CN111088803A - Pipe ditch excavation and backfilling construction method - Google Patents
Pipe ditch excavation and backfilling construction method Download PDFInfo
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- CN111088803A CN111088803A CN201911273036.6A CN201911273036A CN111088803A CN 111088803 A CN111088803 A CN 111088803A CN 201911273036 A CN201911273036 A CN 201911273036A CN 111088803 A CN111088803 A CN 111088803A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/12—Back-filling of foundation trenches or ditches
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention provides a pipe trench excavation and backfill construction method, which belongs to the technical field of pipeline laying and comprises the following steps: s1: excavating pipe ditches layer by layer from top to bottom according to the pipe ditch excavation depth, and storing excavated soil materials of each layer separately; s2: respectively preprocessing the excavated soil of each layer; s3: adjusting the water content of the excavated soil of each layer; s4: respectively preparing fluidized backfill soil according to the excavated soil material of each layer; s5: backfilling the prepared fluidized backfill soil into the excavated pipe trench layer by layer, wherein the backfilling depth of each layer is the same as the excavation depth of the corresponding layer; s6: after the fluidized backfill is solidified, a strength test is carried out. The pipe trench excavation and backfill construction method provided by the invention is simple and convenient to operate and convenient to construct; realizing the resource utilization of the excavated soil; reducing the uneven settlement of the foundation.
Description
Technical Field
The invention belongs to the technical field of pipeline laying, and particularly relates to a pipe trench excavation and backfill construction method.
Background
At present, in projects such as laying and repairing drainage pipelines in many areas, open-cut grooving construction is still adopted to excavate pipe ditches. The open cut slotting construction has the advantages of wide operation surface, high construction speed, low manufacturing cost, easy quality guarantee and the like. But there are engineering problems such as sediment soil clearing, foundation treatment and pit slot backfill simultaneously, the most main problem among them is the problem of uneven settlement after pit slot backfill, uneven settlement after pit slot backfill can cause damage to pavement and pavement facilities, especially in soft soil strata such as coastal areas, uneven settlement of pit slot can easily cause deformation and displacement of pipelines, and the safety of pipelines is affected.
Disclosure of Invention
The invention aims to provide a pipe trench excavation and backfill construction method, and aims to solve the technical problem that uneven settlement is easy to occur after a pit slot is backfilled.
In order to achieve the purpose, the invention adopts the technical scheme that: the pipe trench excavation and backfill construction method comprises the following steps:
s1: excavating pipe ditches layer by layer from top to bottom according to the excavation depth of the pipe ditches, and storing excavated soil materials of each layer separately;
s2: respectively preprocessing the dug soil material of each layer;
s3: adjusting the water content of the dug soil material of each layer;
s4: respectively preparing fluidized backfill for the soil material excavated on each layer;
s5: backfilling the prepared fluidized backfill into the pipe trench layer by layer, wherein the backfilling depth of each layer of the fluidized backfill is the same as the excavation depth of the corresponding layer for excavating the pipe trench;
s6: after the fluidized backfill is solidified, a strength test is carried out.
According to another embodiment of the application, pipe ditches are excavated in layers from top to bottom according to the excavation depth of the pipe ditches, and before the excavated soil of each layer is stored separately, sampling detection is carried out on the soil at the excavation position, and the excavation depth and the layering number of each layer are determined.
As another embodiment of the application, the pretreatment comprises sludge removal and impurity removal.
As another embodiment of the present application, the water-solid ratio is determined according to the content of fine particles of the pretreated soil material;
when the content of the fine particles is below 20 percent, the water-solid ratio is 0.5;
when the content of the fine particles is 25 to 35 percent, the water-solid ratio is 0.7.
As another example of the present application, the raw materials for preparing the fluidized backfill include the excavated soil material, cement and water.
As another embodiment of the present application, before the fluidized backfill is prepared for each layer of excavated soil material, the fluidity of the fluidized backfill is tested.
As another embodiment of the present application, the testing of the fluidity of the fluidized backfill comprises horizontally resting a hollow cylinder on a glass plate, filling the prepared fluidized backfill sample into the hollow cylinder so that the surface of the sample is flush with the upper end of the hollow cylinder, and wiping off the overflowing sample; vertically lifting the hollow cylinder, enabling the lower end of the hollow cylinder to be separated from the upper surface of the glass plate by 15-20 mm, and standing for 1 minute; two diameters perpendicular to each other of the sample bottom diffusion surface were measured, and the average value of the two was calculated as a flow value.
As another embodiment of the present application, the prepared fluidized backfill soil is backfilled into the pipe trench layer by layer, and the interval backfilling time of each layer of the fluidized backfill soil is less than 3 hours.
As another embodiment of the present application, the prepared fluidized backfill is poured into the pipe trench in layers along two side walls of the pipe trench.
As another embodiment of the present application, the prepared fluidized backfill is poured into the pipe trench along two side walls of the pipe trench in a layered manner, and when the fluidized backfill at the lowest layer is backfilled, the pipeline is fixed.
The pipe trench excavation and backfill construction method provided by the invention has the beneficial effects that:
(1) simple and convenient operation and convenient construction
The fluidized backfill soil is a backfill material with automatic gap filling, automatic compaction and automatic leveling, and can overcome the defect that the traditional backfill soil is difficult to compact at the periphery of an inspection well, a bridge abutment back, a culvert back, a retaining wall back, a narrow pipeline and the like.
(2) Realize the resource utilization of the excavated soil
The backfill performance of the excavated soil material is improved by preparing the fluidized backfill soil, so that the performance indexes of the backfill soil material, such as strength, bearing capacity and the like, meet the requirements of relevant specifications. Meanwhile, the resource recycling of the excavation muck is realized, the outward transportation amount of the waste slag is reduced, the cost of the waste slag is effectively reduced, the excavation muck replaces the rock dust slag to backfill, the source of raw materials is ensured, and the progress of the construction period is ensured.
(3) Reducing uneven settlement of foundation
The fluidized backfill forms a whole in the backfill section, the plate body property and the shear strength of the fluidized backfill are higher than those of soil backfill, the uneven settlement of the foundation can be reduced to a certain degree, the damage to the road surface and road surface facilities is reduced, and the deformation and the damage of a pipeline caused by the uneven settlement of the foundation are also reduced.
The pipe ditch excavation adopts the mode of layering excavation, and for different excavation layers, the soil material of the excavation layer is prepared into the fluidized backfill soil and backfilled into the corresponding excavation layer, so that the better combination of each layer of backfill soil and the peripheral soil layer is ensured, the combination degree of the backfilling section and the peripheral soil layer is enhanced, and the plate body property of the backfilling section is further ensured.
After the fluidized backfill forms the plate body structure, the excavation difficulty of the plate body structure is not influenced, and the fluidized backfill soil layer is simply, conveniently and feasible by mechanical excavation aiming at the condition that the pipeline damage needs to be repaired.
Detailed Description
In order to make the technical problems, technical solutions and advantageous effects to be solved by the present invention more apparent, the present invention is further described in detail below with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The pipe trench excavation and backfilling construction method provided by the invention will now be explained.
The pipe trench excavation and backfill construction method comprises the following steps:
s1: excavating pipe ditches layer by layer from top to bottom according to the pipe ditch excavation depth, and storing excavated soil materials of each layer separately;
s2: respectively preprocessing the excavated soil of each layer;
s3: adjusting the water content of the excavated soil of each layer;
s4: respectively preparing fluidized backfill soil according to the excavated soil material of each layer;
s5: backfilling the prepared fluidized backfill soil into the excavated pipe trench layer by layer, wherein the backfilling depth of each layer is the same as the excavation depth of the corresponding layer;
s6: after the fluidized backfill is solidified, a strength test is carried out.
Compared with the prior art, the pipe trench excavation and backfill construction method provided by the invention is simple and convenient to operate and convenient to construct; realizing the resource utilization of the excavated soil; reducing the uneven settlement of the foundation.
The depth of the pipe trench excavation is generally 2 m-3 m, and in the depth range, although the soil layer is not obviously layered, the water content of the soil layer is different from top to bottom, and the compactness is different. If the mode of unified excavation and unified backfilling is adopted, excavated soil materials are uniformly collected to prepare the fluidized backfill, the water content and the compactness of the prepared fluidized backfill are the same, after the pipe ditch is poured, because the water content of the soil layers on two sides of the pipe ditch is different from top to bottom and the compactness is also different, when the water content of the fluidized backfill is larger than the water content of the soil layers on two sides, the water in the fluidized backfill rapidly permeates and runs off to the soil layers on two sides, so that the solidification speed of the fluidized backfill of the soil layers is high, the solidification speed of the fluidized backfill of different soil layers is different, the fluidized backfill is difficult to form a whole in the pipe ditch, and the slabbiness and the shear strength are low.
After the layered excavation, according to the environmental conditions such as the water content of different excavation layers, the fluidized backfill matched with the environmental conditions is prepared, and the prepared fluidized backfill is backfilled into the corresponding excavation layer, so that the solidification speed of the fluidized backfill in each excavation layer is ensured to be the same, the integrity of the fluidized backfill in the pipe trench is enhanced, and the plate shape and the shear strength are enhanced.
After the pipe trench is excavated, steel sheet piles are erected on two side walls of the pipe trench in order to prevent collapse of the two side walls of the pipe trench. Determining the pulling-out time of the steel sheet pile according to the geological condition of the field pipe trench:
the site address condition is good, the pipe trench has strong self-stability and is not easy to collapse, and the steel sheet pile can be pulled out after the pouring is finished;
the cast-in-place geological conditions are poor, the side wall of the pipe trench is prone to collapse and other hazards, the steel sheet pile can be pulled out after the casting is finished and solidified to certain strength or the steel sheet pile is poured to a position 1m away from the road surface according to the on-site construction conditions, the casting is stopped after the fluidized backfill is solidified to certain strength, the steel sheet pile is pulled out, and the rest pipe trench part is poured after the settlement around the pipe trench is stable.
And monitoring the deformation conditions of the fluidized backfill such as settlement, cracks and the like in the process of pulling out the steel sheet pile, wherein the settlement of the top surface of the fluidized backfill is not more than 100mm, and the width of the generated cracks is not more than 10 mm.
As a specific implementation of the pipe trench excavation and backfill construction method provided by the invention, because the pipe trench adopts a layered excavation mode, before excavation, the excavation depth of the pipe trench needs to be determined, soil at the excavation position needs to be sampled and detected, and the number of layers of excavation and the excavation depth of each layer are determined according to the result of the soil sampling and detection.
When sampling detection is carried out on the soil materials, the sampling excavation depth is the same as the excavation depth of the pipe trench, the excavated soil materials are divided into a plurality of parts from top to bottom, each part is detected independently, the water content of the detected soil materials is recorded, and the number of excavated layers and the excavation depth of each layer are determined according to the layering from top to bottom when the soil materials are detected.
As a specific implementation manner of the embodiment of the present invention, the pre-treatment of the excavated soil of each layer includes:
the fluidized backfill soil takes soil dug out when a pipe trench is excavated as a main raw material, and clay, mucky soil, miscellaneous fill and the like can be properly added. The excavated soil is cohesive soil or silty soil, and the content of organic matters is less than 2 percent, and the mass percentage of soil particles passing through a sieve with the size of 0.074mm is more than 70 percent. The soil materials at the excavated part are peat soil, saline soil and soil containing a large amount of domestic garbage, which are not suitable for use, and proper soil materials are additionally selected to prepare the fluidized backfill soil.
And (3) determining whether to carry out mud removal according to the concrete condition of the soil, and if the content of the clay in the soil is higher, the formed fluidized backfill is not easy to separate, so that mud removal is not required.
Before the soil is used, the soil is sieved to remove impurities such as large-particle-size stones, and soil blocks with particle sizes exceeding 100mm are smashed.
As a specific implementation manner of the embodiment of the present invention, the content of the fine particles in the slag soil has a large influence on the fluidity, and when the content of the fine particles is more than 40%, the sludge is to be desliming. After the fine particle content is determined, a suitable water-to-solid ratio (ratio of water to solid material) is selected for the fine particle content. According to the experiment, when the content of the fine particles is below 20%, the water-solid ratio is 0.5; when the content of the fine particles is 30%, the water-solid ratio is 0.7; when the content of fine particles is further increased, the drying shrinkage of the fluidized soil and the coating in the application may be significantly affected, and it is considered that a certain amount of sand is added.
As a specific embodiment of the present invention, the raw materials for preparing the fluidized backfill mainly comprise excavated materials, and cement and water are added to the excavated materials in a certain proportion and stirred and mixed.
1. Before the raw materials are proportioned, the raw materials are controlled:
soil materials are already controlled during the pretreatment process, and cement and water are required to be controlled.
(1) Cement
The cement can be silicate, ordinary silicate cement, slag silicate cement, volcanic ash silicate cement, etc. The strength grade is not lower than 32.5, and PO42.5 and ordinary portland cement are recommended.
The initial setting time of the cement is not less than 3h, the final setting time is not less than 6h, the cement is required to be subjected to delivery qualification and production date, and the cement can be used after the cement is qualified by field inspection.
In order to improve the early strength of the backfill soil and facilitate the construction of road base course and surface course as soon as possible, sulphoaluminate cement is selected. The cement has high early strength, meets construction requirements of a construction period, has higher purchase difficulty and higher cost by 2-3 times than common cement, and is mainly used for northern areas, danger removal and reinforcement and the like.
In order to improve the early strength of the fluidized soil backfill foundation trench and meet the construction requirements of the road base course and the surface course as soon as possible after maintenance, additives such as an early strength agent and the like can be properly added.
(2) Water (W)
The water for mixing is in accordance with the current relevant national standard, drinking water and clean neutral water without oil and other impurities are used, and the PH value is preferably 6-8. Tap water, fire water, etc. can be used.
Because the pouring amount is large, the backfill soil is suitable for being mixed on site, and a proper water source is ensured before implementation. Reclaimed water, rainwater and the like cannot be used as a mixing water source.
(3) Additive agent
In order to enhance the fluidity and early strength of the fluidized backfill, additives such as an early strength agent, a water reducing agent and the like can be properly added.
In this embodiment, the water reducing agent is a polycarboxylate water reducing agent, and the added polycarboxylate water reducing agent satisfies table 1.
TABLE 1 concrete Performance index of polycarboxylic acid high Performance Water reducing agent
(4) Sandstone
In order to increase the strength and the integrity of the fluidized backfill soil body, a proper amount of sandstone can be added in the fluidized backfill soil body according to the actual situation.
2. After the raw materials are controlled, fluidized backfill soil is mixed.
(1) Measurement of Water content and adjustment of blending ratio
The water content test of the soil is carried out according to the Standard of soil test methods (GB/T50123-1999). The water content of the excavated undisturbed soil is high, and the influence of the water content of the undisturbed soil needs to be considered in proportioning; and measuring the water content of the field undisturbed soil, and adjusting the addition amount of water in the construction process.
And (4) carrying out mixing ratio adjustment calculation according to the water content condition of the soil body, proposing a construction mixing ratio, and calculating the use amount of cement, water, soil materials and the like. And (3) actually measuring the fluidity and the working performance parameters of the mixed soil, and detecting the fluidity and the working performance parameters, wherein the detection result can meet the requirement of the design mix proportion.
The proportions of the soil material, the cement and the water are shown in the table 2, the amounts of the water and the cement are correspondingly adjusted according to the water content and the soil quality of the soil material, and the self-fluidized backfill with the corresponding proportions is observed during construction on the basis that obvious bleeding and layering phenomena cannot occur. In order to control the solidification time of the fluidized soil, a curing agent (polycarboxylic acid water reducing agent) is added for adjustment, and the addition amount of the curing agent is 0.3-1% of the mass of the cement.
| Item | Mass ratio of |
| Soil material | 500-1000 |
| Cement | 100 |
| Water (W) | 250-450 |
TABLE 2 raw material weight ratio
(2) Mixing of
As the fluidized backfill adopts clay or sandy soil and other soil materials as raw materials, has stronger viscosity, the mixing machine is preferably a forced mixer, and is not preferably a roller mixer. According to the on-site pouring efficiency, the construction period requirement, the construction site condition and the like, stirring equipment with proper capacity is selected.
The fluidized backfill mainly utilizes the site excavation soil as the raw material, and is preferably prepared by site centralized mixing. The stirring time is preferably 3-5 min, and the fluidity and strength index of the stirring soil sample are measured by randomly selecting the stirring soil sample.
As a specific implementation manner of the embodiment of the present invention, after the preparation of the fluidized backfill soil is completed, the fluidity of the fluidized backfill soil needs to be tested.
In the test of the fluidized backfill, the test instrument is a hollow cylinder made of inorganic glass with the inner diameter of 80mm and the height of 80 mm. The hollow cylinder was set horizontally on a glass plate. The prepared sample of the fluidized backfill was slowly poured into the hollow cylinder. The finger taps the outside of the hollow cylinder to make the surface of the sample flush with the upper end of the hollow cylinder, and the overflowing sample is wiped off. The hollow cylinder was slightly lifted vertically to a height of 20mm, and the sample flowed out from the lower end of the hollow cylinder and spread on a glass plate. Standing for 1 minute, drawing a cross on the diffusion surface after the diffusion is stopped, measuring the lengths of two axes of the cross by using a ruler, namely the lengths of two diameters perpendicular to each other of the diffusion surface, and calculating the average value of the two diameters as a flow value.
For the underground filling engineering, the flowing value range of the fluidized backfill soil is 160 mm-300 mm. For a common groove, the flow value can meet the requirement when being about 180 mm. For a settlement gap of a road below the ground or for an occasion needing pumping, the flow value is required to be about 300 mm. And selecting a proper flow value according to different construction occasions.
As a specific implementation manner of the embodiment of the invention, the pipe ditch is required to be backfilled as soon as possible after the fluidized backfill soil is prepared and stirred, and the fluidized soil is stirred until the backfilling is not suitable to exceed 3 hours. The fluidized soil after stirring has stable property, does not generate bleeding phenomenon, and has similar apparent property with cement mortar.
As a specific implementation manner of the embodiment of the present invention, the fluidized backfill soil pouring process is as follows:
because the fluidized backfill has good fluidity and self-compactness, the fluidized backfill can be introduced into a pipe ditch or a template by adopting tools such as a diversion trench and the like when being poured, and the pipe ditch is tightly filled under the action of gravity by utilizing the fluidity of the fluidized backfill.
The fluidized backfill soil is symmetrically poured into the pipe trench along two side walls of the pipe trench during backfilling, and can not be directly poured on the pipeline. Otherwise, the fluidized backfill soil is accumulated at the top of the pipeline, so that the fluidized backfill soil is prevented from flowing downwards, cavities are formed at the bottom of the pipeline and at two sides of the pipeline, and the pouring compactness is influenced.
When the special parts are poured, the concrete pavement cavities and other parts can be poured and filled by adopting a pumping mode, the pressure pump is not suitable for direct pouring, and the chute can be adopted to reduce the initial flowing speed of the fluidized backfill soil.
The fluidized soil adopts a layered filling mode, the fluidized backfill is poured layer by layer from bottom to top according to the layers of the pipe trench excavation, and the second layer of fluidized backfill is poured before the first layer of fluidized backfill is initially set.
As a specific embodiment of the present invention, when the fluidized back-up soil of the lowermost layer is poured, it is necessary to fix the pipeline to the bottom of the trench in order to prevent the pipeline laid on the bottom of the trench from floating up on the fluidized back-up soil. In this embodiment, set up a plurality of U-shaped clamps along the direction of laying of pipeline interval, the width of U-shaped clamp equals or is slightly more than the external diameter of pipeline, and the diameter of the kink of U-shaped clamp equals or is slightly more than the external diameter of pipeline, inverts the U-shaped clamp, and the U-shaped clamp is in the outside of pipeline, and the bottom in the trench is inserted at the both ends of U-shaped clamp, fixes the pipeline in the bottom in trench.
After the fluidized backfill soil in the pipe ditch is solidified, a strength test is required, sampling is carried out on site, and the sampling number of 100m pipe ditches cannot be less than 3. The sampling range is that the soil samples of the fluidized backfill soil on the 1 st day, the 7 th day and the 28 th day are sampled, and the unconfined compressive strength test is carried out on the sampled soil materials, wherein the strength on the 1 st day is required to be higher than 50kPa, the strength on the 7 th day is required to be higher than 130kPa, and the strength on the 28 th day is required to be lower than 500 kPa.
In order to ensure the later excavation of the fluidized backfill, the unconfined compressive strength of the solidified fluidized backfill needs to be tested, and the excavation can be carried out by adopting a manual mode when the unconfined compressive strength of the fluidized backfill is lower than 0.35 MPa; the compression strength of the fluidized backfill soil with unconfined compression strength of 0.35-0.7 MPa is equivalent to that of well compacted soil; when the unconfined compressive strength is 0.7MPa to 1.4MPa, the excavation can be completed by adopting a small machine.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The pipe trench excavation and backfilling construction method is characterized by comprising the following steps:
s1: excavating pipe ditches layer by layer from top to bottom according to the excavation depth of the pipe ditches, and storing excavated soil materials of each layer separately;
s2: respectively preprocessing the dug soil material of each layer;
s3: adjusting the water content of the dug soil material of each layer;
s4: respectively preparing fluidized backfill for the soil material excavated on each layer;
s5: backfilling the prepared fluidized backfill into the pipe trench layer by layer, wherein the backfilling depth of each layer of the fluidized backfill is the same as the excavation depth of the corresponding layer for excavating the pipe trench;
s6: after the fluidized backfill is solidified, a strength test is carried out.
2. The pipe trench excavation and backfill construction method according to claim 1, wherein pipe trenches are excavated in layers from top to bottom according to the excavation depth of the pipe trench, and before the excavated soil of each layer is stored separately, the soil at the excavation is sampled and detected to determine the excavation depth and the number of layers of each layer.
3. A trench excavation and backfilling construction method according to claim 1, wherein said pretreatment comprises de-sliming and de-sliming.
4. The pipe trench excavation and backfill construction method according to claim 1, wherein a water-to-solid ratio is determined according to the content of fine particles of the pretreated soil;
when the content of the fine particles is below 20 percent, the water-solid ratio is 0.5;
when the content of the fine particles is 25 to 35 percent, the water-solid ratio is 0.7.
5. The trench excavation and backfill construction method of claim 1, wherein the fluid backfill is prepared from materials including the excavated earth material, cement and water.
6. The trench excavation and backfilling construction method of claim 1, wherein the fluidity of the fluidized backfill is tested before the fluidized backfill is prepared separately for each excavated soil material layer.
7. The trench excavation and backfilling construction method of claim 6, wherein the testing of the fluidity of said fluidized backfill comprises resting a hollow cylinder horizontally on a glass plate, filling said hollow cylinder with a prepared sample of said fluidized backfill, with the surface of the sample flush with the upper end of said hollow cylinder, and wiping off the overflowing sample; vertically lifting the hollow cylinder, enabling the lower end of the hollow cylinder to be separated from the upper surface of the glass plate by 15-20 mm, and standing for 1 minute; two diameters perpendicular to each other of the sample bottom diffusion surface were measured, and the average value of the two was calculated as a flow value.
8. The pipe trench excavation and backfill construction method according to claim 1, wherein the prepared fluidized backfill soil is backfilled into the pipe trench in layers, and the interval backfill time of each layer of the fluidized backfill soil is less than 3 hours.
9. The trench excavation and backfill construction method of claim 1, wherein the formulated fluid backfill is poured into the trench in layers along both sidewalls of the trench.
10. The trench excavation and backfill construction method according to any one of claims 1-9, wherein the prepared fluid backfill is poured into the trench in layers along two side walls of the trench, and a pipeline is fixed when the lowest layer of the fluid backfill is backfilled.
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| CN201911273036.6A CN111088803A (en) | 2019-12-12 | 2019-12-12 | Pipe ditch excavation and backfilling construction method |
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| CN201911273036.6A CN111088803A (en) | 2019-12-12 | 2019-12-12 | Pipe ditch excavation and backfilling construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113089747A (en) * | 2021-02-25 | 2021-07-09 | 中建三局第二建设工程有限责任公司 | Fertilizer groove backfilling construction method based on self-compacting backfilled soil |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101857409A (en) * | 2010-05-28 | 2010-10-13 | 北京工业大学 | Flowing backfill and preparation and construction method thereof |
| CN104912050A (en) * | 2015-06-02 | 2015-09-16 | 江西省水土保持科学研究院 | Soil filling construction method for slope land water balance test |
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2019
- 2019-12-12 CN CN201911273036.6A patent/CN111088803A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101857409A (en) * | 2010-05-28 | 2010-10-13 | 北京工业大学 | Flowing backfill and preparation and construction method thereof |
| CN104912050A (en) * | 2015-06-02 | 2015-09-16 | 江西省水土保持科学研究院 | Soil filling construction method for slope land water balance test |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113089747A (en) * | 2021-02-25 | 2021-07-09 | 中建三局第二建设工程有限责任公司 | Fertilizer groove backfilling construction method based on self-compacting backfilled soil |
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