Maximum permissible values of nonuniform settlements of agricultural buildings

Conclusions 1. For single-story agricultural buildings with a complete framework and yielding-type attachment of panels to the frame, it is recommended to adopt, at the next revision of Construction Norms and Regulations (SNiP) II-15-74, a maximum differential settlement of 0.01 mm.2. In designing agricultural buildings, provision should be made for yielding connections between the panels and the framework, adoption of a joint gap of not less than 20 mm between reinforced-concrete panels and 40–50 mm between asbestos-cement panels, and filling of the joints with easily compressed thermal containers.Central Scientific-Research Institute of Experimental Design in Agricultural Construction (TsNIIEPsel'stroi). Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 6–8, September–October, 1979.     

Performance characteristics of horizontally loaded piles located near a trench

Conclusions 1. The excavation of a trench (pit) in the vicinity of a pile diminishes its ability to resist horizontal loading. This reduces the depth of pile embedment in the soil and depends on the depth of the trench and its distance from the pile.2. The above-described method of testing piles for horizontal loading with strain gages can be used to determine the design depth of pile embedment in a soil.3. The upper layer of soil of thickness d exerts no significant influence on the performance of horizontally loaded piles due to the formation of a gap between the pile and soil during its backfilling and can therefore be disregarded in their disign.Scientific-Research Institute of Industrial Buildings and Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 13–14, May–June, 1976.     

Tests of driven piles in slump-prone soils under the effect of horizontal and elastic loads

Conclusions 1. Flooding of a soil base leads to a substantial increase in deflection of piles under the effect of horizontal loads.2. Fixing the piles at the level of their head leads to a decrease of deflection and increase of their bearing capacity.3. An increase of reinforcement compared to series 1.011-6 has little effect on deflection of piles at the first stages of loading, but has a considerable effect on their ultimate bearing capacity.4. For horizontal loads of 15 kN per pile its deflections in flooded soils of type I slump-proneness do not exceed 10 mm, which is permissible for the given type of buildings.Trust for the Organization of Construction Technology, Main Administration for Construction in North Caucasian Regions (Orgtekhstroi Glavsevkavstroya). Kharkov Design and Scientific-Research Institute of Industrial Construction (Promstroiniiproekt). Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 14–15, May–June, 1980.     

Some results of horizontal and vertical plate-bearing tests of soils

It was experimentally proven that the modulus of deformation for horizontal deformation of soil, taking into account the break in the base's continuity and the effect of the free surface, is less than the vertical modulus.Ukhta Branch of the All-Union Scientific-Research Institute of Planning and Design of Specialized Construction. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 13–15, July–August, 1993.     

Development of foundations of small-section piles and their introduction to construction

Conclusions 1. The use of small-section piles for the foundations of lightweight buildings and structures significantly reduces material consumption and labor outlays for their construction.2. The technology and embedment equipment, as well as designs of small piles and pile foundations from these designs, which have been developed as a result of experimental construction, will make it possible to introduce these piles on a broader scale in construction practice.3. The basic positions of Construction Norm and Regulation II-17-77 with the refinements proposed in this paper can be used to compute the bearing capacity of small-section piles subject to vertical and horizontal loads and for dynamic tests.Deceased.Scientific-Research Institute of Industrial Buildings and Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 1, pp. 6–8, January–February, 1981.     

Driven steel-fiber-reinforced-concrete pyramidal piles

Conclusions When compared with reinforced-concrete piles, pyramidal steel-fiber-reinforced-concrete piles submit well to production technology, and have a lower labor outlay for production and embedment, and a lower net cost. They exhibit high impact resistance; this ensures their incident-free embedment in soil to the same design elevations. Their use makes it possible not only to reduce the labor outlays, cost, and time required for the production of pile operations, but also to increase the reliability of the foundations. Fabrication of these piles can be organized without significant capital expenditures.Main Administration for Housing, Civilian, and Industrial Construction of the Leningrad City Executive Committee. Leningrad E. N. Obraztsov Institute of Railroad Transportation Engineers. Leningrad Correspondence Scientific-Research Institute of Electrical Instrumentation. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 11–12, May–June 1984.     

Method and results of testing piles tamped into holes drilled in soils classed as type II in terms of proneness to slump-type settlement (in order of discussion)

Conclusions 1. Piles that are tamped into predrilled holes cutting through soils classed as type II in terms of proneness to slump-type settlement, which have expended tips supported on clayey soils and clays that are not prone to slump-type settlement and that are situated above the water table under conditions prevalent in Zaporozhe, have low (with respect to type-I soils), but, in many cases, completely adequate bearing capacity, and can be used to build many structures.2. The load friction in soil classed as type II in terms of proneness to slump-type settlement amounts to 30–35 kN/m² along the lateral surface of a pile in Zaporozhe.3. The allowable design load on a pile in soils classed as type II in terms of proneness to slump-type settlement should be determined, as a rule, from pile tests in an experimental trench where the soil develops slump-type settlement under its own weight.4. A smaller load friction acts on a pile whose lateral surface is covered with three to five layers of elastic sheathing than on the unprotected piles.Scientific-Research Institute of Bases and Underground Structures. Dnepropetrovsk Civil-Engineering Institute. Ukrainian State Design Institute for Special Construction. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 7–10, May–June 1984.     

Improving the structural properties of hydraulic sands

Conclusions 1. Granular and silty sands can be compacted to a moderate structure density using the UGV-1 apparatus.2. The process of placing these sands is completed after cessation of vibration, and, consequently, it is expedient to withdraw the compactor from the ground uniformly at a rate of 0.5–1.0 m/min, and not to resort to a stepwise ascent.3. For effective improvement of the structural properties of fine and silty sands, compaction must be combined with strengthening with stabilizing grouts.4. The installation of strengthened elements in hydraulic sands makes it possible to reduce the installation cost of foundation beds for structures by several factors.Scientific-Research Institute of Bases and Underground Structures. Tyumen Civil Engineering Institute. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 1, pp. 22–25, January–February, 1988.     

Concrete-pipe piles in base of tall building

The writers present design and construction experience with foundations of a tall building on concrete-pipe piles under complex engineering-geologic conditions. Results of static tests on the piles are compared with the stabilized settlements of the building foundations. It is established that their values are close to each other.AP Section of the Construction Scientific-Research Institute of the Mininveststroi of the Ukraine. Kiev Specialized Administration No. 580 of the "Ukrburvod" Trust. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 2, pp. 20–22, March–April, 1993.     

Experimental investigations of single-pile foundations

On the basis of experimental investigations of a test construction of single-pile foundations of ring-section piles, data were obtained on their operation, and the calculation scheme for vertical and horizontal loads was improved. The possibility was proven of determining the limiting resistance of such foundations according to data from static probing. Computer calculation programs were developed.Ufa Scientific-Research Institute of Industrial Construction. Translated from Osnovaniya, Fundmenty i Mekhanika Gruntov, No. 2, pp. 12–16, March–April, 1993.     

Performance of driven reinforced-concrete piles in a pile grillage subject to lateral loading

Conclusions 1. The proposed method of testing single piles with simulated fixity of the heads in a grillage slab can be used to determine the bearing capacity of grillages subject to lateral loading when designing pile foundations, particularly for large-scale construction.2. The resultant data on the variation of the fixed-end moments in the heads of piles can be employed to confirm and evaluate different computational methods and models that require load-displacement curves as initial data to obtain parameters.3. The resistance of grouped piles to lateral loading significantly exceeds the resistance of piles with an unrestricted head deflection. This occurs owing to the fixity of the pile heads in the slab.4. Pile interaction in a single-row group, and also the presence of slab deflection were reflected slightly in the resistance of laterally loaded piles.Khar'kov Scientific-Research Institute for the Design and Planning of Industrial Construction. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 2, pp. 17–20, March–April, 1977.     

Engineering-economic determination of optimum depth of preconstruction thawing of permafrost soils under buildings

Conclusions 1. The depth of preconstruction thawing of permafrost soils in the foundation base of a building should be based on principles of reliability theory and statistical dynamics. This will enable the optimum solution to be found and the capital expenditure to be reduced.2. The optimum solution for the depth of preconstruction thawing depends on the combination of the freezing/soil conditions and the structural features of the building. It can be found by computation based on the method described in this article.Siberian Branch of the Scientific-Research Institute of Foundation Engineering. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 6, pp. 19–22, November–December, 1979.     

Experimental investigations of the elastic moduli of the soil in a lateral fill

Conclusions 1. The shape of the distribution of the elastic moduli of the soil over the height of a lateral fill conforms to a curvilinear law. The distribution curve of the elastic moduli can be assumed parabolic for low frequencies of forced vibrations, and triangular for high frequencies.2. The values of the elastic moduli within the bounds of the entire embedded portion of the foundation decrease with increasing frequency of dynamic effects.3. The action of an additional surcharge against the surface of the lateral fill increases the values of the elastic moduli and changes the shape of their distribution over the height of the fill.4. As compared with the resistance of soil on the tangent faces of the lateral fill, that of the soil acting on the frontal faces has a greater effect on the vibration parameters of the embedded foundation. In practical computations, the uniform elastic compression and shear moduli can be interrelated by the relationship: L=0.4S.Ural Polytechnic S. M. Kirov Institute Dniepropetrovsk Construction Engineering Institute and B. E. E. Vedeneev All-Union Scientific-Research Institute of Hydraulic Engineering. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 1, pp. 23–24, January–February, 1981.     

Ways to reduce metal consumption in the construction of sunken shafts

Conclusions 1. A number of positions taken in active documents regulating questions concerning the computation and design of sunken shafts embedded without a thixotropic jacket are highly conditional and require more precise definition. This applies primarily to the computation of wall failure during hang-up of the lower section of the shaft and the soil pressures on circular shafts possessing diameters to 16 m with allowance for their actual curvature.2. The method recommended in the present paper for the design of circular sunken shafts with diameters to 16 m and depths to 10–12 m makes it possible to reduce significantly (by 25–30% on the average) the amount of reinforcement in the upper section of the shaft wall as compared with its consumption for type designs without impairing the strength of the structures.3. It is expedient to disseminate construction experience acquired with lightly reinforced sunken shafts in Vyaz'ma, Leningrad, and Moscow for structures of similar dimensions under various engineering-geologic conditions using the manual of structural solutions and technological schemes for work production developed by the Leningrad Division of the State Institute for the Design and Planning of Beds and Foundations.4. In sinking lightly reinforced shafts, it is necessary to follow especially carefully the conditions set forth in the plan for work production, particularly the excavation of soil in the blade segment, prohibiting their skewing so as to ensure uniform pressure between the shaft walls and ground.Main Administration for Special Foundation Construction. Leningrad Division of the State Institute for the Design and Planning of Beds and Foundations. All-Union Scientific-Research Institute of Hydraulic and Sanitary Engineering. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 6, pp. 8–9, November–December, 1979.     

Resistance of frozen soils to disintegration under high-pressure hydraulic jets

Conclusions 1. The frozen soil volume disintegrated by a high-pressure hydraulic jet is proportional to its initial specific kinetic energy.2. As the water content of frozen soils increases, and also as their temperature decreases, the depth of the slit cut in them by the hydraulic jet decreases also.3. The relations between the depth of cut in frozen clays and their temperature are practically similar to the curves of content of non-freezing water in these soils in the temperature interval from –1°C to –5°C.Scientific-Research Institute of Bases and Underground Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 21–23, May–June, 1984.     

Testing buildings for strength and stability

Conclusions 1. The proposed method makes it possible to realize safe controllable deformation of a subgrade, given a "building-bed" system of various shapes and values of settlements recorded with time. It shortens the time required for experimental operations from 6–10 months (for measurement of field settlements) to several days.2. The method can be used in conducting field experiments; the leveling and occupacy of buildings on platforms are not associated with the expectancy of deformation effects due to slump-type settlement or undermining.Scientific-Research Institute of Structural Parts, Zaporozhe Division of the Scientific-Research Institute of Structural Parts. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 7–8, July–August, 1980.     

Results of evaluation of the strength of concrete placed in the shafts of cast-in-place piles

Conclusions 1. Application of the method of underwater concreting with the use of a container is inexpedient in connection with the presence of a large number of flaws detected in the shafts of cast-in-place piles formed by this method; concreting of holes by the VAT method is preferable.2. The strength of concrete in the shafts of cast-in-place piles increases, reaching a maximum at a depth of 0.4–0.5 the length of the shaft. Variation in strength along the shaft is explained primarily by the percentage of coarse aggregate contained in the concrete.3. The quality of pile concrete should be monitored during all stages of pile installation, and, primarily during the stage of concreting, i.e., when there is a chance of correcting an observed defect.All-Union Institute for the Design and Planning of Health Resorts. Scientific-Research Institute of Foundations and Underground Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 14–17, September–October, 1976.     

Effectiveness of domestically produced combination drains used for bed consolidation

Conclusions 1. Use of domestically produced combination drains accelerates the consolidation and hardening of weak saturated soils.2. The domestically produced combination drain is equivalent to a circular drain 4 cm in diameter.3. Use of combination drains results in weak saturated soils uniformly strengthened with respect to depth.Scientific-Research Institute of Bases and Underground Structures (NIIosnovanii). Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 20–21, July–August, 1981.     

Densification of soils prone to slump-type settlement by the gas-detonation method

Conclusions 1. In setting off more than 1000 blasts in the apparatus, no damages were observed to the subassemblies and components operating under conditions of increased humidity to 95% and a temperature range of from 5 to 30°C.2. Pressure dispersion in the ground near the combustion chamber, which develops from the blasting, was found to be within the limits of 10–15% as a function of chamber volume.3. Control of the operation of the gas-detonation apparatus is rather simple and can be accomplished with one operator.4. The apparatus makes it possible to set off blasts every 15–20 sec; it is possible, however, to reduce this interval to 1 sec with a certain design refinement to the chamber.5. The apparatus is quite mobile, reliable, and inexpensive to build.6. The results of field tests indicated that the effectiveness of densification using the apparatus is adequate for the preparation of beds supporting the construction of agricultural and irrigation structures built on loess soils.State Committee of the USSR Council of Ministers for Construction Affairs. All-Union Lenin Order S. Ya. Zhuk Scientific-Research Institute of Design and Exploration. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 6, pp. 11–13, November–December, 1979.     

Effect of underreaming on bearing capacity of bored pile

Conclusions 1. From the data for the full-scale static tests of piles 6–22 m long, it was found that as the ratio /d increases, the load transmitted through a pile underreaming having the same size decreases proportionally.2. The limit strength at the foot of piles over 10 m long cannot be determined by means of analytical strengths depending only on the depth h and the liquidity index I_L but which do not depend on the ratio /d.Scientific-Research Institute of Bases and Underground Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 6, pp. 12–14, November–December, 1986.