By Rollins, Kyle; Brown, Dan
This record offers layout advice for strengthening of soils to withstand lateral forces on bridge pile foundations. Lateral rather a lot could be produced by means of wave motion, wind, seismic occasions, send influence, or site visitors. Strengthening of soil surrounding the higher parts of piles and pile teams, for instance through compaction, substitute of local soil with granular fabric, or blending of cement with soil, could be less expensive than riding extra piles and increasing pile caps as how you can bring up the bridge foundation's means to withstand lateral forces linked to those lots. This document offers computational tools for assessing soil-strengthening thoughts utilizing finite-element research of unmarried piles and pile teams and a simplified procedure utilising commercially to be had software program. The research technique and layout guidance might be beneficial to designers answerable for bridge foundations prone to be uncovered to major lateral rather a lot.
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Additional resources for Design Guidelines for Increasing the Lateral Resistance of Highway-Bridge Pile Foundations by Improving Weak Soils
The concrete was poured directly against vertical soil faces on the front and back sides of each pile cap. This procedure made it possible to evaluate passive force against the front and back faces of the pile caps. In contrast, plywood forms were used along the sides of each cap and were braced laterally against the adjacent soil faces. This construction procedure created a gap between the cap sidewall and the soil so that side friction would be eliminated. Steel reinforcing mats were placed in the top and bottom of each cap.
85 in. by about 150 kips. This represents an increase in lateral resistance of about 50% with relatively little cost or effort. Figure 3-35 provides a comparison of the lateral load-displacement curve for Cap 3 after excavation of the slot relative to the curve for Cap 1 in untreated clay after excavation adjacent to the cap. The load-displacement curves for both cases are relatively comparable, suggesting that the increase in resistance was achieved when the pile cap impacted the flowable fill wall and caused it to move into the surrounding ground.
The results from the virgin test also are shown for comparison. 4 37 Test Results for Pile Cap 1 with Soil Mixing Figure 3-28 presents plots of the load-displacement curves for Cap 1 in untreated virgin clay and Test 3 after the mass mix soil improvement. 5 in. This represents an increase of 60% in the lateral resistance provided by the pile cap. It also is interesting to evaluate the increase in initial stiffness due to the mass mixing. 5 Figure 3-28. Comparison of measured loaddisplacement curves for Cap 1 in virgin soil and after construction of a soil mix wall on one side of the cap.