In-situ measurements of pile-to-pile load distribution in foundations

Abstract

In analyzing a slab raft connected to a group or field of piles, it is important to determine the computed resistance and flexibility of the piles. The performance of a separately embedded pile (single pile) differs from that of a pile acting as a component part of a simultaneously embedded pile group. Here, the character of the work performed by the pile will depend on its positioning (edge, corner, frontal, or interior) within the group.According to Mandolini et al.[1], investigations associated with the interaction of piles within a group are basically reduced to either observance of pile settlements, or numerical analysis of interaction between the piles and soil. Experimental investigations of the distribution of forces within piles functioning as component parts of a group are inadequate. The redistribution of forces in piles during loading is examined in [2][3][4][5][6]. In Russia, Deval'tovskii [7] has occupied himself with one of the first problems of the interaction of piles within a group − measurements of forces in the piles. Differences in the interaction between the piles and soils are confirmed experimentally in all of the indicated studies as a function of their arrangement within the group. Until now, however, no in-situ measurements have been made.The performance of a group of piles as a function of their arrangement within the pile field was investigated during the design and construction of the foundations of a monolithic high-rise building located in a densely developed region in the Moscow River Valley (Pavshinsk bottomland).In geomorphologic respects, the construction site is confined to the bottomland terrace of the Moscow River. Absolute ground-surface elevations (around the excavations) range from 130.3 to 131.5 m.Fill soils, modern upper-and middle-Quaternary alluvial deposits, upper-Carboniferous eluvium deposits, and upper-Carboniferous deposits reside to a depth of 25.0-35.0 m in the geologic structure of the site. Geologic-engineering sections (GES) of the construction site at the locations where the piles are located are shown in Fig. 1. Figure 2 shows the arrangement of piles in plan, while Table 1 presents physico-mechanical characteristics of the soils.Results are presented for analyses and experimental investigation of the interaction between piles and soil with consideration of their positioning as defined during design and construction of the foundations of a monolithic high-rise building with a varying number of stories (height ranging from 70 to 90 m).

Kazık Gruplarında Eksenel Yük Dağılımının Bulunması için Yeni bir Yöntem

“…This has been attributed to the fact that the piles at the corners have limited mobility due to a smaller settlement on the sides, which leads to elevated compressive loads on side piles. In addition, the formula has been applied to a case study by Shulyat'ev, and Kharichkin, 2009. The application steps of the formula have been explained in details.…”

“…In addition, the formula has been applied to a case study by Shulyat'ev, and Kharichkin, 2009. The application steps of the formula have been explained in details.…”

“…Ele alınan kazıklı radye sisteminin özellikleri(Shulyat'ev ve Kharichkin, 2009) Adım 1 (fr'nin tayini): Referans çalışmada (Shulyat'ev veKharichkin, 2009), 0,3 m x 0,3 m boyutlarında prefabrik betonarme kazıkların birim boyunun taşıyacağı en büyük yanal kuvvet bildirilmemektedir. Bu değer Budhu, 2010'da prekast kazıklar için verilen ortalama değerler kullanılarak 200 kN/m (metrede 25 ton) olarak hesaplanmıştır (Tablo 5, Kolon 1).…”

Experimental Evaluation of Load Distribution between Piles in Case of Block Failure

“…De Sanctis and Russo [6] found load increases in the corner piles of circular tanks. Likewise, Shulyat'ev and Kharichkin [7] reported that the corner and center piles of the building in Moscow's Pavshinsk River Valley did not carry an equal pile load. Researchers gave q cor /q cen as 2.4 for the foundation of a building resting on alluvial soil by the river.…”

Monitoring of the Response of the Sagamore Parkway Bridge and its Foundations During a Live Load Test

“…For example, in one of the cases, the pile cap carried about 40% of the total axial load at the end of construction, and this percentage had decreased to below 25% by the end of the monitoring. Shulyat’ev and Kharichkin ( 4 ) measured the load distribution between six representative piles in a large pile group supporting a high-rise building with strain gauges installed on the pile heads. Yamashita et al ( 5 ) studied the load sharing between the piles and the pile cap (raft) of piled raft foundations for seven high-rise buildings during and after the completion of the construction.…”