Dynamic compaction replacement composite foundation
By setting up a strong trench replacement pier group, shock absorption ditches and gravel layers in the grottoes, the problems of uneven settlement and vibration of the grottoes are solved, the structural strength and bearing capacity of the foundation are improved, and the safety and durability of the building are ensured. sex.
Patent Information
- Application Number
- CN202421142126.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-05-23
- Publication Date
- 2025-01-07
- Estimated Expiration
- 2034-05-23
AI Technical Summary
In grotto treatment, the strong tamping method causes uneven settlement of the soil layer and great vibration to the outside buildings. The existing strong tamping replacement method will cause the soil layer to expand outward, affecting the safety of the building.
Adopt the composite foundation technology of strong tamp replacement, including setting up a strong tamp replacement pier group in the soil layer, setting up a shock absorbing groove on the periphery and laying a gravel layer on the surface, and forming a strong tamp replacement pier group and a gravel layer through point tamp and general tamp to reduce the Vibration affects and forms a layer of mountain skin soil by rolling to enhance structural strength.
It achieves uniform settlement in the soil layer, reduces the impact of vibration on the outside buildings, and improves the structural strength and bearing capacity of the foundation, ensuring the safety and durability of the building.
Smart Images
Figure CN222313967U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of foundation construction, in particular to a dynamic compaction replacement composite foundation. Background Technique
[0002] The commonly used process for grotto treatment is the dynamic compaction method. The dynamic compaction method is to repeatedly lift the rammer to a certain height and let it fall freely, giving the foundation impact force and vibration force, so as to improve the bearing capacity of the foundation and reduce its compressibility, achieving the purpose of improving the foundation performance. Since the grotto interior is often affected by rainfall and groundwater, the water content of the soil layer is relatively high and the permeability coefficient is low. Directly using the dynamic compaction process is likely to result in the situation that the pore water pressure cannot dissipate, easily forming "rubber soil" or problems such as the rammer falling off, making the settlement of the soil layer in the grotto uneven.
[0003] The existing treatment method for the grotto soil layer is the dynamic compaction replacement method. While performing dynamic compaction on the surface of the grotto soil layer, crushed stone is added inward to form dynamic compaction replacement piers, thereby solving the problem of uneven settlement of the soil layer in the grotto. However, the input of crushed stone to form dynamic compaction replacement piers will cause the soil layer to expand outward and generate vibration to the buildings outside the foundation, and improvements need to be made to this. Content of the Utility Model
[0004] The purpose of the utility model is to propose a dynamic compaction replacement composite foundation with uniform settlement in the soil layer and reduced vibration to the buildings outside.
[0005] The utility model proposes a dynamic compaction replacement composite foundation, including a soil layer, a group of dynamic compaction replacement piers, a gravel layer and a shock-absorbing trench. The group of dynamic compaction replacement piers is evenly arranged in the soil layer. The depth dimension of the group of dynamic compaction replacement piers is set to "L", and 6m < L < 7m is satisfied; the group of dynamic compaction replacement piers includes at least two groups of dynamic compaction replacement piers. The shock-absorbing trench is located on the periphery of the soil layer, and the gravel layer is located on the soil layer; the distance between the shock-absorbing trench and the dynamic compaction replacement piers is set to "W", and 8m < W < 10m is satisfied.
[0006] Preferably, the group of dynamic compaction replacement piers includes a first dynamic compaction replacement pier and a second dynamic compaction replacement pier. The first dynamic compaction replacement pier is distributed in a square shape in the soil layer, and the second dynamic compaction replacement pier is located at the center of the first dynamic compaction replacement pier distributed in a square shape.
[0007] Preferably, the group of dynamic compaction replacement piers includes a first dynamic compaction replacement pier, a second dynamic compaction replacement pier and a third dynamic compaction replacement pier. The first dynamic compaction replacement pier is distributed in a square shape in the soil layer. The second dynamic compaction replacement pier and the third dynamic compaction replacement pier are each located at the center of the first dynamic compaction replacement pier distributed in a square shape, and the second dynamic compaction replacement pier and the third dynamic compaction replacement pier are arranged at intervals.
[0008] Preferably, the width dimension of the shock-absorbing groove is set to "D" and satisfies D=100mm; the depth dimension of the shock-absorbing groove is set to "F" and satisfies F=200mm.
[0009] Preferably, the dynamic compaction replacement pier group is filled with rough stone.
[0010] Preferably, the thickness dimension of the gravel layer is set to "H", and satisfies H=50mm.
[0011] Preferably, a compacted mountain soil layer is arranged on the top of the gravel layer, and the thickness of the mountain soil layer is set to "T" and meets 40mm. <T<60mm。
[0012] Preferably, the spacing between two adjacent first dynamic compaction replacement piers is set to "N" and meets the requirement of 4m. <N<6m。
[0013] From the above description of the utility model, it can be seen that the utility model has the following beneficial effects:
[0014] 1. The method is to use the dynamic compaction replacement method in the soil layer to form a dynamic compaction replacement pier group to solve the problem of uneven settlement in the soil layer, and to open a shock-absorbing ditch on the outer side of the soil layer to reduce the vibration impact on the outer buildings during the construction of the dynamic compaction replacement composite foundation.
[0015] 2. A crushed stone is laid on the top surface of the soil layer, and a crushed stone layer is formed by general tamping, so that the crushed stone layer is embedded between the dynamic tamping replacement piers, thereby further improving the structural strength of the dynamic tamping replacement composite foundation. BRIEF DESCRIPTION OF THE DRAWINGS
[0016] Figure 1 is a cross-sectional view of Example 1;
[0017] Figure 2 is a partial cross-sectional view of Example 1;
[0018] Figure 3 is a schematic diagram of the positions of the first dynamic compaction replacement pier and the second dynamic compaction replacement pier in Example 1;
[0019] Figure 4 This is a schematic diagram of hammer-stamping overlap in Example 1 Figure 1 ;
[0020] Figure 5 This is a schematic diagram of hammer-stamping overlap in Example 1 Figure 2 ;
[0021] Figure 6 It is a schematic diagram of the positions of the first dynamic compaction replacement pier, the second dynamic compaction replacement pier and the third dynamic compaction replacement pier in Example 2.
[0022] Reference signs: 1, soil layer; 2, dynamic compaction replacement pier group; 3, gravel layer; 4, shock absorption trench; 5, mountain skin soil layer; 51, hammer mark; 6, first dynamic compaction replacement pier; 7, second dynamic compaction replacement pier; 8, third dynamic compaction replacement pier. Detailed implementation mode
[0023] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present utility model clearer and more understandable, the following further details the present utility model in conjunction with the attached Figure 1-6 and Embodiments 1-2. It should be understood that the specific embodiments described herein are only used to explain the present utility model and are not used to limit the present utility model.
[0024] Embodiment 1
[0025] Referring to Figure 1 、 Figure 2 and Figure 3 , a dynamic compaction replacement composite foundation includes a soil layer 1, a dynamic compaction replacement pier group 2, a gravel layer 3 and a shock absorption trench 4. The dynamic compaction replacement pier group 2 penetrates into the soil layer 1, and the gravel layer 3 is laid on the surface of the soil layer 1. The shock absorption trench 4 is arranged on the periphery of the soil layer 1, so that the dynamic compaction replacement pier group 2 is located in the shock absorption trench 4. By setting the shock absorption trench 4, the dynamic compaction replacement composite foundation is separated from the building, so as to avoid the influence of the dynamic compaction replacement composite foundation on the building during the construction process. The dynamic compaction replacement pier group 2 includes at least two groups of dynamic compaction replacement piers. In order to make the shock absorption trench 4 have a good shock absorption and isolation effect between the dynamic compaction replacement composite foundation and the building, the distance between the shock absorption trench 4 and the nearest dynamic compaction replacement pier 2 is set to "W", and the distance dimension between the shock absorption trench 4 and the nearest dynamic compaction replacement pier 2 satisfies 8m < W < 10m. The width dimension of the shock absorption trench 4 is set to "D", the depth dimension of the shock absorption trench 4 is set to "F", and the width dimension of the shock absorption trench 4 satisfies D = 100mm; and the depth dimension of the shock absorption trench 4 satisfies F = 200mm. In this way, the shock absorption trench 4 is set to appropriate width and depth dimensions to have a good shock absorption and isolation effect between the dynamic compaction replacement composite foundation and the building.
[0026] According to the construction sequence formed in the soil layer 1, the dynamic compaction replacement pier group 2 includes a first dynamic compaction replacement pier 6 and a second dynamic compaction replacement pier 7. The dynamic compaction replacement pier group 2 is formed by the point-compaction hammer constructing on the surface of the soil layer 1 in several times. During construction, the first dynamic compaction replacement pier 6 is first constructed in the soil layer 1. The construction process is to make the point-compaction hammer freely fall from a certain height to the surface of the soil layer 1, and use the method of multiple feeding and repeated ramming with dressed stones to form the first dynamic compaction replacement pier 6. The first dynamic compaction replacement piers 6 formed by several constructions are distributed in a square shape. The distance dimension between two adjacent first dynamic compaction replacement piers 6 is set to "N", and satisfies 4m < N < 6m; in this way, a suitable distance is maintained between two adjacent first dynamic compaction replacement piers 6.
[0027] The second ramming points are set at the intersection center position of the two diagonal first dynamic compaction replacement piers 6. When constructing the second dynamic compaction replacement piers 7 in the soil layer 1, the ramming hammer of the point ramming is also freely dropped from a certain height to the surface of the soil layer 1, and the method of multiple feeding and repeated ramming with dressed stones is used to form the second dynamic compaction replacement piers 7 in this way. The ramming hammer of the point ramming is a heavy special-shaped hammer with a diameter of 1.3 m and weighs 30 - 40 tons. During the process of constructing the dynamic compaction replacement piers 2, the number of ramming blows on the surface of the soil layer 1 at each ramming point by the ramming hammer of the point ramming is not less than 20 blows, and the ramming energy of each point ramming is maintained at 6000 KN·m. Due to the different degrees of looseness of the soil layer 1 at different depths and the different amounts of dressed stones put into the soil layer 1 after each ramming, the first dynamic compaction replacement piers 6 and the second dynamic compaction replacement piers 7 formed in the soil layer 1 are in irregular shapes. The depth dimension of the dynamic compaction replacement pier group 2 constructed by the ramming hammer of the point ramming is set to "L", and the depth dimension of the dynamic compaction replacement pier group 2 is made to satisfy 6 m < L < 7 m, so that the formed dynamic compaction composite foundation has higher structural strength.
[0028] Refer to Figure 1 、 Figure 4 and Figure 5 , after completing the dynamic compaction replacement in the soil layer 1 by the ramming hammer of the point ramming, graded broken stones are laid on the surface of the soil layer 1, and the graded broken stones on the soil layer 1 are rammed by the general ramming hammer; the general ramming hammer with a diameter of 2 m and a weight of 10 tons is freely dropped from a certain height to the surface of the graded broken stones, the general ramming energy is 1000 KN·m, and the number of ramming blows at each ramming point is not less than 20 blows. After ramming by the general ramming hammer, a crushed stone layer 3 is formed on the surface of the soil layer 1. The crushed stone layer 3 is stuck between the dynamic compaction replacement piers 2, and the top surface of the crushed stone layer 3 is flush with the top surface of the dynamic compaction replacement pier group 2. The general ramming hammer rams the surface of the graded broken stones to form hammer imprints 51, and it is ensured that the adjacent two hammer imprints 51 overlap each other. The width dimension of the overlap between the adjacent two hammer imprints 51 is set to one-third of the diameter dimension of the hammer imprint 51, and after the general ramming hammer rams the graded broken stones twice, it is ensured that the surface of the graded broken stones can be rammed comprehensively. The thickness dimension of the rammed crushed stone layer 3 is set to "H", and the thickness dimension H of the crushed stone layer 3 is made to be 50 mm so that the crushed stone layer 3 is at a suitable thickness.
[0029] Refer to Figure 2, finally, mountain skin soil is laid on the top surfaces of the dynamic compaction replacement pier group 2 and the gravel layer 3, and a heavy roller is used to roll the laid mountain skin soil 3 - 5 times, so as to form a mountain skin soil layer 5 at the top of the gravel layer 3. The thickness dimension of the mountain skin soil layer 5 is set as "T", and 40mm < T < 60mm. By using the point - tamping rammer for two passes of point tamping and the general - tamping rammer for two passes of general tamping on the gravel layer 3, problems such as uneven settlement in the plot are reduced, and it is ensured that the bearing capacity of the plot is not less than the requirement of 180 kPa. The composite foundation composed of the dynamic compaction replacement pier 2 body structure has good construction effect, and the subsequent uneven settlement is controllable, meeting the use functions of the subsequent plot.
[0030] The specific implementation principle of the embodiment of this application is as follows: When it is necessary to construct and form this dynamic compaction replacement composite foundation, a shock - absorbing trench 4 is formed along the periphery of the soil layer 1, so as to isolate the soil layer 1 from the surrounding buildings. The point - tamping rammer is made to freely fall from a certain height to the surface of the soil layer 1, and the method of multiple feeding of dressed stones and repeated ramming is used to form the first dynamic compaction replacement pier 6. A number of the constructed first dynamic compaction replacement piers 6 are distributed in a square shape, and the spacing dimension between two adjacent first dynamic compaction replacement piers 6 is 5 m; and the point - tamping rammer is used to ram the soil layer 1 and dressed stones are put in to form the second dynamic compaction replacement pier 7, and the second dynamic compaction replacement pier 7 is located at the intersection center position of two diagonal first dynamic compaction replacement piers 6.
[0031] Subsequently, graded gravel is laid on the surface of the soil layer 1, and the general - tamping rammer is used to ram the graded gravel on the soil layer 1, so as to form a gravel layer 3 on the soil layer 1, and the gravel layer 3 is stuck between each dynamic compaction replacement pier 2. When the general - tamping rammer rams the surface of the graded gravel, hammer imprints 51 are generated, and the width dimension of the overlap between two adjacent hammer imprints 51 is set to one - third of the diameter dimension of the hammer imprint 51, and the surface of the graded gravel is rammed twice, so as to ram the graded gravel firmly. Mountain skin soil is laid on the top of the gravel layer 3, and a heavy roller is used to roll it 3 - 5 times to form a mountain skin soil layer 5. Finally, a single - pier static load test is used for bearing capacity detection. After two passes of point tamping and two passes of general tamping, the uneven settlement after the construction of the plot is controllable, meeting the use functions of the subsequent plot and the requirements of the plot bearing capacity.
[0032] Embodiment 2
[0033] Refer to Figure 6 , the difference from Embodiment 1 is that the dynamic compaction replacement pier group 2 formed by the point - tamping rammer ramming the soil layer 1 is constructed in three times. The point - tamping rammer is made to freely fall from a certain height to the surface of the soil layer 1, and the method of multiple feeding of dressed stones and repeated ramming is used to form the first dynamic compaction replacement pier 6. A number of the constructed first dynamic compaction replacement piers 6 are distributed in a square shape, and the spacing dimension between two adjacent first dynamic compaction replacement piers 6 is 5 m.
[0034] Then, the soil layer 1 is tamped by a spot tamping hammer and raw stones are put in to form a second strong tamping replacement pier 7, and the soil layer 1 is tamped by a spot tamping hammer and raw stones are put in to form a third strong tamping replacement pier 8. The second strong tamping replacement pier 7 and the third strong tamping replacement pier 8 are each located at the intersection center of the first strong tamping replacement pier 6 at two opposite corners of the square, and the second strong tamping replacement pier 7 and the third strong tamping replacement pier 8 are arranged at intervals. First, the second strong tamping replacement pier 7 is formed by tamping by a spot tamping hammer, and then the engineering personnel determine the time for tamping again according to the soil conditions and engineering requirements, so as to form the third strong tamping replacement pier 8 by tamping by a spot tamping hammer. For the fine-grained soil layer 1 with poor permeability, tamping in multiple times can provide sufficient dissipation time for the excess pore water pressure in the soil, thereby improving the stability and bearing capacity of the strong tamping replacement composite foundation after construction, thereby ensuring the safety and durability of the building.
[0035] The utility model is described above by way of example in conjunction with the accompanying drawings. It is obvious that the specific implementation of the utility model is not limited to the above-mentioned method. As long as various non-substantial improvements are made using the method concept and technical solution of the utility model, or the concept and technical solution of the utility model are directly applied to other occasions without improvement, they are all protected by the utility model.
Claims
1. A dynamic compaction replacement composite foundation, characterized in that: It includes a soil layer, a dynamic compaction replacement pier group, a gravel layer and a shock-absorbing trench. The dynamic compaction replacement pier group is uniformly arranged in the soil layer. The depth dimension of the dynamic compaction replacement pier group is set as "L", and it satisfies 6m < L < 7m. The dynamic compaction replacement pier group includes at least two groups of dynamic compaction replacement piers. The shock-absorbing trench is located on the periphery of the soil layer, and the gravel layer is located on the soil layer. The distance between the shock-absorbing trench and the dynamic compaction replacement pier is set as "W", and it satisfies 8m < W < 10m.
2. The dynamic compaction replacement composite foundation according to claim 1, characterized in that: The dynamic compaction replacement pier group includes a first dynamic compaction replacement pier and a second dynamic compaction replacement pier. The first dynamic compaction replacement pier is distributed in a square shape in the soil layer, and the second dynamic compaction replacement pier is located at the center of the first dynamic compaction replacement pier distributed in a square shape.
3. The dynamic compaction replacement composite foundation according to claim 1, characterized in that: The dynamic compaction replacement pier group includes a first dynamic compaction replacement pier, a second dynamic compaction replacement pier and a third dynamic compaction replacement pier. The first dynamic compaction replacement pier is distributed in a square shape in the soil layer. The second dynamic compaction replacement pier and the third dynamic compaction replacement pier are respectively located at the center of the first dynamic compaction replacement pier distributed in a square shape, and the second dynamic compaction replacement pier and the third dynamic compaction replacement pier are arranged at intervals.
4. The dynamic compaction replacement composite foundation according to claim 1, characterized in that: The width dimension of the shock-absorbing trench is set as "D", and it satisfies D = 100mm. The depth dimension of the shock-absorbing trench is set as "F", and it satisfies F = 200mm.
5. The dynamic compaction replacement composite foundation according to claim 1, characterized in that: The dynamic compaction replacement pier group is filled with rough stone.
6. The dynamic compaction replacement composite foundation according to claim 1, characterized in that: The thickness dimension of the gravel layer is set as "H", and it satisfies H = 50mm.
7. The dynamic compaction replacement composite foundation according to claim 1, characterized in that: There is a compacted mountain skin soil layer at the top of the gravel layer. The thickness dimension of the mountain skin soil layer is set as "T", and it satisfies 40mm < T < 60mm.
8. A dynamic compaction replacement composite foundation according to claim 2 or 3, characterized in that: The distance dimension between two adjacent first dynamic compaction replacement piers is set as "N", and it satisfies 4m < N < 6m.