A construction method for a foundation reinforcement structure of a beam prefabrication site with a solution gap and solution trough

Abstract

The present invention relates to the technical field of beam yard construction, and discloses a construction method for a ground tire foundation reinforcement structure of a beam prefabrication site with dissolution fissures and dissolution troughs, comprising the following steps: step S1, performing overall preparation before construction, measuring and laying out the ground tire position according to the construction drawing, determining the position for geological radar detection and performing detection; step S2, foundation treatment, when collapse occurs in a water-rich and easily eroded sandy soil area with developed dissolution fissures and dissolution troughs, foundation treatment is performed based on whether the collapsed area continues to sink without improvement and whether the dissolution cavity is exposed; the present invention first performs ground tire foundation treatment, and then adopts a full-length reinforced concrete strip foundation, arranges full-length reinforced concrete pillow beams at both ends of the foundation, and fully paves the top surface of the foundation with steel mesh, so that the ground tire foundation forms a reinforced concrete lattice beam with strong integrity and a certain rigidity, thereby preventing the ground tire foundation from sinking or cracking due to local collapse and settlement of the foundation, thereby causing damage to the prefabricated beams in production.

Description

Technical Field

[0001] The present invention relates to the technical field of beam yard construction, and more particularly to a construction method for a foundation reinforcement structure of a beam prefabrication site with a dissolution gap and dissolution trough. Background Art

[0002] The construction of the beam prefabrication yard for highway bridge projects is facing a sharp increase in the ratio of bridges to tunnels in highway construction design due to the increasing emphasis on environmental protection in China. Engineering bridge design will be widely used in highway construction. When encountering karst landforms, beam yard construction faces complex geological conditions. Therefore, the stability of the foundation of the beam prefabrication yard is particularly important.

[0003] Because the bridges and tunnels in the route are relatively high, there are fewer roadbed sections. The previous method of building a beam yard on the main line of the roadbed is becoming increasingly difficult. Building a beam prefabrication yard outside the line has become an inevitable trend in the construction of the project beam yard. During the construction of the beam yard outside the line, the karst landform has complex geology and strong karst development. The construction of the beam yard outside the line is very important for base treatment. The base must meet the requirements of good stability, sufficient bearing capacity, sufficient foundation stiffness, and deformation deflection that meets the requirements.

[0004] Therefore, based on the above problems, the present application provides a construction method for a foundation reinforcement structure of a beam prefabrication site in a solution gap and solution trough. Summary of the Invention

[0005] In order to overcome the above-mentioned defects of the prior art, the implementation regulations of the present invention provide a construction method for a foundation reinforcement structure of a beam prefabrication site in a solution gap solution trough to solve the technical problems raised in the background technology.

[0006] To achieve the above object, the present invention provides the following technical solution: a construction method for a foundation reinforcement structure of a beam prefabrication site in a solution gap solution trough, comprising the following steps:

[0007] Step S1: Perform overall preparation before construction, measure and stake out the ground tire position according to the construction drawings, determine the location for geological radar detection and conduct detection;

[0008] Step S2: Ground treatment: When collapse occurs in an area of ​​sandy soil with developed cavities and troughs, which is rich in water and easily eroded, ground treatment is performed if the collapsed area has no tendency to continue sinking and the cavities are exposed.

[0009] Step S3: Ground foundation reinforcement: perform ground foundation layout using a total station according to the drawings, measure and lay out the positions of the ground foundation and corbel reinforcement, and lay out the excavation sideline and excavation base elevation;

[0010] Step S4: excavate the foundation pit and cut the steel bars according to the design drawings;

[0011] Step S5: Install the steel frame of the ground tire foundation and pour concrete on the ground tire foundation. After the concrete construction is completed, perform maintenance.

[0012] In a preferred embodiment, geological radar detection needs to be carried out on each ground tire foundation, and the detection depth must go into the stable bedrock, with a depth of 15 meters or more. The geological radar detects each ground tire foundation, so as to have a more comprehensive understanding of the geological conditions of each ground tire foundation, and the detection depth meets the requirements, ensuring that the reinforcement is highly targeted and effective.

[0013] In a preferred embodiment, when the situation of continued sinking without improvement in step S2 is excavated, the collapsed area is excavated to the dissolution tank. After excavation to the rock folds, the sandy soil surface is covered with cement slurry, and the soil that has absorbed the cement slurry is compacted. The limit of cement slurry pouring is two cubic meters of slurry per square meter. The pouring is stopped after the slurry no longer seeps down. Then, a 3-meter-thick slab layer is backfilled, and clay and a lean cement mixture are added to the slab. The top of the slab layer is backfilled with hole slag or mixed slag to the beam site elevation. When the site is hardened, the collapsed area is increased by 16 mm in diameter. Reinforcement is carried out with φ16mm ribbed steel mesh with a spacing of 20cm*20cm to ensure that the cement slurry penetrates 2 meters thick, and then the shotcrete soil is compacted to ensure that the sandy soil is compacted to prevent the water flow in the dissolution tank from continuing to carry away the mud and sand and hollowing out the base, thereby blocking the dissolution tank channel. The cement slurry is mixed with a small mortar mixer to ensure that it has sufficient strength, and when the site is hardened, the collapsed area is reinforced with steel mesh with a diameter of 16mm and a spacing of 20cm*20cm to ensure that it forms a whole after reinforcement, and the force is dispersed to withstand sufficient load.

[0014] In a preferred embodiment, when the collapsed area in step S2 has no tendency to continue sinking, the area is reversely excavated for 2 meters, and the sandy soil surface is covered with cement slurry. The penetration thickness of the cement slurry is 0.6 meters. The soil that has absorbed the cement slurry is compacted. After the board is formed, the top is backfilled with a stone-clay mixture to the beam site elevation. When the site is hardened, a φ16mm ribbed steel mesh with a diameter of 16mm and a spacing of 20cm*20cm is added to reinforce the collapsed area. When the cavity is exposed in step S2, the grouting is used. Inject C15 concrete to backfill the cavity. If the collapsed area has no tendency to continue sinking, there is no trend of further deterioration. Therefore, 0.6-meter-thick cement slurry is infiltrated and reinforced with steel mesh to ensure its strength. When the cavity is exposed, timely use of C15 concrete to backfill the cavity can consolidate the integrity of the top surface of the beam yard. Therefore, when collapse occurs in areas with developed karst crevices and karst grooves, rich in water and easily eroded sandy soil, this application adopts different treatment methods for different situations to ensure that different collapse situations can be well resolved.

[0015] In a preferred embodiment, the ground tire foundation is laid out by a total station according to the drawings. When the positions of the ground tire foundations and the pillow beam reinforcements are measured and laid out, the laid-out data is reviewed, the excavation edge line and the excavation base elevation are laid out, and the ground tire foundation and the pillow beam reinforcement positions are limed and marked. Taking the 40-meter prefabricated T-beam as an example, the ground tire foundation is arranged in a row of 5 with a spacing of 3.72 meters. The center line position of the pillow beam reinforcement is 1.75 meters from the center of each end of the ground tire foundation. The laid-out data is reviewed to ensure its accuracy during the layout. During the layout, taking the 40-meter prefabricated T-beam as an example, the dimensions of the ground tire foundation pit excavation are 44.0 meters long, 1.5 meters wide and 1 meter deep. The dimensions of the pillow beam reinforcement position are 18.4 meters long, 1.5 meters wide and 1 meter deep. The excavation edge line is laid out according to the requirements of the drawings, and the excavation edge line of the ground tire foundation and the pillow beam reinforcement position is limed and marked to avoid edge line errors.

[0016] In a preferred embodiment, the excavation of the underground tire foundation pit needs to avoid rainy days. On rainy days, excavation is stopped and drainage is carried out. The excavation depth and width need to be monitored during excavation. The underground tire foundation pit excavation is mainly mechanical excavation, supplemented by manual trimming. When the excavation is 10 cm away from the design contour line, manual excavation is used instead, and manual trimming is carried out to the design size. After the underground tire foundation pit is excavated, the bottom elevation of the pit needs to be re-measured, and the cross-sectional dimensions and line shape need to be checked. When excavation is carried out on rainy days, the foundation pit is prone to collapse and other dangers, which will bring danger to the staff. If drainage is done well in rainy days after excavation, the excavation work can be quickly resumed after the weather clears up, thereby improving work efficiency. Mechanical excavation is mainly used, supplemented by manual trimming. Manual excavation is carried out when the excavation is 10 cm away from the design contour line to ensure the excavation speed while improving the accuracy of the excavation. Re-measurement is carried out after the foundation pit excavation to ensure the accuracy of each excavation.

[0017] In a preferred embodiment, the cement paste is any one or more of ordinary Portland cement, slag Portland cement, pozzolanic Portland cement or fly ash Portland cement, and its various performance indicators are not lower than 42.5# cement, and the ratio of cement to water in the cement paste is 2:1. It is mixed with a small mortar mixer. When there is no improvement and the situation continues to sink, it is filled by manual pouring. When there is no trend of further sinking, manual construction with a sprayer is adopted. The cement paste only needs to ensure that its performance indicators are higher than 42.5# cement. Therefore, its detailed composition can be designed on site. According to different collapse situations when collapse occurs in water-rich and easily eroded sandy soil areas with developed interstitial troughs, different methods are used to pour and cover the cement paste to ensure that the pouring process proceeds smoothly.

[0018] In a preferred embodiment, when cutting and processing the steel bars according to the requirements of the design drawings, the lower main bars of the ground foundation steel bar skeleton use 4 φ28mm ribbed steel bars, which are arranged horizontally with a spacing of 20cm, and the upper main bars use 2 φ22mm ribbed steel bars, which are arranged horizontally with a spacing of 50cm, and the stirrups use Φ16mm ribbed steel bars arranged longitudinally with a spacing of 50cm along the direction of the main bars.

[0019] In a preferred embodiment, when the ground tire foundation steel frame is installed, the lower main reinforcement of the reinforced sleeper beam steel frame is made of 4 φ25mm ribbed steel bars with a spacing of 40cm arranged horizontally, the upper main reinforcement is made of 3 φ25mm ribbed steel bars with a spacing of 60cm arranged horizontally, and the stirrups are made of Φ16mm ribbed steel bars arranged longitudinally with a spacing of 50cm along the direction of the main reinforcement, and the frame is formed by tying with wire.

[0020] In a preferred embodiment, a construction method for a foundation reinforcement structure of a beam prefabrication site with dissolution fissures and dissolution troughs is applied to the geological structure of the construction site. The geological structure of the construction site is, from top to bottom, a surface sandy soil layer, a rock and soil layer, a dissolution trough, and a cave. The rock and soil layer is a rock and soil layer with developed dissolution fissures and dissolution troughs. The dissolution trough is located in the rock and soil layer, and the cave is located in the rock and soil layer.

[0021] Technical effects and advantages of the present invention:

[0022] The present invention first performs ground tire foundation treatment, and then adopts a full-length reinforced concrete strip foundation, arranges full-length reinforced concrete sleeper beams at both ends of the foundation, and fully covers the top surface of the foundation with steel mesh, so that the ground tire foundation forms a reinforced concrete lattice beam with strong integrity and a certain rigidity, thereby preventing the ground tire foundation from sinking or cracking due to local collapse and settlement of the foundation, thereby preventing damage to the prefabricated beams in production, and solving the problem that when the geological conditions of the beam field are poor, the beam field will produce uneven settlement after construction is completed, causing the ground tire foundation to sink or crack, so as to reduce its adverse effects on the construction of prefabricated beams and consolidate and enhance the integrity and stability of the beam field. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a schematic diagram of the construction process of the reinforcement structure of the present invention.

[0024] Figure 2 This is a schematic diagram of the geological treatment structure of the construction site for the development of dissolution fissures and dissolution grooves of the present invention.

[0025] Figure 3 It is a schematic plan view of the ground foundation and reinforced bolster of the present invention.

[0026] Figure 4 For the present invention Figure 3 Sections 1-1 and 5-5.

[0027] Figure 5For the present invention Figure 3 Section 4-4.

[0028] Figure 6 For the present invention Figure 3 Section 3-3.

[0029] Figure 7 For the present invention Figure 4 、 Figure 5 、 Figure 6 Schematic diagram of the Zhongdi tire foundation structure.

[0030] Figure 8 For the present invention Figure 3 Sections 6-6 and 7-7.

[0031] Figure 9 For the present invention Figure 8 Schematic diagram of the reinforced bolster structure.

[0032] The accompanying drawings are marked as: 1, surface sandy soil layer; 2, rock and soil layer; 3, karst trough; 4, karst cave; 10, φ16mm ribbed steel mesh; 20, φ22mm ribbed steel bars; 30, φ16mm ribbed steel bars; 40, φ28mm ribbed steel bars; 50, φ25mm ribbed steel bars. DETAILED DESCRIPTION

[0033] The technical solutions of the present invention will be described clearly and completely below in conjunction with the drawings in the present invention. In addition, the forms of the various structures described in the following embodiments are merely examples. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough involved in the present invention is not limited to the various structures described in the following embodiments. All other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0034] Reference Figure 1 - Figure 9 In the first embodiment, the present invention provides a method for constructing a foundation reinforcement structure of a beam prefabrication site in a solution gap solution trough, comprising the following steps:

[0035] Step S1: Perform overall preparations before construction, measure and stake out the location of the ground tire according to the construction drawings, determine the location for geological radar detection and conduct detection. The geological verification must ensure that the foundation of each ground tire is detected. The detection depth must go into the stable bedrock and be 15 meters or more.

[0036] Step S2: Ground treatment: When collapse occurs in an area of ​​sandy soil with developed cavities and troughs, which is rich in water and easily eroded, ground treatment is performed if the collapsed area has no tendency to continue sinking and the cavities are exposed.

[0037] Step S201: When the water-rich and easily eroded sandy soil area with developed karst cavities and karst troughs collapses and continues to sink without improvement, the collapsed area is excavated to the karst trough. After excavating to the rock folds, cement slurry is poured to cover the sandy soil surface. After the cement slurry penetrates to a thickness of 2 meters, the soil that has absorbed the cement slurry is compacted to ensure that the sandy soil is compacted to prevent the karst trough water flow from continuing to carry away sediment and hollowing out the base, thereby blocking the karst trough channel. The cement slurry is mixed with a small mortar mixer and poured manually. A maximum of two cubic meters of slurry is poured per square meter. The pouring is stopped when the slurry no longer seeps downward. Then, a 3-meter-thick slab layer is backfilled, and clay and a lean cement mixture are mixed into the slab. The top of the slab layer is backfilled with cave slag or mixed slag to the beam yard elevation.

[0038] Step S202: When a collapse occurs in an area of ​​sandy soil with developed cavities and troughs, which is rich in water and easily eroded, and the collapsed area shows no further sinking trend or further deterioration, the area is back-excavated for 2 meters, and cement slurry is poured over the sandy soil surface to ensure that the cement slurry has penetrated to a thickness of 0.6 meters. The soil that has absorbed the cement slurry is compacted, and after the slab is formed, a stone-clay mixture is backfilled on top to the beam yard elevation.

[0039] Step S203: When caves and cavities are exposed in areas with developed karst fissures and karst troughs and water-rich, easily eroded sandy soil, the cavities are backfilled with C15 concrete to consolidate the integrity of the top surface of the beam yard;

[0040] Step S3: Ground tire foundation reinforcement: staking out the ground tire foundation using a total station according to the drawings. When measuring and staking out the positions of the ground tire foundation and the bolster reinforcement, the staking out data is reviewed, and the excavation boundary line and excavation base elevation are laid out.

[0041] Steps S301 and C1 use a total station to stake out the foundation, accurately measuring and laying out the positions of the foundation and corbel reinforcements, and promptly reviewing the stakeout data. Taking a 40-meter prefabricated T-beam as an example, the foundations are arranged in rows of five with a spacing of 3.72 meters. The centerline of the corbel reinforcement is located 1.75 meters from the center of each end of the foundation.

[0042] Step S302: Lay out the excavation boundaries according to the drawing requirements, and mark the excavation boundaries of the ground foundation and the corbel reinforcement position with lime. After the marking is completed, excavation can begin. Taking a 40-meter prefabricated T-beam as an example, the ground foundation pit excavation dimensions are 44.0 meters long, 1.5 meters wide, and 1 meter deep. The corbel reinforcement position dimensions are 18.4 meters long, 1.5 meters wide, and 1 meter deep.

[0043] Step S4: excavate the foundation pit and cut the steel bars according to the design drawings;

[0044] Step S401, the excavation of the foundation pit of the underground tire should be avoided as far as possible on rainy days. If it happens to be rainy days, stop the excavation immediately and do a good job of drainage. During excavation, arrange surveyors to monitor the excavation depth and width. The excavation of the foundation pit of the underground tire is mainly mechanical excavation, supplemented by manual trimming. When the excavation is 10 cm away from the design contour line, switch to manual excavation. Manual trimming is performed to the design size, and under-excavation is not allowed, and over-excavation is controlled. After the foundation pit of the underground tire is excavated, the bottom elevation of the foundation pit needs to be re-measured to check the cross-sectional dimensions and line shape;

[0045] Step S402, when cutting and processing the steel bars according to the requirements of the design drawings, the lower main reinforcement of the ground tire foundation steel frame adopts 4 φ28mm ribbed steel bars 40, which are arranged horizontally with a spacing of 20cm, and the upper main reinforcement adopts 2 φ22mm ribbed steel bars 20, which are arranged horizontally with a spacing of 50cm, and the stirrups adopt Φ16mm ribbed steel bars 30, which are arranged longitudinally with a spacing of 50cm along the main reinforcement direction and tied with wire, and the steel mesh adopts Φ16 steel bars with a spacing of 20cm*20cm. The ground tire foundation bolster reinforcement steel cage is cut and constructed according to the design drawings. After the ground tire foundation steel cage, steel mesh, and ground tire foundation bolster reinforcement steel bars are inspected and found to be correct, they are transported to the construction site for installation;

[0046] Step S5: Install the steel frame of the ground tire foundation, and perform concrete construction on the ground tire foundation. After the concrete construction is completed, perform maintenance;

[0047] Step S501: The order of installing the foundation steel bars of the ground tire is to first install the bottom steel mesh, then install the foundation steel skeleton of the ground tire, then install the corbel steel skeleton, and finally install the top steel mesh;

[0048] Step S502: Concrete the ground foundation. The network structure formed by the five ground foundations and the reinforced corbels is poured into shape at one time during construction. The concrete is poured in two layers of 50 cm each. Vibration is performed using a vibrator. The principle of fast insertion and slow removal is followed. The time from insertion to removal of the vibrator is preferably controlled within 20 seconds. Vibration is performed until the concrete surface is flat and slurry is present, without bubbles or significant sinking.

[0049] Step S503: After the concrete construction is completed, the geotextile should be covered and watered for curing. The number of watering times should be appropriate to keep the geotextile moist.

[0050] In the second embodiment, in step S2, when the site is hardened, φ16mm ribbed steel mesh 10 with a diameter of 16mm and a spacing of 20cm*20cm is added to reinforce the collapsed areas.

[0051] In the third embodiment, in step S5, when the foundation steel bars of the ground tire are installed, the lower main bars of the reinforced sleeper beam steel bar skeleton are reinforced with 4 φ25mm ribbed steel bars 50 at a spacing of 40cm arranged horizontally, and the upper main bars are reinforced with 3 φ25mm ribbed steel bars 50 at a spacing of 60cm arranged horizontally, and the stirrups are reinforced with Φ16mm ribbed steel bars 30 arranged longitudinally with a spacing of 50cm along the direction of the main bars, and the skeleton is formed by tying with wire.

[0052] Example 4: The cement paste is any one or more of ordinary Portland cement, slag Portland cement, pozzolanic Portland cement or fly ash Portland cement, and its various performance indicators are not lower than 42.5# cement. The ratio of cement to water in the cement paste is 2:1. A small mortar mixer is used for mixing. When there is no improvement and the situation continues to sink, it is filled by manual pouring. When there is no trend of further sinking, manual construction with a sprayer is adopted. The cement paste only needs to ensure that its performance indicators are higher than 42.5# cement. Therefore, its detailed composition can be designed on site. According to different collapse situations when collapse occurs in water-rich and easily eroded sandy soil areas with developed interstitial troughs, different methods are used to pour and cover the cement paste to ensure that the pouring process proceeds smoothly.

[0053] Reference Figure 2 In the fifth embodiment, a construction method for a foundation reinforcement structure of a beam prefabrication site with karst crevices and karst troughs is applied to the geological structure of the construction site. The geological structure of the construction site is, from top to bottom, a surface sandy soil layer 1, a rock and soil layer 2, a karst trough 3, and a karst cave 4. The rock and soil layer 2 is a rock and soil layer with developed karst crevices and karst troughs. The karst trough 3 is located in the rock and soil layer 2, and the karst cave 4 is located in the rock and soil layer 2.

[0054] The above embodiments can be implemented in whole or in part through software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented in whole or in part in the form of a computer program product. A computer program product includes one or more computer instructions or computer programs. When the computer instructions or computer program are loaded or executed on a computer, the processes or functions according to the embodiments of the present application are generated in whole or in part.

[0055] In the several embodiments provided in this application, it should be understood that the disclosed systems, devices and methods can be implemented in other ways. For example, the device embodiments described above are merely schematic. For example, the division of the units is only a logical function division. There may be other division methods in actual implementation, such as multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the mutual coupling or direct coupling or communication connection shown or discussed can be through some interfaces, indirect coupling or communication connection of devices or units, which can be electrical, mechanical or other forms.

[0056] The units described as separate components may or may not be physically separate, and the components shown as units may or may not be physical units, that is, they may be located in one place or distributed across multiple network units. Some or all of these units may be selected to achieve the purpose of this embodiment according to actual needs.

[0057] In addition, each functional unit in each embodiment of the present application may be integrated into one processing unit, or each unit may exist physically separately, or two or more units may be integrated into one unit.

[0058] The above description is merely a specific embodiment of the present application, but the scope of protection of the present application is not limited thereto. Any changes or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in this application should be included in the scope of protection of this application. Therefore, the scope of protection of this application should be based on the scope of protection of the claims.

[0059] Finally: The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A construction method for a foundation reinforcement structure of a beam prefabrication site in a solution gap and solution trough, characterized in that: The following steps are involved: Step S1: Perform overall preparation before construction, measure and stake out the ground tire position according to the construction drawings, determine the location for geological radar detection and conduct detection; Step S2: Ground treatment: When collapse occurs in an area of ​​sandy soil with developed cavities and troughs, which is rich in water and easily eroded, ground treatment is performed if the collapsed area has no tendency to continue sinking and the cavities are exposed. Step S3: Ground foundation reinforcement: perform ground foundation layout using a total station according to the drawings, measure and lay out the positions of the ground foundation and corbel reinforcement, and lay out the excavation sideline and excavation base elevation; Step S4: excavate the foundation pit and cut the steel bars according to the design drawings; Step S5: Install the steel frame of the ground tire foundation, pour concrete on the ground tire foundation, and perform maintenance after the concrete construction is completed; In step S2, when the subsidence continues without improvement, the subsidence is excavated to the dissolution trough and the rock folds, and then the sandy soil surface is covered with cement slurry. The soil that has absorbed the cement slurry is compacted. The limit of cement slurry pouring is two cubic meters of slurry per square meter. The pouring is stopped after the slurry no longer seeps down. Then, a 3-meter-thick slab layer is backfilled, and clay and a lean cement mixture are mixed into the slab. The top of the slab layer is backfilled with slag or mixed slag to the beam site elevation. When the site is hardened, a 16mm diameter φ16mm ribbed steel mesh (10) with a spacing of 20cm*20cm is added to the subsidence to reinforce it. When the collapsed area in step S2 has no tendency to continue sinking, the area is excavated back 2 meters, and the sandy soil surface is covered with cement paste. The penetration thickness of the cement paste is 0.6 meters. The soil that has absorbed the cement paste is compacted. After the slab is formed, the top is backfilled with a stone-clay mixture to the beam site elevation. When the site is hardened, a φ16mm ribbed steel mesh (10) with a diameter of 16mm and a spacing of 20cm*20cm is added to reinforce the collapsed area. When the dissolution cavity is exposed in step S2, the cavity is backfilled with poured C15 concrete. Applied to the geological structure of the construction site, the geological structure of the construction site is composed of a surface sandy soil layer (1), a rock and soil layer (2), a karst trough (3) and a karst cave (4) from top to bottom. The rock and soil layer (2) is a rock and soil layer with developed karst troughs and karst troughs. The karst trough (3) is located in the rock and soil layer (2), and the karst cave (4) is located in the rock and soil layer (2).

2. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough according to claim 1 is characterized by: Geological radar detection requires detection of each foundation of the earth, and the detection depth must go under the stable bedrock, with a depth of 15 meters or more.

3. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough according to claim 1 is characterized by: The ground foundation is laid out using a total station according to the drawings. When measuring and laying out the positions of the ground foundation and the pillow beam reinforcement, the laid-out data is reviewed, the excavation side line and the excavation base elevation are laid out, and the ground foundation and the pillow beam reinforcement positions are marked with lime.

4. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough according to claim 1 is characterized by: The excavation of the underground tire foundation pit should be avoided on rainy days. On rainy days, excavation should be stopped and drainage should be carried out. The excavation depth and width should be monitored during excavation. The excavation of the underground tire foundation pit is mainly mechanical excavation, supplemented by manual trimming. When the excavation is 10 cm away from the design contour line, manual excavation is used instead, and manual trimming is carried out to the design size. After the excavation of the underground tire foundation pit, the bottom elevation of the foundation pit needs to be re-measured to check the cross-sectional size and line shape.

5. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough according to claim 1 is characterized by: The cement paste is any one or more of ordinary Portland cement, slag Portland cement, pozzolanic Portland cement or fly ash Portland cement, and its various performance indicators are not lower than 42.5# cement. The ratio of cement to water in the cement paste is 2:

1. It is mixed with a small mortar mixer. When there is no improvement and the situation continues to sink, it is filled by manual pouring. When there is no trend of further sinking, manual construction with a sprayer is adopted.

6. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough according to claim 1 is characterized by: When cutting and processing the steel bars according to the requirements of the design drawings, the lower main reinforcement of the concrete foundation steel frame is made of 4 φ28mm ribbed steel bars (40) with a spacing of 20cm arranged horizontally, the upper main reinforcement is made of 2 φ22mm ribbed steel bars (20) with a spacing of 50cm arranged horizontally, and the stirrups are made of Φ16mm ribbed steel bars (30) arranged longitudinally with a spacing of 50cm along the main reinforcement direction.

7. The construction method of the foundation reinforcement structure of the beam prefabrication site of the solution gap solution trough according to claim 1 is characterized by: When installing the steel frame of the ground concrete foundation, the lower main reinforcement of the reinforced corbel steel frame is made of 4 φ25mm ribbed steel bars (50) with a spacing of 40cm arranged horizontally, and the upper main reinforcement is made of 3 φ25mm ribbed steel bars (50) with a spacing of 60cm arranged horizontally. The stirrups are made of Φ16mm ribbed steel bars (30) arranged longitudinally with a spacing of 50cm along the main reinforcement direction, and the frame is formed by tying with wire.

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