CN113202110A - Construction method for supporting and protecting finite space railway bridge and culvert prefabricated foundation pit - Google Patents
Construction method for supporting and protecting finite space railway bridge and culvert prefabricated foundation pit Download PDFInfo
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- CN113202110A CN113202110A CN202110385814.1A CN202110385814A CN113202110A CN 113202110 A CN113202110 A CN 113202110A CN 202110385814 A CN202110385814 A CN 202110385814A CN 113202110 A CN113202110 A CN 113202110A
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- 238000010276 construction Methods 0.000 title claims abstract description 60
- 239000002689 soil Substances 0.000 claims abstract description 41
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 19
- 239000010959 steel Substances 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 15
- 239000007921 spray Substances 0.000 claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims abstract description 5
- 230000000149 penetrating effect Effects 0.000 claims abstract description 4
- 238000012545 processing Methods 0.000 claims abstract description 4
- 238000004873 anchoring Methods 0.000 claims abstract 2
- 238000005507 spraying Methods 0.000 claims description 25
- 238000005553 drilling Methods 0.000 claims description 17
- 239000002002 slurry Substances 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000009941 weaving Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 2
- 238000004519 manufacturing process Methods 0.000 claims description 2
- 238000009417 prefabrication Methods 0.000 claims 2
- 238000005406 washing Methods 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 3
- 239000004568 cement Substances 0.000 description 18
- 239000010410 layer Substances 0.000 description 16
- 238000005516 engineering process Methods 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000011398 Portland cement Substances 0.000 description 2
- 230000002457 bidirectional effect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 241001669679 Eleotris Species 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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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
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Foundations (AREA)
Abstract
The invention relates to a construction method, in particular to a construction method for a limited space railway bridge and culvert prefabricated foundation pit support, and aims to solve the technical problem that the existing limited space railway bridge and culvert prefabricated foundation pit support is difficult. The following techniques are adopted: 1) measuring and paying off; 2) reinforcing the railway section above the bridge and the culvert by adopting a D beam; 3) excavating a first section of earthwork of a first layer, and carrying out soil nailing wall hanging net spray anchor construction on the side slope; 4) processing a first section of earthwork side wall of the second layer by adopting a high-pressure jet grouting pile, vertically driving a steel sheet pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel sheet pile through the second layer of earthwork side wall and inserting the steel sheet pile into the soil below, and performing soil nailing wall hanging net and spray anchor construction on the formed side wall; 5) repeating the steps 3) and 4) for sectional construction; 6) and after the length of the foundation pit is reached, excavating a second layer of earthwork from the face to the outside and from the middle part to two sides, putting the face on a slope according to the ratio of 1:1, carrying out soil nailing wall hanging net spray anchoring construction on the face, and finishing the foundation pit support.
Description
Technical Field
The invention relates to a construction method, in particular to a construction method for a limited space railway bridge and culvert prefabricated foundation pit support.
Background
With the improvement of the living standard of people and the increasing development of railway traffic, the available space on the ground is gradually reduced, the development and utilization of underground space become the main battlefield of urban construction, and more people are put into the research of underground engineering. When the existing railway below foundation pit excavation precast bridges and culverts are constructed, the internal space of the foundation pit is limited, large-scale equipment cannot enter, and foundation pit support cannot be carried out in the mode of traditional fender piles, crown beams and steel supports.
Disclosure of Invention
The invention aims to solve the technical problem that the existing railway bridges and culverts are difficult to support the prefabricated foundation pit.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a construction method for a limited space railway bridge and culvert prefabricated foundation pit support sequentially comprises the following construction steps:
1) measuring and setting out, and determining the excavation position of the foundation pit;
2) reinforcing the railway section above the bridge and the culvert by adopting a D beam;
3) excavating a first section of earthwork of a first layer, putting slopes on the slopes on two sides of the earthwork according to the ratio of 1:0.5, putting slopes on the face according to the ratio of 1:1, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed slopes;
4) processing a first section of earthwork side wall of a second layer by adopting a high-pressure jet grouting pile, keeping a distance between the construction position of the high-pressure jet grouting pile and a slope toe of the first layer of earthwork to form an operation platform, vertically driving a steel sheet pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel sheet pile through the second layer of earthwork side wall and inserting the steel sheet pile into the lower earthwork, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed second layer of earthwork side wall;
5) repeating the steps 3) and 4) for sectional construction;
6) and after the length of the foundation pit is reached, excavating a second layer of earthwork from the face to the outside and from the middle part to two sides, putting the face on a slope according to the ratio of 1:1, and sequentially carrying out soil nailing wall construction and net hanging and anchor spraying construction on the face, so that the foundation pit support is completed.
The invention has the beneficial effects that:
the construction method for the limited space railway bridge and culvert prefabricated foundation pit support, provided by the invention, adopts a support mode of a soil nailing wall, a suspended net spray anchor, a high-pressure jet grouting pile and a steel sheet pile, can effectively solve the technical problem of difficult foundation pit support caused by the fact that large equipment cannot enter a foundation pit below a railway in the prior art, can ensure the safety and reliability of a foundation pit support structure, can save the cost, shorten the construction period, reduce the influence of construction on normal line transportation, reduce the jacking distance and greatly improve the construction efficiency.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a schematic view of the foundation pit structure of the present invention.
In the figure:
1 ┄ D beam; 2 ┄ side slopes; 3 ┄ high-pressure jet grouting pile; 4 ┄ work platform.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present application and are not intended to limit the present application.
Referring to fig. 1, the construction method for the limited space railway bridge and culvert prefabricated foundation pit support sequentially comprises the following construction steps:
1) measuring and setting out, and determining the excavation position of the foundation pit; during specific construction, the excavation line can be marked on the existing concrete sleeper of each line road;
2) reinforcing the railway section above the bridge and the culvert by using the D beam 1; the step belongs to mature operation in the field, and particularly, the D beam 1 and the railway track are placed in parallel, a plurality of cross beams penetrate through the lower part of the railway track, the railway track is supported on the cross beams, and then two ends of the cross beams are fixedly connected with the D beam 1, so that the effect of reinforcing the railway is achieved;
3) excavating a first section of earthwork of a first layer, releasing slopes on the slopes 2 on two sides of the earthwork according to the ratio of 1:0.5, releasing slopes on the face surface according to the ratio of 1:1, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed slopes 2; the construction of soil nailing walls is a mature technology in the field, and is an in-situ soil body pipe adding technology: implanting the foundation pit side slope 2 through soil nails made of steel pipes, and injecting cement paste for reinforcement; the construction of hanging net and spraying anchor is also a mature technology in the field, and is a technology for spraying concrete to reinforce after hanging the reinforcing mesh on the soil nails;
4) processing a first section of earthwork side wall of a second layer by adopting a high-pressure jet grouting pile 3, keeping a distance between the construction position of the high-pressure jet grouting pile 3 and a slope toe of the first layer of earthwork to form an operation platform 4, vertically driving a steel sheet pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel sheet pile through the second layer of earthwork side wall and inserting the steel sheet pile into the lower earthwork, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed second layer of earthwork side wall; the high-pressure rotary jet grouting pile 3 is a mature technology in the field, and cement paste is sprayed into a soil layer and mixed with a soil body by a high-pressure rotating nozzle to form a continuously lapped cement reinforcing body;
5) repeating the steps 3) and 4) for sectional construction;
6) and after the length of the foundation pit is reached, excavating a second layer of earthwork from the face to the outside and from the middle part to two sides, putting the face on a slope according to the ratio of 1:1, and sequentially carrying out soil nailing wall construction and net hanging and anchor spraying construction on the face, so that the foundation pit support is completed.
The following two specific examples are provided to illustrate the specific operation steps of constructing the soil nailing wall and the high pressure jet grouting pile 3.
The concrete embodiment of the soil nailing wall and the hanging net spray anchor construction is given as follows:
weaving a reinforcing mesh: binding a bidirectional reinforcing mesh according to the design requirement, wherein the reinforcing bars are arranged in a phi 8@150 bidirectional mode, and the joints of the adjacent reinforcing bars are staggered by 150 mm.
Manufacturing the soil nail, wherein the soil nail adopts an anchor tubular structure: 4 soil nails are arranged, the diameter of the anchor pipe is 42mm, the wall thickness is 3.5mm, the anchor pipe is arranged in a quincunx manner, and the incident angle is 15 degrees. The horizontal spacing is 1.5m, and the vertical spacing is 1.0m, 1.5m, 1.5m, and 1.5m, respectively. The lengths of the No. 1 to No. 4 soil nails meeting the requirements of stability and tensile strength are 5m, 5m, 6.5m and 6m respectively.
Thirdly, drilling holes on the side slope 2 or the tunnel face, and inserting soil nails: the diameter of the drilled hole is 80 mm.
Fourthly, grouting into the soil nail: pure cement slurry is used for grouting the anchor pipe, the water cement ratio is 0.45-0.5, and 42.5-grade ordinary portland cement is used.
Hanging the woven reinforcing mesh on soil nails: the steel bar net is pressed tightly by a phi 12 screw-thread steel # -shaped frame, and the steel bar net, the soil nails and the # -shaped frame are connected by electric welding.
Sixthly, spraying a concrete surface layer: after the earth is excavated and the slope is repaired, surface layer concrete is sprayed, and one-time spraying is finished after the reinforcing mesh weaving and welding work is finished. The particle size of the stones is 5-15 mm, the concrete is marked as C25, and the spraying thickness is 0.1 m. The sprayed concrete should be doped with an accelerating agent, the initial setting of the concrete is less than 10min, and the final setting is less than 30 min.
A specific example of the construction of the high-pressure jet grouting pile 3 is given below:
firstly, positioning a drilling machine: the drilling machine is moved to the designed hole site, the drill bit is aligned with the center of the hole site, and after the drilling machine is in place, the drilling machine needs to be horizontally aligned, so that the axis of the drill rod is vertically aligned with the center of the drill hole. The verticality of the drill rod is required to be not more than 1%.
Secondly, slurry preparation: the slurry of the high-pressure jet grouting pile 3 adopts PO42.5 ordinary portland cement as cement, the dosage of the cement is not less than 40 percent (weight ratio), and the dosage of the cement per linear meter is 0.110 t. The pile body unlimited compression strength value of 28 days is required to be not less than 3.0 MkPa. When the mortar is stirred, water is firstly added, then cement is added, the stirring time of each mortar is not less than 2 minutes, the cement paste is prepared one hour before the cement paste is used, and the cement paste is continuously stirred in a mortar mixer until the cement paste is sprayed. During spraying, when cement slurry is poured into the collecting hopper from the mortar mixer, the hard cement blocks are removed by the filter screen. The cement slurry is sent into a spray pipe of the rotary vibration drilling machine through a rubber pipe and finally ejected.
Thirdly, drilling: and starting the drilling machine, rotating and drilling at the same time, and stopping drilling after reaching the designed elevation. When the spraying pipe reaches the preset depth of the soil layer, a spraying nozzle on the side face of the bottom of the pipe is used for simultaneously spraying high-pressure slurry and air to impact and cut the soil body. The high-pressure grouting pump sprays the slurry with the pressure of more than or equal to 30Mpa out of the inner spray pipe. Under the combined action of the high-pressure slurry flow and the air flow, the nozzle sprays and rotates to lift, and finally, a cylindrical solid structure is formed in the soil body. Pile position deviation is strictly controlled in the drilling process, and the position deviation of the drilled hole is not larger than 50 mm.
Fourthly, injection grouting: after drilling to the designed depth, spray grouting is carried out from bottom to top strictly according to the test parameters. During construction, operators must constantly check whether parameters such as slurry initial setting time, grouting flow, pressure, rotation lifting speed and the like meet requirements and make records. When spraying, the preset spraying pressure is reached, the spraying rotation is carried out for 30 seconds, after the cement paste and the pile end soil are fully stirred, the grouting pipe is lifted by rotating at a constant speed in the reverse direction while spraying, and the lifting speed is 20 cm/min; the rotation speed is about 20r/min, and the stirring and lifting speed is slowed down until the distance between the pile top and the pile is 1 m. The pile top is guaranteed to be compact and uniform. When the middle is in fault, the lifting and the rotary spraying are stopped to prevent the pile body from being interrupted, meanwhile, the fault is immediately checked and eliminated, and the overlapping of the section of restarting spraying and grouting and the front section is not less than 1m to prevent the solidification body from disjointing. The on-site operation personnel record the parameters of start-stop time, grouting flow, force, rotary jet height, rotary lifting speed and the like in the construction process.
Flushing and cleaning equipment: after the injection construction is finished, the grouting pipe and other equipment are washed clean by clear water to prevent solidification and blockage. The cement slurry can not remain in the pipe and the machine, and the slurry is generally changed into clear water to be sprayed on the ground so as to completely remove the slurry in a slurry pump, a grouting pipe and a hose.
Moving the drilling machine to the next hole position, and inserting the steel sheet pile when the jet grouting pile blade reaches the initial setting condition;
and seventhly, repeating the operations of the steps till the construction is finished.
The same or similar reference numerals in the drawings of the embodiments correspond to the same or similar components; in the description of the present application, it is to be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of description and simplification of description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only for illustrative purposes and are not to be construed as limitations of the present patent, and specific meanings of the above terms may be understood by those skilled in the art according to specific situations.
The above description is only exemplary of the present application and should not be taken as limiting the present application, as any modification, equivalent replacement, or improvement made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (3)
1. The construction method for the limited space railway bridge and culvert prefabricated foundation pit support is characterized by sequentially comprising the following construction steps:
1) measuring and setting out, and determining the excavation position of the foundation pit;
2) reinforcing a railway section above the bridge and the culvert by adopting a D beam (1);
3) excavating a first section of earthwork of a first layer, releasing slopes on the slopes (2) at two sides of the earthwork according to the ratio of 1:0.5, releasing slopes on the face surface according to the ratio of 1:1, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed slopes (2);
4) processing a first section of earthwork side wall of a second layer by adopting a high-pressure jet grouting pile (3), keeping a distance between the construction position of the high-pressure jet grouting pile (3) and a slope toe of the first layer of earthwork to form an operation platform (4), vertically driving a steel plate pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel plate pile through the second layer of earthwork side wall and inserting the steel plate pile into the soil below, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed second layer of earthwork side wall;
5) repeating the steps 3) and 4) for sectional construction;
6) and after the length of the foundation pit is reached, excavating a second layer of earthwork from the face to the outside and from the middle part to two sides, putting the face on a slope according to the ratio of 1:1, and sequentially carrying out soil nailing wall construction and net hanging and anchor spraying construction on the face, so that the foundation pit support is completed.
2. The limited space railway bridge and culvert prefabrication foundation pit supporting construction method according to claim 1, wherein in the step 3) and the step 6), the soil nailing wall construction and the net hanging and spray anchoring construction comprise the following steps:
3. The finite space railway bridge and culvert prefabrication foundation pit supporting construction method according to claim 1, wherein in the step 4), the high-pressure jet grouting pile (3) construction comprises the following steps:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110385814.1A CN113202110A (en) | 2021-04-11 | 2021-04-11 | Construction method for supporting and protecting finite space railway bridge and culvert prefabricated foundation pit |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110385814.1A CN113202110A (en) | 2021-04-11 | 2021-04-11 | Construction method for supporting and protecting finite space railway bridge and culvert prefabricated foundation pit |
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| CN113202110A true CN113202110A (en) | 2021-08-03 |
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| CN202110385814.1A Pending CN113202110A (en) | 2021-04-11 | 2021-04-11 | Construction method for supporting and protecting finite space railway bridge and culvert prefabricated foundation pit |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114182738A (en) * | 2021-12-29 | 2022-03-15 | 中铁十二局集团建筑安装工程有限公司 | Excavation and support construction method for foundation pit in limited space |
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| CN101126241A (en) * | 2006-08-15 | 2008-02-20 | 吴忠诚 | Scattered row piles-brad wall combination supporting method |
| KR20100078872A (en) * | 2008-12-30 | 2010-07-08 | 박정열 | Cut-off wall using sheet pile and working method of the same |
| CN103669374A (en) * | 2013-12-18 | 2014-03-26 | 安徽华力建设集团有限公司 | Combined supporting construction method of steel sheet pile used in silt soil slope |
| CN105155550A (en) * | 2015-07-23 | 2015-12-16 | 甘肃第六建设集团股份有限公司 | Construction method for digging deep foundation pit in large-thickness highly weathered sandstone stratum in combined supporting mode |
| CN208346827U (en) * | 2018-06-07 | 2019-01-08 | 泉发建设股份有限公司 | Foundation pit comprehensive support structure |
| CN111648376A (en) * | 2020-06-10 | 2020-09-11 | 深圳市市政工程总公司 | Construction method adopting deep foundation pit supporting and anchoring structure for supporting |
-
2021
- 2021-04-11 CN CN202110385814.1A patent/CN113202110A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101126241A (en) * | 2006-08-15 | 2008-02-20 | 吴忠诚 | Scattered row piles-brad wall combination supporting method |
| KR20100078872A (en) * | 2008-12-30 | 2010-07-08 | 박정열 | Cut-off wall using sheet pile and working method of the same |
| CN103669374A (en) * | 2013-12-18 | 2014-03-26 | 安徽华力建设集团有限公司 | Combined supporting construction method of steel sheet pile used in silt soil slope |
| CN105155550A (en) * | 2015-07-23 | 2015-12-16 | 甘肃第六建设集团股份有限公司 | Construction method for digging deep foundation pit in large-thickness highly weathered sandstone stratum in combined supporting mode |
| CN208346827U (en) * | 2018-06-07 | 2019-01-08 | 泉发建设股份有限公司 | Foundation pit comprehensive support structure |
| CN111648376A (en) * | 2020-06-10 | 2020-09-11 | 深圳市市政工程总公司 | Construction method adopting deep foundation pit supporting and anchoring structure for supporting |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114182738A (en) * | 2021-12-29 | 2022-03-15 | 中铁十二局集团建筑安装工程有限公司 | Excavation and support construction method for foundation pit in limited space |
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Application publication date: 20210803 |
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