CN117802965B - Construction process of stable engineering foundation - Google Patents
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- 238000005056 compaction Methods 0.000 claims abstract description 39
- 238000007790 scraping Methods 0.000 claims description 34
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to the technical field of foundation construction, in particular to a construction process of a stable engineering foundation, which comprises the following steps: s1, performing trial tamping in a test area to obtain a tamping pit depth H corresponding to a tamping point; s2, tamping according to a tamping mode when the depth H of the tamping pit is larger than a preset depth; and S3, tamping according to a dynamic compaction method when the depth H of the tamping pit is smaller than or equal to the preset depth. When the depth H of the tamping pit corresponding to the tamping point is larger than the preset depth, the volume of soil above the tamping pit is larger, and the difficulty of leveling treatment is higher, so that the tamping point is tamped by a tamping mode, and the difficulty of leveling treatment when the tamping point of the foundation is tamped is reduced; when the depth H of the tamping pit corresponding to the tamping point is smaller than or equal to the preset depth, the volume of soil above the tamping pit is smaller, and the difficulty of leveling treatment is smaller, so that the tamping point is tamped by a dynamic tamping method, and the tamping efficiency of the foundation is improved.
Description
Technical Field
The invention relates to the technical field of foundation construction, in particular to a construction process of a stable engineering foundation.
Background
Before the construction of the foundation, the ground of the foundation is required to be tamped so as to improve the compactness of the ground, the ground is tamped so that the phenomenon that the ground collapses after the pouring concrete is stressed can be avoided, and the foundation tamping is one of the important steps for ensuring the stability and the durability of the building.
The method for tamping the foundation comprises a dynamic tamping method, wherein the dynamic tamping method is to tamp soil layers by utilizing a heavy hammer to fall from a certain height, improve the bearing capacity of the field, and is suitable for treating the foundations such as gravelly soil, sandy soil, unsaturated fine soil, collapsible loess, plain filled soil, miscellaneous filled soil and the like, and the saturated fine soil foundation containing an interlayer with good water permeability is adopted after passing a test, and in the related technology, as disclosed in China reference with the publication number of CN113026715A, the method for dynamically tamping the high-fill roadbed comprises the following steps: s1, flattening; s2, drawing a layout of the first-time tamping points and the second-time tamping points by using CAD and extracting coordinates of each tamping point; s3, marking the position of the first tamping point on the construction site by using a marking line according to the tamping point coordinates, and measuring the height of the tamping point; s4, the tamping machine is in place and performs dynamic tamping operation on tamping points according to the principle of interlaced beating from inside to outside; s5, the bulldozer levels the tamping pit formed during the first tamping, and the position of the tamping point of the second tamping time is released by using the marking line; then, the tamping points in the second time are all tamped according to the tamping method and sequence of the tamping operation in the S4, and a certain time is intermittent after dynamic tamping is performed once; s6, performing full ramming construction, wherein when ramming, ramming overlap joint between two ramming points is 1/4 hammer diameter ramming; s7, tamping the first tamping point and the second tamping point again according to the construction method of S3-S6; s8, rolling the road bed after the tamping is completed by using the road roller.
The high-fill roadbed dynamic compaction construction method improves the real-time efficiency of foundation compaction to a certain extent, but discovers that the compaction pit with a deeper depth has larger difficulty in the leveling treatment, consumes longer time and affects the overall efficiency of foundation compaction in the actual working process.
Disclosure of Invention
Based on the above, it is necessary to provide a construction process of a stable engineering foundation aiming at the problem of low efficiency in the current foundation compaction process.
The above purpose is achieved by the following technical scheme:
a construction process of a stable engineering foundation, the construction process of the stable engineering foundation comprising the steps of:
S1, performing trial tamping in a test area to obtain a tamping pit depth H corresponding to a tamping point;
S2, tamping according to a tamping mode when the depth H of the tamping pit is larger than a preset depth;
The tamping mode includes the steps of:
s21, tamping the tamping points according to a first tamping program when ponding occurs in the tamping pits corresponding to the tamping points;
The first compaction process includes the steps of:
S211, drawing out accumulated water;
S212, a preset distance L is reserved between two adjacent tamping points, and the diameter of a tamping pit corresponding to each tamping point is D2; when the preset spacing L is larger than or equal to the first preset spacing L1, calculating the diameter D3 of the tamping pit after the tamping is expanded according to a first relation, wherein the diameter D3 of the tamping pit after the tamping is expanded is larger than the diameter D2 of the tamping pit corresponding to the tamping point;
the first relation is: d3 =d2+l-L1;
S2121, regulating the soil scraping amount of the rammer according to the diameter D3 of the rammer pit after the rammer is expanded, and regulating the ramming times Q1 of the rammer to enable the ramming settlement of the last two strokes to be smaller than the average ramming settlement of the last two strokes corresponding to the single-stroke ramming energy of the rammer;
S2122, taking the diameter D3 of the tamping pit after the tamping and the tamping times Q1 of the tamping hammer as tamping parameters of the tamping hammer, and tamping the foundation according to a dynamic tamping method;
S213, tamping the foundation according to the dynamic compaction method when the preset distance L is smaller than the first preset distance L1;
S22, tamping the tamping points according to a second tamping procedure when no ponding exists in the tamping pits corresponding to the tamping points;
the second compaction process includes the steps of:
S221, when the preset spacing L is larger than or equal to a second preset spacing L2, calculating the diameter D4 of the tamping pit after the tamping is expanded according to a second relation, wherein the diameter D4 of the tamping pit after the tamping is expanded is larger than the diameter D2 of the tamping pit corresponding to the tamping point, and the second preset spacing L2 is smaller than the first preset spacing L1;
the second relation is: d4 =d2+l-L2;
s2211, regulating the soil scraping amount of the rammer according to the diameter D4 of the rammer pit after the rammer is expanded, and regulating the ramming times Q2 of the rammer to enable the ramming settlement of the last two strokes to be smaller than the average ramming settlement of the last two strokes corresponding to the single-stroke ramming energy E of the rammer;
S2212, taking the diameter D4 of the tamping pit after the expansion tamping and the tamping times Q2 of the tamping hammer as tamping parameters of the tamping hammer, and tamping the foundation according to the dynamic compaction method;
S222, tamping the foundation according to the dynamic compaction method when the preset distance L is smaller than the second preset distance L2;
And S3, tamping the foundation according to the dynamic compaction method when the depth H of the tamping pit is smaller than or equal to the preset depth.
Further, when the single-click ramming energy E of the rammer is smaller than 4000KN x m, the average ramming settlement of the last two strokes is not larger than 50mm; when the single-strike ramming energy of the rammer is 4000KN x m < E < 6000KN x m, the average ramming settlement of the last two strokes is not more than 100mm; when the single-strike ramming energy of the rammer is 6000KN x m < E < 8000KN x m, the average ramming settlement of the last two strikes is not more than 150mm; when the single-strike ramming energy of the rammer is 800KN x m < E < 12000KN x m, the average ramming settlement of the last two strokes is not more than 200mm; when the single impact energy E > 12000kn x m of the rammer, the average tamper settlement of the last two impacts is determined experimentally.
Further, the rammer comprises a base body, an adjusting assembly and a plurality of scrapers, wherein the scrapers are arranged along the circumferential direction of the base body and can synchronously slide in a friction manner along the radial direction of the base body; the adjusting assembly is configured to adjust the protrusion amount of the plurality of scrapers along the radial direction of the substrate according to the diameter D3 or D4 of the tamper pit after the tamper.
Further, the adjusting assembly comprises a hanging seat and an adjusting seat, wherein the hanging seat is inserted in the base body and can elastically slide along the axial direction of the base body, the hanging seat and the plurality of scrapers are in friction fit, so that the plurality of scrapers are driven to synchronously slide along the radial direction of the base body when sliding along the axial direction of the base body, and the hanging seat is configured to be connected with a sling; the adjusting seat is inserted between the hanging seat and the base body, the matching mode between the adjusting seat and the hanging seat is stop matching, and the matching mode between the adjusting seat and the base body is screw matching, so that the distance of the hanging seat sliding along the axial direction of the base body can be adjusted.
Further, the adjusting assembly further comprises an elastic piece, wherein the elastic piece is inserted into the base body, one end of the elastic piece is arranged on the base body, and the other end of the elastic piece is arranged on the hanging seat so as to provide driving force for the hanging seat to elastically slide along the axial direction of the base body.
Further, the scraper is provided with a first scraping surface and a second scraping surface which are oppositely arranged, the area of the first scraping surface is smaller than that of the second scraping surface, and the first scraping surface and the second scraping surface are both configured to scrape soil on the circumferential side wall surface of the ramming pit.
Further, the dynamic compaction method comprises the following steps:
s31, cleaning and leveling a construction site;
S32, marking the position of the tamping point in the first time, and measuring the elevation of the field;
s33, positioning a crane, wherein a rammer is arranged at the tamping point position;
s34, measuring the elevation of the hammer top before tamping;
s35, hoisting the rammer to a preset height to enable the rammer to freely fall down so as to tamp the tamping point;
S351, filling up the tamping pit when the tamping pit corresponding to the tamping point is inclined;
S36, repeating the steps S35 to S351, and tamping the tamping points according to the preset tamping times;
S37, replacing the position of the tamping point, and repeating the steps S33 to S36 to finish the tamping of all the tamping points in the first time;
S38, filling up all the tamping pits corresponding to the tamping points in the first pass by using a bulldozer, and measuring the elevation of the field;
And S39, after a preset time interval, gradually completing all ramming times according to the steps S32 to S37, and finally fully ramming with low energy, compacting loose soil on the surface layer of the field, and measuring the elevation of the field after ramming.
The beneficial effects of the invention are as follows:
The invention provides a construction process of a stable engineering foundation, which comprises the following steps: s1, performing trial tamping in a test area to obtain a tamping pit depth H corresponding to a tamping point; s2, tamping according to a tamping mode when the depth H of the tamping pit is larger than a preset depth; and S3, tamping according to a dynamic compaction method when the depth H of the tamping pit is smaller than or equal to the preset depth. When the depth H of the tamping pit corresponding to the tamping point is larger than the preset depth, the volume of soil above the tamping pit is larger, and the difficulty of leveling treatment is higher, so that the tamping point is tamped by a tamping mode, and the difficulty of real-time tamping pit leveling treatment on the tamping point of the foundation is reduced; when the depth H of the tamping pit corresponding to the tamping point is smaller than or equal to the preset depth, the volume of soil above the tamping pit is smaller, and the difficulty of leveling treatment is smaller, so that the tamping point is tamped by a dynamic tamping method, and the tamping efficiency of the foundation is improved.
Drawings
FIG. 1 is a schematic flow chart of a construction process of a stable engineering foundation according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of a construction process of a stable engineering foundation according to an embodiment of the present invention;
FIG. 3 is a schematic perspective view of a rammer applied in the construction process of a stabilized engineering foundation according to an embodiment of the present invention;
FIG. 4 is a schematic cross-sectional view of a rammer used in the construction process of a stabilized engineering foundation according to one embodiment of the present invention;
FIG. 5 is a schematic cross-sectional view of a rammer applied in a construction process of a stabilized engineering foundation according to an embodiment of the present invention;
FIG. 6 is a schematic view of the exploded construction of the end caps, base and mounting blocks of the ram used in the construction process of a stabilized engineering foundation according to one embodiment of the present invention;
FIG. 7 is a schematic cross-sectional structural view of a matrix of a rammer applied in a construction process of a stabilized engineering foundation according to an embodiment of the present invention;
FIG. 8 is a schematic perspective view of an adjustment base of a rammer used in a construction process of a stabilized engineering foundation according to an embodiment of the present invention;
Fig. 9 is a schematic perspective view of a lifting seat of a rammer applied in a construction process of a stable engineering foundation according to an embodiment of the present invention;
Fig. 10 is a schematic perspective view of a scraper of a rammer applied to a construction process of a stable engineering foundation according to an embodiment of the present invention;
Fig. 11 is a schematic top view of a scraper of a rammer applied in a construction process of a stable engineering foundation according to an embodiment of the present invention.
Wherein:
100. A rammer;
110. A base; 111. a mounting hole; 1111. a first chute; 112. a vent hole; 113. a communication hole;
120. A mounting base;
130. An end cap; 131. positioning bolts; 132. an internal thread;
140. An adjusting seat; 141. an external thread; 142. a handle; 143. a slot;
150. a hanging seat; 151. a boom; 152. a central bore; 153. a one-way valve; 154. pushing the push ring; 155. a first slide bar;
160. A pressure spring;
170. A scraper; 171. a second slide bar; 172. a first scraping surface; 173. a second scraping surface; 174. and a second chute.
Detailed Description
The present invention will be further described in detail below with reference to examples, which are provided to illustrate the objects, technical solutions and advantages of the present invention. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The numbering of components herein, such as "first," "second," etc., is used merely to distinguish between the described objects and does not have any sequential or technical meaning. The term "coupled" as used herein includes both direct and indirect coupling (coupling), unless otherwise indicated. In the description of the present application, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present application and simplifying the description, and do not indicate or imply that the device or element in question must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present application.
In the present invention, unless expressly stated or limited otherwise, a first feature "up" or "down" a second feature may be the first and second features in direct contact, or the first and second features in indirect contact via an intervening medium. Moreover, a first feature being "above," "over" and "on" a second feature may be a first feature being directly above or obliquely above the second feature, or simply indicating that the first feature is level higher than the second feature. The first feature being "under", "below" and "beneath" the second feature may be the first feature being directly under or obliquely below the second feature, or simply indicating that the first feature is less level than the second feature.
As shown in fig. 1, fig. 1 is a flow chart of a construction process of a stable engineering foundation according to an embodiment of the present invention, wherein the construction process of the stable engineering foundation is configured to include the following steps:
S1, performing trial tamping in a test area to obtain a tamping pit depth H corresponding to a tamping point;
specifically, before formally tamping the foundation, the tamping parameters can be adjusted by performing trial tamping on the test area, so that the foundation is prevented from being directly tamped.
It will be appreciated that the tamper parameters include at least the distribution of tamper points, the depth H of the tamper pit, the diameter of the tamper, the weight, the release height, the number of tamper passes and the number of tamper points per tamper point.
It can be appreciated that the water content, land type and level of the test area are consistent with the foundation so as to control the variables and ensure the tamping effect.
It will be appreciated that the depth H of the tamper pit to which the tamper point corresponds for different foundations is largely dependent on the type of soil of the foundation, the diameter of the ram, the weight, the release height, the number of tamper passes and the number of tamper strokes.
S2, tamping according to a tamping mode when the depth H of the tamping pit is larger than a preset depth;
Specifically, the preset depth is a set depth and can be changed according to requirements; when the depth H of the tamping pit is larger than the preset depth, the soil above the tamping pit is larger in volume, and the difficulty of leveling treatment is higher.
In this embodiment, the tamper mode is set to include the steps of:
s21, tamping the tamping points according to a first tamping program when ponding occurs in the tamping pits corresponding to the tamping points;
specifically, when ponding occurs in a tamping pit corresponding to a tamping point, the current foundation is higher in water content, and the tamping point is tamped according to a first tamping procedure in order to avoid influencing the tamping effect of the foundation.
In this embodiment, the first compaction process is configured to include the steps of:
S211, drawing out accumulated water;
specifically, the existence of the accumulated water can disperse the energy of the rammer to influence the compaction effect of the rammer on the foundation, so that the accumulated water in the rammer pit needs to be pumped out and parked for a preset time before the next compaction, so that no accumulated water in the rammer pit is ensured.
S212, a preset distance L is reserved between two adjacent tamping points, and the diameter of a tamping pit corresponding to each tamping point is D2; when the preset spacing L is larger than or equal to the first preset spacing L1, calculating the diameter D3 of the tamping pit after the tamping is expanded according to a first relation, wherein the diameter D3 of the tamping pit after the tamping is expanded is larger than the diameter D2 of the tamping pit corresponding to the tamping point;
the first relation is: d3 =d2+l-L1;
specifically, as shown in fig. 2, the diameter of the rammer is D1, and the diameter D1 of the rammer is smaller than the diameter D2 of the rammer pit corresponding to the rammer point; the distance between the corresponding tamping pits of two adjacent tamping points is L.
More specifically, the first preset interval is a set interval, and the numerical value of the first preset interval is different according to the water content of the foundation and the type of the land; when L is larger than a first preset distance L1, accumulated water cannot be mutually transferred between adjacent tamping pits, so that the tamping quality of the tamping pits is controllable; further, in order to reduce the difficulty of the later leveling process, the current diameter of the tamping pit is expanded from D2 to D3, so that the volume of soil above the tamping pit is reduced, the time and energy consumed in the tamping pit leveling process are reduced, and the overall efficiency of foundation tamping is improved.
S2121, regulating the soil scraping amount of the rammer according to the diameter D3 of the rammer pit after the rammer is expanded, and regulating the ramming times Q1 of the rammer to enable the ramming settlement of the last two strokes to be smaller than the average ramming settlement of the last two strokes corresponding to the single-stroke ramming energy of the rammer;
Specifically, when the soil scraping amount of the rammer is regulated according to the diameter D3 of the rammer pit after the compaction is performed, the soil volume above the rammer pit can be reduced, accumulated water can be prevented from being transferred between the rammer pits, and uncontrollable ramming quality of the rammer pit is prevented; in the process of expanding the rammer pit, the soil scraped by the rammer falls into the rammer pit, and the soil is softer, so that the ramming effect at the rammer pit is affected, therefore, the ramming amount of the last two strokes is smaller than the average ramming amount of the last two strokes corresponding to the single-stroke ramming energy of the rammer by adjusting the ramming times Q1 of the rammer in a test area, so as to meet the ramming requirement of a foundation.
S2122, taking the diameter D3 of the tamping pit after the expansion tamping and the tamping times Q1 of the tamping hammer as tamping parameters of the tamping hammer, and tamping the foundation according to the dynamic compaction method;
Specifically, after the diameter D3 of the tamping pits and the tamping times Q1 of the tamping hammers are determined on the test area, the foundation can be tamped according to a dynamic compaction method, so that the volume of soil above the tamping pits is reduced, meanwhile, accumulated water is prevented from being transferred between the tamping pits, and the tamping effect of the tamping hammers is prevented from being influenced.
And S213, tamping the foundation according to the dynamic compaction method when the preset distance L is smaller than the first preset distance L1.
Specifically, when the preset distance L is smaller than the first preset distance L1, the accumulated water may be transferred between the tamping pits, and if the tamping pits are subjected to pit expansion operation, the accumulated water is further transferred between the tamping pits, so as to avoid affecting the tamping effect of the tamping hammer, and the foundation can be directly tamped according to the dynamic compaction method.
S22, tamping the tamping points according to a second tamping procedure when no ponding exists in the tamping pits corresponding to the tamping points;
Specifically, when no ponding occurs in the tamping pit corresponding to the tamping point, the current foundation is indicated to have low water content, and the tamping point can be tamped according to the second tamping procedure.
In this embodiment, the second compaction process is configured to include the steps of:
S221, when the preset spacing L is larger than or equal to a second preset spacing L2, calculating the diameter D4 of the tamping pit after the tamping is expanded according to a second relation, wherein the diameter D4 of the tamping pit after the tamping is expanded is larger than the diameter D2 of the tamping pit corresponding to the tamping point, and the second preset spacing L2 is smaller than the first preset spacing L1;
the second relation is: d4 =d2+l-L2;
Specifically, the second preset interval is a set interval, and the numerical value of the second preset interval is different according to the water content of the foundation and the type of the land; when the preset interval L is larger than the second preset interval L2, accumulated water cannot be mutually transferred between adjacent tamping pits, so that the tamping quality of the tamping pits is controllable; further, in order to reduce the difficulty of the later leveling process, the current diameter of the tamping pit is expanded from D2 to D4, so that the volume of soil above the tamping pit is reduced, the time and energy consumed in the tamping pit leveling process are reduced, and the overall efficiency of foundation tamping is improved.
S2211, regulating the soil scraping amount of the rammer according to the diameter D4 of the rammer pit after the rammer is expanded, and regulating the ramming times Q2 of the rammer to enable the ramming settlement of the last two strokes to be smaller than the average ramming settlement of the last two strokes corresponding to the single-stroke ramming energy E of the rammer;
Specifically, when the soil scraping amount of the rammer is regulated according to the diameter D4 of the rammer pit after the compaction is performed, the soil volume above the rammer pit can be reduced, accumulated water can be prevented from being transferred between the rammer pits, and uncontrollable compaction quality of the rammer pit is prevented; in the process of expanding the rammer pit, the soil scraped by the rammer falls into the rammer pit, and the soil is softer, so that the ramming effect at the rammer pit is affected, therefore, the ramming amount of the last two strokes is smaller than the average ramming amount of the last two strokes corresponding to the single-stroke ramming energy of the rammer by adjusting the ramming times Q2 of the rammer in a test area, so as to meet the ramming requirement of a foundation.
S2212, taking the diameter D4 of the tamping pit after the expansion tamping and the tamping times Q2 of the tamping hammer as tamping parameters of the tamping hammer, and tamping the foundation according to the dynamic compaction method;
Specifically, after the diameter D4 of the tamping pits and the tamping times Q2 of the tamping hammers are determined on the test area, the foundation can be tamped according to a dynamic compaction method, so that the volume of soil above the tamping pits is reduced, meanwhile, accumulated water is prevented from being transferred between the tamping pits, and the tamping effect of the tamping hammers is prevented from being influenced.
And S222, tamping the foundation according to the dynamic compaction method when the preset distance L is smaller than the second preset distance L2.
Specifically, when the preset distance L is smaller than the second preset distance L2, the accumulated water may be transferred between the tamping pits, and if the tamping pits are subjected to pit expansion operation, the accumulated water is further transferred between the tamping pits, so as to avoid affecting the tamping effect of the tamping hammer, and the foundation can be directly tamped according to the dynamic compaction method.
And S3, tamping according to the dynamic compaction method when the preset distance H is smaller than or equal to the preset depth.
Specifically, when the preset distance H is smaller than or equal to the preset depth, it means that the volume of the soil above the tamping pit is smaller, and the difficulty of the leveling treatment is smaller, so that the tamping can be performed according to the dynamic compaction method.
In this embodiment, the dynamic compaction method is configured to include the steps of:
s31, cleaning and leveling a construction site;
S32, marking the position of the tamping point in the first time, and measuring the elevation of the field;
s33, positioning a crane, wherein a rammer is arranged at the tamping point position;
Specifically, when accumulated water exists in the tamping pit corresponding to the tamping point in the test area, and the preset interval L is larger than or equal to the first preset interval L1, the diameter D3 of the tamping pit after the tamping and the tamping frequency Q1 of the tamping hammer are used as tamping parameters of the tamping hammer; when the corresponding tamping pit of the tamping point in the test area has accumulated water and the preset interval L is smaller than the first preset interval L1, taking the diameter D2 of the tamping pit corresponding to the tamping point and the preset tamping times as tamping parameters of the tamping hammer; when no ponding exists in the tamping pit corresponding to the tamping point in the test area, and the preset distance L is larger than or equal to the second preset distance L2, taking the diameter D4 of the tamping pit after the tamping and the tamping frequency Q2 of the tamping hammer as tamping parameters of the tamping hammer; when no water is accumulated in the tamping pit corresponding to the tamping point in the test area and the preset distance L is smaller than the second preset distance L2, the tamping pit diameter D2 corresponding to the tamping point and the preset tamping times are used as tamping parameters of the tamping hammer.
S34, measuring the elevation of the hammer top before tamping;
s35, hoisting the rammer to a preset height to enable the rammer to freely fall down so as to tamp the tamping point;
S351, filling up the tamping pit when the tamping pit corresponding to the tamping point is inclined;
S36, repeating the steps S35 to S351, and tamping the tamping points according to the preset tamping times;
S37, replacing the position of the tamping point, and repeating the steps S33 to S36 to finish the tamping of all the tamping points in the first time;
S38, filling up all the tamping pits corresponding to the tamping points in the first pass by using a bulldozer, and measuring the elevation of the field;
And S39, after a preset time interval, gradually completing all ramming times according to the steps S32 to S37, and finally fully ramming with low energy, compacting loose soil on the surface layer of the field, and measuring the elevation of the field after ramming.
In some embodiments, when the single impact energy E of the ram is less than 4000kn x m, the average tamper for the last two impacts is no greater than 50mm; when the single-strike ramming energy of the rammer is 4000KN x m less than E less than 6000KN x m, the average ramming settlement of the last two strikes is not more than 100mm; when the single-strike ramming energy of the rammer is 6000KN x m < E < 8000KN x m, the average ramming settlement of the last two strikes is not more than 150mm; when the single-strike ramming energy of the rammer is 800KN x m < E < 12000KN x m, the average ramming settlement of the last two strokes is not more than 200mm; when the single impact energy E > 12000kn x m of the rammer, the average tamper settlement of the last two impacts can be determined experimentally.
In some embodiments, the rammer 100 applied in the construction process of the stable engineering foundation is configured to include a base 110, an adjusting component and a plurality of scrapers 170, specifically, as shown in fig. 3 and 6, the base 110 is configured to have a columnar structure, and a cross-shaped through hole is formed on an end surface of the base 110 in a penetrating manner, the through hole is formed by a central circular hole and four sub-holes, wherein the central circular hole and the base 110 are coaxially arranged, and the four sub-holes are uniformly distributed along the circumferential direction; more specifically, as shown in fig. 2 and fig. 6, an end cover 130 is fixedly connected to the top end surface of the base 110, the end cover 130 is used for closing the through hole to avoid soil from entering, the end cover 130 is provided with a first cylindrical part positioned at the center and four first protruding parts uniformly distributed along the circumferential direction, the first protruding parts are provided with a T-shaped plate-shaped structure, the end cover 130 covers the central round hole through the first cylindrical part when in use, covers the sub-holes through the first protruding parts, and is fixedly connected with a mounting seat 120 on the bottom end surface of the base 110, and the mounting seat 120 is used for closing the through hole to avoid soil from entering; the plurality of scrapers 170 are arranged along the circumferential direction of the base 110 and can simultaneously slide in a friction manner along the radial direction of the base 110, specifically, as shown in fig. 10, the scrapers 170 are provided in a wedge-shaped block structure, and four scrapers may be provided and uniformly arranged along the circumferential direction of the base 110; more specifically, as shown in fig. 3 and 7, in order to facilitate the installation of the scraper 170, four mounting holes 111 are formed in the circumferential side wall of the base 110, the four mounting holes 111 and the four sub-holes are correspondingly arranged and are respectively communicated with the corresponding sub-holes, and the scraper 170 is inserted into the corresponding mounting hole 111 and can slide along the mounting hole 111 when in use; more specifically, to improve the sliding stability between the scraper 170 and the mounting hole 111, as shown in fig. 7, first sliding grooves 1111 are provided on both opposite side wall surfaces of the mounting hole 111, the first sliding grooves 1111 are extended in the direction perpendicular to the axis of the base 110, as shown in fig. 11, second sliding strips 171 are provided on both opposite side wall surfaces of the scraper 170, and the second sliding strips 171 are inserted into the first sliding grooves 1111 and can slide along the first sliding grooves 1111 in use.
The adjustment assembly is configured to adjust the amount of protrusion of the plurality of blades 170 in the radial direction of the substrate 110 according to the diameter D3 or D4 of the tamper pit after the tamper.
In this embodiment, the adjusting component is configured to include a hanging seat 150 and an adjusting seat 140, where the hanging seat 150 is inserted in the base 110 and can elastically slide along the axial direction of the base 110, specifically, as shown in fig. 9, the hanging seat 150 is configured to have a vertical portion with a circular rod shape and a horizontal portion with a cross shape, the horizontal portion is configured to have a second cylindrical portion located at the center and four second protruding portions uniformly distributed along the circumferential direction, the vertical portion is configured to have a bottom end coaxially inserted in the first cylindrical portion when in use, a top end is suspended, the second protruding portion is configured to be a quadrangular prism structure, and a side view of the second protruding portion is a right trapezoid, and a right waist of the right trapezoid is located below the oblique waist, and a long bottom edge and a short bottom edge of the right waist are disposed closer to the axis of the vertical portion; the hanging seat 150 and the plurality of scrapers 170 are in friction fit, so that when the scrapers slide along the axial direction of the base 110, the plurality of scrapers 170 are driven to slide along the radial direction of the base 110 synchronously, specifically, as shown in fig. 9, a first sliding bar 155 is arranged in the middle of the top surface of the second protruding part, the first sliding bar 155 extends along the oblique waist direction of the right trapezoid of the second protruding part, the vertical section shape of the first sliding bar 155 is an isosceles trapezoid, the long bottom edge is positioned below the short bottom edge, as shown in fig. 10, a second sliding groove 174 is formed on the bottom surface of the scraper 170, and the first sliding bar 155 is inserted into the second sliding groove 174 and can slide along the second sliding groove 174 when in use; the hanger 150 is configured to be able to connect a suspension cable, and specifically, as shown in fig. 9, a suspension rod 151 is provided on a top end surface of a vertical portion of the hanger 150, the suspension rod 151 being extended in an axis direction perpendicular to the vertical portion so as to connect the suspension cable.
The adjusting seat 140 is inserted between the hanging seat 150 and the base 110, and is in a stop fit with the hanging seat 150, and is in a thread fit with the base 110, so as to adjust the sliding distance of the hanging seat 150 along the axial direction of the base 110, specifically, as shown in fig. 8, the adjusting seat 140 is provided with a cross-shaped handle 142 and a third cylindrical part, an external thread 141 is arranged on the outer circumferential wall of the third cylindrical part, as shown in fig. 6, an internal thread 132 is arranged on the inner circumferential wall of the first cylindrical part, as shown in fig. 4, the adjusting seat 140 is arranged in such a way that the third cylindrical part is inserted inside the first cylindrical part when being installed, and the thread fit is formed by the fit between the external thread 141 and the internal thread 132; as shown in fig. 9, a pushing ring 154 is sleeved on the vertical part of the hanging seat 150, as shown in fig. 4, the hanging seat 150 is arranged in such a way that the vertical part is inserted into the third cylindrical part when being installed, and the pushing ring 154 is positioned between the bottom end surface of the third cylindrical part and the top end surface of the first protruding part of the end cover 130; more specifically, in order to improve the connection stability between the adjusting seat 140 and the end cover 130, as shown in fig. 6, a plurality of positioning bolts 131 are screwed on the circumferential side wall of the first cylindrical portion of the end cover 130, as shown in fig. 8, a plurality of slots 143 are formed on the outer circumferential wall of the third cylindrical portion of the adjusting seat 140, the slots 143 extend along the axial direction of the third cylindrical portion, and the positioning bolts 131 can be clamped with the slots 143 to limit the relative rotation between the adjusting seat 140 and the end cover 130.
In this embodiment, the adjusting assembly is further configured to include an elastic member inserted inside the base 110, and one end of the elastic member is disposed on the base 110, and the other end of the elastic member is disposed on the hanging seat 150, so as to provide a driving force for elastically sliding the hanging seat 150 along the axial direction of the base 110; specifically, the elastic member is configured as a compression spring 160, and is configured to be sleeved on the vertical portion of the hanging seat 150 when installed, and one end of the elastic member is abutted against the bottom end surface of the first protruding portion of the end cover 130, and the other end of the elastic member is abutted against the top end surface of the second cylindrical portion of the hanging seat 150, so that the hanging seat 150 has a tendency to move upwards along the axial direction of the base 110 under the action of the compression spring 160.
In the use process, as shown in fig. 4 and 5, firstly, hoisting the rammer 100 to a rammer pit through a crane, then lowering the rammer 100 until the bottom of the rammer 100 contacts with the pit bottom, then unscrewing the positioning bolt 131 from the end cover 130, driving the adjusting seat 140 to be screwed out to a set position upwards while rotating through the handle 142 according to the diameter D3 or D4 of the rammer pit after the ramming expansion, then screwing the positioning bolt 131 on the end cover 130 again, and enabling the positioning bolt 131 to be inserted into a corresponding slot 143 so as to lock the position of the adjusting seat 140; then, winding a sling to the rammer 100 by using a crane until the sling is at a preset height, wherein in the moving process of the rammer 100, the sling firstly drives the lifting seat 150 to move upwards, at the moment, the base 110, the end cover 130 and the mounting seat 120 are kept motionless due to dead weight, in the moving process of the lifting seat 150, the lifting seat 150 pushes the blade on one hand, so that the blade extends outwards along the radial direction of the base 110, and on the other hand, the pressure spring 160 is compressed, when the lifting seat 150 moves to the position that the pushing ring 154 abuts against the bottom end face of the third cylindrical part of the adjusting seat 140, at the moment, the distance between the outermost end of the blade and the axis of the base 110 is the diameter D3 or D4 of the ramming pit after the ramming; along with the continued contraction of the sling, the sling drives the adjusting seat 140 through the pushing ring 154, the adjusting seat 140 drives the rammer 100 to integrally move upwards, and the blades simultaneously scrape the soil at the circumferential side wall of the ramming pit, so that the volume of the soil above the ramming pit is reduced, and the difficulty of leveling the ramming pit is reduced.
When the ram 100 is lifted to a preset height, the sling is free to drop, at this time, the ram 100 falls freely under the action of gravity, in the process of the ram 100 falling freely, the lifting seat 150 resets downwards relative to the base 110 under the action of the pressure spring 160, the lifting seat 150 drives the blade to retract inwards along the radial direction of the base 110 at the same time, and then the ram 100 falls to the bottom of the ram pit for tamping.
The process is repeated for a plurality of times, so that soil at the circumferential side wall of the ramming pit can be scraped for a plurality of times, time and energy consumed in the ramming pit pushing process can be reduced, and the overall efficiency of foundation ramming is improved.
In other embodiments, the scraper 170 is provided with a first scraping surface 172 and a second scraping surface 173 which are oppositely arranged, the area of the first scraping surface 172 is smaller than that of the second scraping surface 173, the first scraping surface 172 and the second scraping surface 173 are both configured to scrape soil on the circumferential side wall surface of the ramming pit, specifically, as shown in fig. 11, the first scraping surface 172 and the second scraping surface 173 are arranged on two opposite side wall surfaces of the scraper 170 and are arranged in one-to-one correspondence with the second sliding strip 171; in the process of lifting the rammer 100 in the vertical direction, since the area of the first scraping surface 172 is smaller than that of the second scraping surface 173, the thrust force of the first scraping surface 172 to the soil is smaller than that of the second scraping surface 173 to the soil, and the rammer 100 can rotate by a certain angle in the preset direction under the action of the thrust force of the soil, so that on one hand, the soil at the circumferential side wall of the rammer pit can be scraped further, and on the other hand, the scraper 170 has different initial positions when the rammer 100 is lifted next time, so that the soil at the circumferential side wall of the rammer pit can be scraped as much as possible.
In other embodiments, as shown in fig. 6, the end surface of the base 110 is perforated with vent holes 112, the vent holes 112 extend along the axial direction of the base 110, and four vent holes 112 are uniformly distributed along the circumferential direction and alternately arranged with the sub-holes; as shown in fig. 7, an arc-shaped communication hole 113 is formed in the base 110, the communication hole 113 extends along the circumferential direction of the base 110, four communication holes 113 are uniformly distributed along the circumferential direction and are communicated with the ventilation holes 112 and the sub-holes; as shown in fig. 4, a center hole 152 is coaxially and penetratingly provided in the top end surface of the adjustment seat 140, and a check valve 153 is provided at the bottom of the center hole 152.
When the vent hole 112 is blocked, the volume of the chamber formed by the bottom surface of the hanger 150 and the inside of the base 110 is increased and the pressure is reduced during the upward movement of the hanger 150 relative to the base 110, and air is introduced into the chamber from the central hole 152 by the pressure difference through the check valve 153; during the downward movement of the hanger 150 relative to the base 110, the volume of the cavity formed by the bottom surface of the hanger 150 and the inside of the base 110 is reduced, the pressure is increased, and at this time, air is first passed through the communication hole 113 and ejected from the vent hole 112 by the pressure difference, so as to clear the blockage of the vent hole 112, and the existence of the check valve 153 prevents the air from being ejected from the center hole 152.
The technical features of the above embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.
The above examples merely represent a few embodiments of the present invention, which are described in more detail and are not to be construed as limiting the scope of the present invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of the invention should be assessed as that of the appended claims.
Claims (3)
1. The construction process of the stable engineering foundation is characterized by comprising the following steps of:
S1, performing trial tamping in a test area to obtain a tamping pit depth H corresponding to a tamping point;
S2, tamping according to a tamping mode when the depth H of the tamping pit is larger than a preset depth;
The tamping mode includes the steps of:
s21, tamping the tamping points according to a first tamping program when ponding occurs in the tamping pits corresponding to the tamping points;
The first compaction process includes the steps of:
S211, drawing out accumulated water;
S212, a preset distance L is reserved between two adjacent tamping points, and the diameter of a tamping pit corresponding to each tamping point is D2; when the preset spacing L is larger than or equal to the first preset spacing L1, calculating the diameter D3 of the tamping pit after the tamping is expanded according to a first relation, wherein the diameter D3 of the tamping pit after the tamping is expanded is larger than the diameter D2 of the tamping pit corresponding to the tamping point;
the first relation is: d3 =d2+l-L1;
S2121, regulating the soil scraping amount of the rammer according to the diameter D3 of the rammer pit after the rammer is expanded, and regulating the ramming times Q1 of the rammer to enable the ramming settlement of the last two strokes to be smaller than the average ramming settlement of the last two strokes corresponding to the single-stroke ramming energy of the rammer;
S2122, taking the diameter D3 of the tamping pit after the tamping and the tamping times Q1 of the tamping hammer as tamping parameters of the tamping hammer, and tamping the foundation according to a dynamic tamping method;
S213, tamping the foundation according to the dynamic compaction method when the preset distance L is smaller than the first preset distance L1;
S22, tamping the tamping points according to a second tamping procedure when no ponding exists in the tamping pits corresponding to the tamping points;
the second compaction process includes the steps of:
S221, when the preset spacing L is larger than or equal to a second preset spacing L2, calculating the diameter D4 of the tamping pit after the tamping is expanded according to a second relation, wherein the diameter D4 of the tamping pit after the tamping is expanded is larger than the diameter D2 of the tamping pit corresponding to the tamping point, and the second preset spacing L2 is smaller than the first preset spacing L1;
the second relation is: d4 =d2+l-L2;
s2211, regulating the soil scraping amount of the rammer according to the diameter D4 of the rammer pit after the rammer is expanded, and regulating the ramming times Q2 of the rammer to enable the ramming settlement of the last two strokes to be smaller than the average ramming settlement of the last two strokes corresponding to the single-stroke ramming energy E of the rammer;
S2212, taking the diameter D4 of the tamping pit after the expansion tamping and the tamping times Q2 of the tamping hammer as tamping parameters of the tamping hammer, and tamping the foundation according to the dynamic compaction method;
S222, tamping the foundation according to the dynamic compaction method when the preset distance L is smaller than the second preset distance L2;
S3, tamping the foundation according to the dynamic compaction method when the depth H of the tamping pit is smaller than or equal to the preset depth;
The rammer comprises a base body, an adjusting assembly and a plurality of scrapers, wherein the scrapers are distributed along the circumferential direction of the base body and can synchronously slide in a friction manner along the radial direction of the base body; the adjusting component is configured to be capable of adjusting the extension amount of the plurality of scrapers along the radial direction of the substrate according to the diameter D3 or D4 of the tamping pit after the tamping;
The adjusting assembly comprises a hanging seat and an adjusting seat, wherein the hanging seat is inserted into the base body and can elastically slide along the axial direction of the base body, the hanging seat and the plurality of scrapers are in friction fit, so that the plurality of scrapers are driven to synchronously slide along the radial direction of the base body when sliding along the axial direction of the base body, and the hanging seat is configured to be connected with a sling; the adjusting seat is inserted between the hanging seat and the base body, the matching mode between the adjusting seat and the hanging seat is stop matching, and the matching mode between the adjusting seat and the base body is screw matching, so that the distance of the hanging seat sliding along the axial direction of the base body can be adjusted;
the adjusting assembly further comprises an elastic piece, wherein the elastic piece is inserted into the base body, one end of the elastic piece is arranged on the base body, and the other end of the elastic piece is arranged on the hanging seat so as to provide driving force for the elastic sliding of the hanging seat along the axial direction of the base body;
The scraper is provided with a first scraping surface and a second scraping surface which are oppositely arranged, the area of the first scraping surface is smaller than that of the second scraping surface, and the first scraping surface and the second scraping surface are both configured to scrape soil on the circumferential side wall surface of the ramming pit.
2. The process for constructing a stabilized engineered foundation of claim 1, wherein when the ram has a single impact energy E < 4000When the average ramming settlement of the last two strokes is not more than 50mm; when the rammer is single-hit with ramming energy 4000/>＜E＜6000/>When the average ramming settlement of the last two strokes is not more than 100mm; when the rammer is single-hit with ramming energy 6000/>＜E＜8000/>When the average ramming settlement of the last two strokes is not more than 150mm; when the rammer is single-hit with ramming energy 8000/>＜E＜12000/>When the average ramming settlement of the last two strokes is not more than 200mm; when the single-click impact energy E of the rammer is more than 12000/>, the rammer is provided with a plurality of rammersThe average tamper for the last two shots was determined experimentally.
3. The construction process of a stable engineering foundation according to claim 1, wherein the dynamic compaction method comprises the steps of:
s31, cleaning and leveling a construction site;
S32, marking the position of the tamping point in the first time, and measuring the elevation of the field;
s33, positioning a crane, wherein a rammer is arranged at the tamping point position;
s34, measuring the elevation of the hammer top before tamping;
s35, hoisting the rammer to a preset height to enable the rammer to freely fall down so as to tamp the tamping point;
S351, filling up the tamping pit when the tamping pit corresponding to the tamping point is inclined;
S36, repeating the steps S35 to S351, and tamping the tamping points according to the preset tamping times;
S37, replacing the position of the tamping point, and repeating the steps S33 to S36 to finish the tamping of all the tamping points in the first time;
S38, filling up all the tamping pits corresponding to the tamping points in the first pass by using a bulldozer, and measuring the elevation of the field;
And S39, after a preset time interval, gradually completing all ramming times according to the steps S32 to S37, and finally fully ramming with low energy, compacting loose soil on the surface layer of the field, and measuring the elevation of the field after ramming.
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