Erection method of standard foundation

FIELD: construction.

SUBSTANCE: pile field design is developed in the potential foundation area; after that, load on one pile is calculated; total number of piles of the same configuration with coordinate fixation to locality is determined at each pile sinking point, as well as depth of static sounding and location of static sounding points is determined. Then, static sounding is performed at pile sinking points by indentation of a conical tip of the probe into soil. Parameters characterising resistance of soil on cone and on side surface of the pile at introduction of the probe are recorded every 0.2 m as per TEST-K4 devicea. Calculation of carrying capacity and parameters at check points are recorded and entered to a database. Then, dynamic tests of each driven pile are performed. After the driven pile is kept for 5-35 days, field tests of test piles are performed by means of a static pile test device by static load, thus picking up pile settlement readings from measuring instruments at the specified loads, and values of the pile carrying capacity are determined. Then, correlation of the obtained results with static sounding data and pile sinking forces is performed considering engineering and geological conditions of the construction site. Then, mass sinking of the rest piles is performed. When the specified force on the pile being sunken is achieved, sinking is stopped and the pile is cut on a certain level above the ground surface.

EFFECT: improving operating efficiency and reducing prime cost of erection and preliminary work, at erection of the foundation as a whole, at simultaneous improvement of durability and reliability.

5 cl, 6 dwg

 

The claimed invention "Method of building a reference base" relates to construction and is used for constructing the reference pile foundations for the construction of small and high-rise buildings dispersed on thawing soils.

Known method of construction of the Foundation, implemented in the Russian Federation patent for the invention №2062832, IPC E02D 27/01, publ. 1996.06.27, including the installation of concrete poles, tape grillage with the subsequent construction of the connections of columns with the raft, and the raft made of steel channels, and each connection node in the form of anchor bolt, attached to the end post with eccentricity relative to the longitudinal axis of the Foundation with the subsequent establishment of the base plate with a hole for anchor bolt of the same shape of the upper end of the pillar with the opportunity to interact with one plane of the plate with said upper end of the pole, and another plane with a shelf channel, and with further beneath the nut anchor bolt l-shaped in cross section clamping plate, which is done with a hole for anchor bolt on the big ledge, which feature interactive part of the inner surface of the flange of the sill and the end of a small shelf with a support plate, wherein the channels have over large quadrants of the plane of the torus�and post centre, coincident with the axis of the anchor bolt in the plan.

The disadvantage of such methods of building foundations are high cost and low performance and reliability.

This disadvantage is due to the fact that by itself, the method of construction of foundations is complex and includes a large number of costly installation work, as well as a large number of expensive of components and materials.

Known method of construction of pile foundations (see and.with. The USSR №1004532, IPC E02D 5/44, E02D 27/12, publ. 15.03.83), which carry out the original driving into the ground the Central pile, provided with a widening at the bottom. Then sequentially or simultaneously score the opposing in terms of side piles, consisting of pivotally interconnected upper and lower parts with a weakened section so that the lower end of the side piles was based on the broadening of the Central pile and further driving was cut weakened section to ensure the waste side of the pile from the main.

The disadvantage of this method of construction of pile Foundation is the low reliability and durability, high cost, and complexity to the construction of the Foundation construction.

This disadvantage is due to the fact that the production piles with lateral swivel I�is a time consuming process, in addition, due to the close fit of the Central and lateral piles reduces the working area of the lateral surface, which determines the insufficient bearing capacity of the existing Foundation.

Known method of construction of pile foundations (see RF Patent №2379419, IPC E02D 3/12, publ. 10.06.2009), which carry out the installation of piles and their subsequent strengthening by filing in the ground in two stages of hardening solution under pressure, and the first feeding of solid solution is carried out along the periphery of the reinforcing piles, and after solidification of the solution according to the peripheral contour of the supply hardening solution into the area bounded by a peripheral circuit, including misaine space, with both stages of introduction into the soil hardening solution is carried out either by using injectors that are hammered into the soil to a depth of the seal, or, in advance, on the periphery of the group of reinforcing piles and inside mismanage space wells drilled, which serves the hardening solution under pressure.

The disadvantage of this method of construction of pile Foundation is the low reliability, and also that it is economically disadvantageous.

This disadvantage is due to the fact that the soil around the piles is strengthened heterogeneous and as a result, under the action applied to the soil under pressure TV�a glowing solution by changing the stress state of the crack trajectory when approaching the seal area around the piles will be bent and bend around the obstacle, finding the weaker sections in Messina space, and also has a place high consumption of inefficiently used hardening solution and work on the implementation of its introduction into the soil.

The technical result of the present invention "the Method of construction of the reference Foundation" is to reduce the cost of installation works of the Foundation in the construction of buildings (buildings) overall, increased durability, reliability and performance of structures with a high degree of security built on this Foundation, eliminating uneven settlement under any heterogeneous soil conditions of construction.

The technical result of the present invention "the Method of construction of the reference Foundation" is to increase the productivity and reducing the cost of installation and preparatory work for the construction of the Foundation structures (buildings) in General, while improving durability, reliability and performance of structures with a high degree of security built on this Foundation, eliminating uneven settlement under any heterogeneous soil conditions of construction.

The technical result is achieved in that in the known method of construction of reference of the Foundation, including the installation of piles, according to the invention single� on the site of the proposed Foundation design concrete project pile field and calculate the load on a single pile, then, determine the total number of piles, the depth of the static sensing and the location of the static probe points, then in the field of driving piles perform cone penetration tests using setup for static sensing of soil and the work is carried out to assess the spatial variability of the composition and properties of the soil and quantify these characteristics, to further fix the indicators characterizing the ground resistance on the cone and the lateral surface of the pile during introduction of the probe, the test results of piles in pile field are entered into the database, take the required amount of research points to the pile field 0,5%-1,0% of the total number of piles at the facility and conduct dynamic testing of each pile, then score pile incubated for 5-35 days, followed by full-scale tests of each pile static load at which take readings from measuring devices and determine the maximum bearing capacity of each pile, then a correlation of the results of limit bearing capacity of each pile with static data sensing and efforts on the piles taking into account engineering-geological conditions of the site, following this, carry out the immersion of the remaining piles moreover, upon reaching a predetermined force �and each submerged pile stop its plunge and spend the felling of the pile at a certain level above the ground, moreover, when determining the total number of piles to determine pile one configuration with the coordinate location in each point of driving piles, the position of the probing points are determined by a program control test piles to estimate the spatial variability of the composition and properties of the soil and quantify these characteristics use the device to measure the load and the resistance of the soil, and equipment of the type "TEST-K4", and the dynamic test each pile is carried out by determining the dependence of blows to the pile for each meter dive piles.

Between the distinctive features and achievable technical result is the following causal link.

In contrast to the analogues and the prototype in the claimed method of construction of the reference base, where initially, on the site of the proposed Foundation design concrete project pile field and calculate the load on a single pile, and then determine the static probing depth and location of sensing points with a program of field tests of piles, as well as the total number of piles one configuration, then in the field of driving piles perform cone penetration testing, which is high on performance and low on cost and production�of activity several times higher and less costly, than that of analogous objects. These technological methods allow you to adjust given the complexity of the ground conditions, depending on the uniformity of soil conditions on their occurrence and properties of a certain volume of cone penetration testing (proof testing) by the points pile field. In a single-layer or multilayer structure ground column with a substantially horizontal or flat layers (slope of not more than 0.05), with the homogeneity properties of each soil layer, the grid sensing (soil tests) used at least 35×35 m and conducted static sensing at least two points on each side of the building. Work to assess the spatial variability of the composition and properties of the soil and quantify these characteristics using the device to measure the load and the resistance of the soil, and further fixation of the indicators characterizing the ground resistance on the cone and the lateral surface of the pile during introduction of the probe, followed by the entry of test results of piles in pile field in the database, which is taken as the required number of points studies on pile field 0,5%-1,0% of the total number of piles at the facility, at which the dynamic test was performed each pile by determining the dependence of blows to the pile for each meter linear�piles of fishing and soak clogged piles within 5-45 days allowed for foundations to take one length of the pile. If the calculations of the bearing capacity of soil at all points pile driving did not differ more than 5%, the option to drill the bearing capacity of soil at other locations were no longer required. Thus, in the construction of the reference pile Foundation with quality execution of all milestones achieved minimum error variance (5%) calculated load on a single pile from the actual that allows you to apply piles one configuration hammered at a certain depth of immersion and felled at a certain level above the ground surface, thus reducing the cost of installation and preparatory work for the construction of the Foundation structures (buildings) in General, and enhance the durability, reliability and performance of structures. Conducting, after the dynamic test of full-scale tests of each pile static load at which take readings from measuring devices and determine the maximum bearing capacity of each pile, as well as further correlation of the results of limit bearing capacity of each pile with static data sensing and efforts on the piles taking into account engineering-geological conditions of the site ensures the structures erected on such funda�mobile, a high share of security, eliminating uneven settlement under any heterogeneous soil conditions of construction. The use of piles one configuration and further immersion of the remaining piles, which upon reaching a predetermined force on each submerged pile dive last stop and spend the felling of the pile at a certain level above the ground surface, increases productivity and reduces the time of construction of the Foundation.

Analysis conducted by the applicant of the prior art, including searching by the patent and scientific and technical information sources and identify sources that contain information about the equivalents of the claimed invention, has allowed to establish that the applicant has not found an analogue, characterized by features identical to the features of the claimed invention "Method of construction of the reference Foundation", and the definition from the list of identified analogues of the prototype as the most similar set of features analogue has allowed to identify a set of essential towards perceived by the applicant to the technical result of the distinctive features in the claimed object set forth in the claims.

Therefore, the claimed invention "Method of construction of the reference Foundation" meets the criterion of "novelty" under the current legislation.

According to the applicant, the essence of the claimed invention "Method of construction of the reference Foundation" should not be mostly known from the prior art, since it is not detected above the impact on the achieved technical result is a new property of an object is a set of attributes that distinguish the prototype of the claimed invention, which allows to make a conclusion about conformity of the invention "the Method of construction of the reference Foundation" the criterion of "inventive step".

The set of essential features that characterize the essence of the proposed method of erection of reference of the Foundation, can be repeatedly used in the production of similar foundations for large industrial buildings and for civil engineering of the technical result consists in increasing performance and reducing the cost of housing, which allows to make a conclusion on compliance of the claimed invention "Method of construction of the reference Foundation" the criterion of "industrial applicability".

The essence of the claimed invention "Method of construction of the reference Foundation" is illustrated with photographs, drawings and charts, as well as an example of a specific implementation of:

Fig. 1 shows a system for static testing of piles, side view;

on f�G. 2 shows a system for static testing, a top view;

Fig. 3 shows the device for static testing of piles, side view;

Fig. 4 shows the device for static testing of piles, top view;

Fig. 5 shows a static test piles using cross-platform;

Fig. 6 shows the installation cross-platform lifting means.

The method of construction of reference of the Foundation as follows.

Originally on the site of the proposed Foundation has developed a project of a pile field, and then calculated the load on a single pile, determined the total number of piles one configuration with the coordinate location in each point of driving piles, the depth of the static sensing and the location of the static probe points. Next, the program tests in the field of driving piles performed cone penetration testing, which is high on performance and low on cost. Cone penetration testing was performed in compliance with the requirements of GOST 19912-2001. To this end, the construction site was sent a unit for static sensing of soil in the form of vehicle 1, namely "KAMA-43114", with the device static sensing of soil 2 (Fig. 1), including h�nd 3, made in the form of a conical tip 4 with a set of operating rods 5. In the cabin of the vehicle placed the hydraulic system 6 control panel 7 connected to measure the load and the resistance of the soil 8 to a device for measuring these indicators 9 type "TEST-K4", and the data indicators displayed on the monitor of the computer 10. Static probing of soils produced by the conical indentation of the tip 4 of the probe 3 into the ground 8, with intervals of 0.2 m on the measuring device 9, namely "TEST-K4", recorded the parameters characterizing the resistance of the ground 8 on the cone and the lateral surface of the pile during introduction of the probe 3. Moreover, the calculation of bearing capacity of concrete piles was taken in 1 m within the active zone of the Foundation. The results of determination of bearing capacity were determined in concrete piles 11, ie 7% of the research points to pile field of the total number of piles at the facility, with indicators at each point was recorded and the record in the database. After that, on the construction site, in the places where they spent the cone penetration test, dynamic test conducted every battered piles 11 by determining the dependence of the number of strokes on each meter dive piles. After a "rest" battered piles within 20 days of static �spymania piles (Fig. 3, 4, 5, 6) conducted full-scale tests of control piles 11 static load without the use of anchor piles, in accordance with clause 8.2 GOST 5686-94. In the preparation of field tests of piles 11 around each battered piles 11 using a conventional mobile drilling rig (Fig. 6) sabarimala in the ground 8 screw support 12, so that the pile 11 with each of the four sides by an imaginary cross 13 (Fig 4), with its centre on the axis of symmetry X-X of the pile, had a pair zaburunnyj screw the supports 12, i.e. a total of eight screw the supports 12. The upper end portion 14 of the test piles 11 installed gidrotorf 15 using lifting equipment, gidrotorf laid the platform 16 in a Crescent shape. Then on the ends of the 17 resistant cross-platform 16 installed on top of the upper cross members 18, each of which is formed with open grooves 19 at the ends 20 and recorded their washers 21 prolonged by nuts 22, moving along the threaded portion 23 of the screw bearings 12 on their upper half 24. Then in gidrotorf 15 through conduit 25 filed liquid, i.e., was testing piles 11, removing instrumentation readings precipitation piles 11 under the given loads, indicators, reaching the limit state of the pile 11, wherein determine the values of the bearing capacity of the pile 11. After full-scale testing was conducted by correlat�Yu obtained results with the results of static probing and effort (number of blows) on the piles 11 taking into account engineering-geological conditions of the construction site. Further provided a massive dip of the remaining piles 11. When you achieve submerged pile 11 given force, its plunge was stopped and carried out the felling of the pile at a certain level from the ground surface. If the length of the piles was not enough for a given effort, the pile was further increased (lengthened).

Thus, building a reference base, all piles which is perceived at all points of contact are the same resistance of soils to the calculated load, i.e. with a high degree of security is excluded due to differential settlement under any heterogeneous soil conditions of construction.

The use of the present invention "the Method of construction of the reference Foundation" can improve performance and reduce the cost of installation and preparatory work for the construction of the Foundation structures (buildings) in whole, at the same time enhance the durability, reliability and performance of structures with a high degree of security built on this Foundation, eliminating uneven settlement under any heterogeneous soil conditions of construction.

1. The method of construction of reference of the Foundation, including the installation of piles, characterized in that initially in the place of the proposed Foundation design concrete project pile floor� and calculate the load on a single pile, then, determine the total number of piles, the depth of the static sensing and the location of the static probe points, then in the field of driving piles perform cone penetration tests using setup for static sensing of soil and the work is carried out to assess the spatial variability of the composition and properties of the soil and quantify these characteristics, to further fix the indicators characterizing the ground resistance on the cone and the lateral surface of the pile during introduction of the probe, the test results of piles in pile field are entered into the database, take the required amount of research points to the pile field 0,5%-1,0% of the total number of piles at the facility and conduct dynamic testing of each pile, then score pile incubated for 5-35 days, followed by full-scale tests of each pile static load at which take readings from measuring devices and determine the maximum bearing capacity of each pile, then a correlation of the results of limit bearing capacity of each pile with static data sensing and efforts on the piles taking into account engineering-geological conditions of the site, following this, carry out the immersion of the remaining piles moreover, upon reaching a predetermined force �and each submerged pile stop its plunge and spend the felling of piles at some level above the surface of the earth.

2. A method according to claim 1, characterized in that the determined total number of piles one configuration with the coordinate location in each point of driving piles.

3. A method according to claim 1, characterized in that the location of the sensing points were determined using the program control test piles.

4. A method according to claim 1, characterized in that to estimate the spatial variability of the composition and properties of the soil and quantify these characteristics use the device to measure the load and the resistance of the soil, and equipment of the type "TEST-K4".

5. A method according to claim 1, characterized in that each dynamic test piles is carried out by determining the dependence of blows to the pile for each meter dive piles.



 

Same patents:

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3 dwg

FIELD: constructional engineering.

SUBSTANCE: invention refers to constructions on heaving soils. House footing based on freezing through soils includes a rigid body with flanges and indents from soil side, footing indent inserts made of heat-insulating material, e.g. polystyrene foam at such ratio of flange and footing indent areas that soil pressure from the lower flange surface is not less than standard pressure of frost soil heaving, soil pressure from the lower insert surface is not exceeding design compression resistance of insert material. Also, the said footing contains supplementary heat insulation laid outside of the footing. The upper edge of supplementary heat insulation is passed from external edge of the footing in the form of interrupted inserts through rigid body of the footing and connected to supplementary heat insulation of opposite external edge of the footing. Relative area of interrupted inserts (β=Aint.ins./A0) is given by the relation β≤1-σmax/R, where Aint.ins. is sectional area of interrupted inserts, m2, A0 is gross sectional area of the footing within inserts arrangement regions, m2, σmax is maximum external load pressure in footing material, MPa, R is design resistance of footing material, MPa. Indents and flanges of the footing from soil side are alternating along footing length. Indents centres from soil sides are provided under interrupted inserts centres of supplementary heat insulation from each external edge of the footing.

EFFECT: possibility to lay foundation above the design depth of heaving soil frost penetration level.

4 dwg, 1 tbl

Basement structure // 2334050

FIELD: building.

SUBSTANCE: invention refers to construction of the basements of buildings. The basement structure of a building includes heat - and waterproofing layer (17, 18, 40) which is laid on a flat horizontal surface (51) layer of the material breaking capillary action. The basement structure includes a frame (31) which surrounds specified heat - and waterproofing layer (17, 18, 40), at least, in its top part, thus fixing integrity of basement structure in a horizontal plane and which serves for punctiform bracing of the building supported by basement structure. The specified basement structure is encapsulated with foil (111) from a metal material.

EFFECT: prevention of smell penetration in a building and water-proofing maintenance; possibility of fast and energy conserving erection of the basement.

8 cl, 8 dwg

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