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Treatment of Geological Survey and State Road 320 pile foundation collapse and slide sections K1053


. 22m away from the foundation wall 2.6 there are people outside the house, fish pond shore surface uplift. 3 Cause Analysis from the Analysis section of the disease, initially considered a disease of two types: artificial induction of expansive soil subgrade damage and damage to the embankment. 3.1 expansive soil on the embankment of the destruction of the fall of 1992 the material conditions of 3.1.1, do the sampling in the area of physical indicators, Rock, and other physical and mechanical test analysis, the results are as follows: (1) mineral composition: Water Mica ( illite) 8% to 20%, 4% of montmorillonite, kaolinite and a 13% 9%, the rest of quartz and feldspar; (2) free expansion: a 86% 35%; (3) expansion of pressure: 16 .7 kPa a 470.7kPa; (4) expansion of capacity at all levels of loading (see Table 1). Hidden under a load decline at all levels of the expansion of the amount of load capacity at all levels of G 50kP 0.7kP G 25kP 200kP G G G 400kP 100kP a copy swelling volume (%) 7.1-22.720-351.3-7.40. 3-4.80.0-270.0-10 from the above analysis that: embankment fill, with moderate expansion. 3.1.2 Embankment climate damage always occurs in the left and to the left for the south,[link widoczny dla zalogowanych], the sunny side. In general, the sunny hours of daylight,[link widoczny dla zalogowanych], temperature gradient of a 42 A 2001 East Highway 3 degree variation in climate factors, fracture significantly reduces the development of the strength of the soil, the deterioration of the engineering geological properties, will add to the expansive soil disease produced, resulting in collapse and landslide slip. 3.1.3 Expansion of expansive soil stress factors as soil depth increased pressure weakened the law, earth pressure on the expansive soil will dampen the expansion, so the swelling deformation often start from the shoulder. At the same time, produced a swelling of expansive soil pressure along the inclusions will be the weak link for stress release. As the cement concrete pavement structure is cut, its strength far exceeds the strength of their shoulders and slope protection, so they often start with shoulder damage and slope protection, and then developed into a slippery embankment collapse and subsidence, and a vicious cycle. 3.2 Artificial induced landslides due to the roadbed subgrade of native landscape to mountain gullies exports, by handling the role of surface water in the gully bottom is very loose accumulation may constitute weak layer in the earth pressure on high embankment under the action of sliding down the embankment along the weak layer, I uplift from the foot of the left embankment. 4 sub-excavation Disease Treatment 4.1 left shoulder, keep the existing embankment toe retaining wall, then down the subgrade soil dug from the surface of base 2m, the slope section dug 1.2m, all for the re- Backfilling and grouting clay for treatment to reduce swelling of the purpose of expansive soil. Field 1, the amount of pile fabric to indicate the elevation units: cm4.2 down the embankment for the spoil side, filling to the left foot of the slope at the outside retaining wall, slope protection has played the role of back pressure to increase the stability of embankment. Section 199 for 4.3 \4.4 As proven foundation of artificial induced disease as the main cause of collapse and slide surface and the activities of more than initially estimated,[link widoczny dla zalogowanych], the program decided to use piles. Piles from the Yichun Road Branch research design room design, layout for the double pile trestle, 1998 January 18 mesh construction is completed. After two years of observation and practice tests,[link widoczny dla zalogowanych], the effect is very obvious landslide has been stable. Exemption] = l} r-a 2 』V a pile layout field to indicate units: 4.5 As proven artificial embankment collapse and slide as the main reason evoked activity surface and greater than originally estimated, and finally decided to use sliding pile programs. Arrangement for the double pile bent type (Figure 1). 4.6 According to geological drilling conditions and real condition, design and calculation methods are: ① pile embedded in rock,[link widoczny dla zalogowanych], embedded in the bottom as an elastic solid. ② sliding surface rock and soil is assumed in the contact surface. ③ pile diameter bored piles D = 150cnl simplified to a rectangular sheet pile wall 106cInx106cm calculation. ④ rock socketed piles depth of sheet pile walls supported by non theory. 4.7 pile 18 January 1998, project construction is completed, after three years of observation and practice tests, the effect is very obvious landslide has been stable. 5 Experience and lessons learned from the roadbed and disease Treatment After repeated several times, deeply appreciate that, for mountains and hilly areas caused by road subgrade unfavorable geological sections dealing with disease, we must respect the objective laws, must first be proven in detail disease geological conditions, identify the cause, the right remedy, and not reluctant to geological prospecting expenditure, blind treatment, adverse social impacts. Limited to the level of the author, the article inevitably be mistakes, please peer correction.
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