Assigning dimensions of the footing of eccentrically loaded foundations

A procedure is suggested for determining the minimum dimensions for the footing of eccentrically loaded foundations with different shapes in plan, by graphoanalytic means. It is based on the functional relationship of static and structural parameters (vertical forces, moments of forces, shape of the foundations' footing, etc.), expressed in relative amounts, and can take into account the action of several combinations of loads in the calculation. The procedure is most effective in solving problems connected with designing the foundations of buildings (structures) to be reconstructed.Tomsk State Architectural and Construction Academy. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 10–13, September–October, 1993.     

Construction of pile foundations for instrudial farm buildings

Conclusions 1. For industrial farm buildings of column-beam construction with full frame the most promising foundations are pile-posts of the forced-sinking and the bored types, and for industrial buildings with partial frame, residences, and cultural buildings of up to three stories the following types of foundations offer advantages: short, drilled-bored soil-concrete or cyclopean concrete 0.5–0.8 m in diameter; driven tapered footings 1.5-2-m-long; and prestressed piles without transverse reinforcement.2. It is necessary to develop methods for calculating driven and bored piles with lengths of 1.5–3 m as well as pile-posts working under the combined effect of vertical and horizontal loads, since the lack of such methods hinders the further introduction of pile foundations in farm construction.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 12–15, July–August, 1968.     

Minimizing the cost of foundations in city planning of residential blocks

A procedure is suggested for multivariant optimum designing of foundations for buildings of different series with different numbers of stories, based on a special automated computer system that carries out multivariant calculation of different types of foundations with changes in the basic parameters and calculation of their cost. With the use of computers, such calculations are done in each of the distinguished zones with the same engineering-geological conditions; this makes it possible to choose the most optimum type of development according to the economic criterion of minimizing the cost of foundations.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 11–14, May–June, 1992.     

Experimental studies of slotted foundations for the supports of high-voltage lines

Conclusions The results of the tests that we conducted on full-scale prismatic foundations and their model with the proposed graph of curves in relative values revealed the variability of the limiting pullout forces at different angles that deviate from the vertical, for different sand densities, surface roughness, and ratios of foundation dimensions.Slovak Higher Technical School, Bratislava, Czechoslovak Socialist Republic. Bulgarian People's Republic. Translated from Osnovaniay, Fundamenty i Mekhanika Gruntov, No. 4, pp. 25–27, July–August, 1988.     

Deformations of bases of annular foundations

Conclusions 1. The deformation zone depth and the settlements in annular foundations are smaller than in circular foundations for equal underside areas, other conditions being equal.2. For equal settlements, the load transmitted to an annular foundation may be higher by 30–40% than the corresponding load transmitted to a solid foundation.Odessa Civil-Engineering Institute. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 22–23, July–August, 1985.     

Effectiveness of using pile foundations in housing construction in Tyumen

Conclusions 1. Pile foundations of residential buildings in Tyumen under the usual soil conditions with the use of 30×30 cm prismatic piles and low monolithic grillage are, as a rule, ineffective.2. The use of pile foundations with a high grillage does not produce perceptible advantages and their technicoeconomic indices are close to those of foundations with a low grillage.3. The use of grillage-free pile foundations permits obtaining indices comparable with strip foundations at a pile length up to 8 m (working length 6 m).4. The economic effectiveness of pile foundations under conditions of Tyumen can be increased by using short piles of rational designs having an increased bearing capacity under the given soil conditions.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 4–6, May–June, 1977.     

Strengthening of foundations of deformed Maly Theater building in Moscow

Strengthening of foundations by the jet technique, which is not traditional in our country, has made it possible over short periods to carry out large work volumes without uncovering old foundations in the reconstruction of a deformed historic building.NIIOSP Institute. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 1, pp. 22–25, January–February, 1993.     

On the rational range of application of different designs of pile foundations for residential construction in weak soils

Conclusions 1. At the present time, sectional driven piles of continuous square cross section are economically the most expedient for foundations supporting large-panel 9- and 16-story apartment houses built on weak soils of considerable thickness (more than 12–16 m).2. Of the square sectional pile designs employed in the USSR, the most technically rational and economically effective design is the sectional driven pile with a socket splice.3. A material-technical base now exists for the widespread use of square sectional piles. General-contracting organizations maintain pile-driving equipment in their inventory, all reinforced-concrete-products plants produce square driven piles, and an effective and reliable splice design has been developed.4. To increase the installation efficiency of pile foundations for buildings constructed on weak soils of considerable thickness, it is necessary to develop working drawings of type designs for square sectional piles, type plans for the foundations of apartment houses which are constructed of square sectional piles, estimated norms for their embedment at the construction site, and recommendations for the range of their rational application.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 2, pp. 23–26, March–April, 1977.     

Consideration of the effect of embedment depth and lateral backfilling of machine foundations on the dynamic properties of their beds

Conclusions 1. Recommendations are given for consideration of the effect of embedment and lateral backfilling in determining the stiffness and damping coefficients of the beds of foundations concreted under pressure against the soil, or in forms with the condition that backfilling be carefully performed.2. A method is proposed for the calculation of the horizontal-rotary oscillations of embedded machine foundations; this method makes it possible to use computational equations familiar for nonembedded foundations with varied initial data.3. The developed computational methods are confirmed experimentally, indicating their applicability. The proposed method is most reliable for a set of predicted parameters of the horizontal-rotary and vertical oscillations of embedded foundations.4. The developed computational methods are being incorporated in a reference manual on the design of machine foundations with dynamic loads, which is being prepared for publication.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 17–19, September–October, 1991.     

Economic evaluation of the accuracy in the operation of pile driving-machines

Conclusions 1. The pile-driving accuracy affects substantially the driving cost. For this reason it is necessary to take into account the requirements placed on the driving a ccuracy in the design solutions for pile foundations.2. Extremely rigid requirements should not be placed on the pile-driving accuracy, since they result in a considerable increase in the cost of the pile-driving work. The pile-driving accuracy should be determined from the constructional solutions for the pile foundations. For example, for cast-in-place caps, precast caps, capless pile foundations, and pile-columns, the requirements placed on the pile-driving accuracy should differ. Also, a high pile-driving accuracy over the needed requirements for the subsequent erection of the constructional elements should not be specified.3. It is recommended that the construction organizations in charge of pile-driving work have at their disposal pile-driving machines permitting the driving of piles within a wide range of tolerances.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 23–25, September–October, 1974.     

Complex dynamic investigations of foundations for low-speed turbine units at nuclear power plants

Conclusions 1. Dynamic tests indicated that the dynamic flexibility of both types of foundations diminishes on the whole as the equipment is assembled.2. During the startup and output adjustment of a turbine unit on both a foundation with lateral condensors and a foundation with basement condensors, the TFB system will itself be at relative rest. Acute resonance peaks are not observed and the vibration levels of the foundations do not exceed allowable values.Dniepropetrovsk Civil Engineering Institute. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 11–14, July–August, 1985.     

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.     

Determination of the zone of distribution of deformations in soil masses

Conclusion The zone of distribution of deformations in a soil mass depends on the dimensions of the loading surface and on the magnitude of the load, and for pressures not exceeding 2 kg/cm² it is approximately equal to 0.8–1.2 D.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 11–12, May–June, 1968.     

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.     

Interaction between shallow foundations and slightly heaving bed soil

Conclusions 1. When foundations ascend as a result of frost heaving, normal heaving forces are reduced. Measures directed not toward overcoming heaving forces, but toward reducing the deformations caused by these forces to limiting allowable values could therefore be considered in designing shallow foundations.2. The pressure transmitted to the soil exerts a greater influence on foundation heaving than does the lower-surface area of the foundation.3. The optimum shape of the lower surface of a columnar foundation on heaving soils is square.4. The cost of 1 m² of the overall area of a building is reduced by 10 rubles on average due to use of shallow foundations.General Scientific-Research Institute of Experimental Planning. Scientific-Research Institute of Bases and Underground Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 4, pp. 21–23, July–August 1984.     

Evaluation of the damping factor of foundation bases subjected to vertical vibrations

Conclusions 1. The damping factor b depends on the elastic properties of the soil base and the dimensions of the lower surface of the foundation. Hence, one of the values — the coefficient of uniform elastic compression C_z — makes it possible to find both the elastic and damping characteristics of the soil base. To evaluate the damping characteristics, it is expedient to use the specific damping factor introduced in this article.2. To find the maximum amplitudes of unsteady vibrations of massive foundations under the action of an instantaneous impulse, use can be made of Eqs. (21)–(23), which determine the factor b_z if the limit from which the elastic waves may be reflected (rock, soil layer with higher wave velocities, etc.) is located below the lower surface of the foundation at a depth greater thanl/2,l being calculated from Eq. (16). To find the parameters of steady vibrations of massive foundations, the damping properties of the soil base are determined by the factor b_z, calculated from Eqs. (12)–(15).3. The equations for the factor b_z are related to the mean soil conditions; however, the effect of the characteristics of the geologic morphology is exerted on this factor more strongly than on the rigidity modulus of the soil base; hence, it is desirable to gather experimental data for the systematization and processing of which use can be made of the relations obtained in this article.Scientific-Research Institute of Bases and Underground Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 15–18, September–October, 1981.     

Actual and calculated loads on piles and results of observing settlements of a large-panel building

Conclusions 1. During the construction period the loads on extreme piles along the axes of transverse bearing walls are considerably greater than on the middle ones.2. Under the effect of rigidity of the building a redistribution of the loads on the piles during its operation occurs even in the absence of a grillage, i.e., the more loaded piles are unloaded and the less loaded ones are additionally loaded.3. The actual loads on the piles in the operating period are considerably less than the calculated, which indicates the need to refine the recommendations of SNiP II-6-74 for the purpose of taking into account the useful loads in calculating the foundations of residential buildings.4. The factor =0.2, concerning conversion from settlements of single piles in static tests to settlements of piles in foundations under long-term load, given in the draft of the new edition of SNiP II-17-77, is acceptable.5. To accumulate data on the actual loads on pile foundations it is necessary to continue their measurements under various soil conditions.Deceased.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 3, pp. 17–19, May–June, 1977.     

Investigation of the behavior of brick buildings on inhomogeneous bases

One of the possible approaches to determining differential settlement of buildings on inhomogeneous bases when using shallow foundations is proposed. Numerical methods, particularly the finite-element method, are used for calculating such buildings.Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 1, pp. 2–5, January–February, 1992.     

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.     

Experience of reinforcing foundations with the help of jet technology

This article relates experience in reinforcing strip foundations constructed on uncompacted fill soil. Supports were placed under deforming foundations with the use of jet technology. The jet unit is described, and the sequence of underpinning work is given.Scientific Research Institute of Foundations and Underground Structures. Translated from Osnovaniya, Fundamenty i Mekhanika Gruntov, No. 5, pp. 16–17, September–October, 1993.