. J. Buchanan (Autor:in) / R. E. Davis (Autor:in)
1979
398 pages
Report
Keine Angabe
Englisch