CN111254877A - Channel deep ballast rapid construction method - Google Patents
Channel deep ballast rapid construction method Download PDFInfo
- Publication number
- CN111254877A CN111254877A CN202010176543.4A CN202010176543A CN111254877A CN 111254877 A CN111254877 A CN 111254877A CN 202010176543 A CN202010176543 A CN 202010176543A CN 111254877 A CN111254877 A CN 111254877A
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- stirring
- ballast
- guniting
- foot
- channel
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/121—Devices for applying linings on banks or the water bottom
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The invention provides a rapid construction method for a deep ballast of a channel, which comprises the following steps: 1) measuring and paying off a foot-pressing side line; 2) excavating a guide groove; 3) lofting a pile position of a ballast foot; 4) stirring and sinking for the first time, only stirring, sinking to the designed depth, and loosening the soil; 5) the primary slurry spraying is stirred and lifted, the slurry is sprayed from bottom to top, and the stirring is carried out simultaneously, so that the on-site soil and the cement slurry are preliminarily mixed, and part of the total slurry spraying amount is finished; 6) stirring for the second time and sinking, and repeating the step 4); 7) stirring and lifting the secondary guniting, and repeating the step 5) to complete the total guniting amount; 8) and (5) repeating the steps 4) to 7) to finish the subsequent pile position operation. By adopting the method, the slope-caving excavation work is effectively avoided, the process is simplified, the cost is saved, the construction period is shortened, the construction is safe, the structural strength is guaranteed, the requirement on the soil quality of the operation area is extremely low, the adaptability is strong, and the popularization and the application are facilitated.
Description
Technical Field
The invention relates to a construction method for channel protection, in particular to a rapid construction method for deep ballast of a channel.
Background
In the large-scale channel construction operation, in order to save investment, only the soil channel side slope is lined, and the channel bottom is not lined. In order to meet the requirement of channel scour prevention, the bottom of the large soil channel is not lined, concrete ballast feet are designed on two inner slope feet of the channel, the width of the ballast foot is about 50cm to 60cm generally, and the depth of the ballast foot is about 100cm to 200cm generally, as shown in figure 1.
When the channel is located in a section without underground water and with good self-stability, the ballast foot can be excavated without slope placement according to the design body type, and then concrete is poured.
However, if the channel bottom plate is located below the ground water level and is a sandy or mucky soil layer with poor self-stability, even if a precipitation measure is taken, the ballast part is difficult to excavate and form according to the designed body, slope excavation is often needed, then procedures such as installing inner and outer templates, pouring concrete, concrete and the like, removing the templates, backfilling and compacting the overexcavation part and the like are performed, and then the construction of channel slope protection can be performed, the whole construction procedures are multiple, long in duration and high in cost, and the structural stability of the backfilled soil with small operation space cannot be guaranteed, which is shown in the attached figure 2.
Under the application number of CN201220201077.1, the name of the utility model is: the patent of the concrete buried footing form device is the patent technology applied under the condition; also disclosed is CN201410100002.8 with the name: the application of the invention patent of the construction method of the gabion ecological gabion river channel revetment is that the construction method of the ballast is implemented by adopting a slope-releasing excavation mode, and the defects are overcome.
In order to solve the above problems, people are always seeking an ideal technical solution.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a rapid construction method for channel deep ballast, which has the advantages of low requirement on site geological conditions, simple construction process, short construction period, low cost, high safety and high engineering quality.
A rapid construction method for a deep ballast of a channel comprises the following steps:
1) paying off is measured on the side line of the ballast foot, and after the channel is excavated and formed, the side line of the ballast foot is lofted at the position of the slope foot of the channel;
2) lofting the pile positions of the ballast feet, determining the center of the pile position of each ballast foot pile, and numbering the pile positions;
3) stirring and sinking, namely downwards stirring and sinking from the center of the pile position until the designed depth of the ballast;
4) spraying, stirring and lifting, namely stirring and lifting upwards from the designed depth of the ballast foot, starting spraying from the bottom, and continuously spraying along with the stirring and lifting action until the slurry reaches the surface;
5) for a single pile position, the steps 3) and 4) are carried out at least once;
6) and (5) repeating the steps 3) to 5) after the construction of a single pile position is finished, and finishing the subsequent pile position operation.
Basically, in the step 3) and the step 4), the operation is performed twice, and the method specifically comprises the following steps:
3.1) primary stirring and sinking, namely downwards stirring and sinking from the center of the pile position until the design depth of the ballast foot;
4.1) one-time guniting stirring lifting, namely, upwards stirring lifting from the designed depth of the ballast foot, starting guniting from the bottom, and continuously guniting along with stirring lifting action until the guniting reaches the surface, wherein the one-time guniting amount is a certain proportion of the total guniting amount;
3.2) secondary stirring and sinking, namely downwards stirring and sinking from the center of the pile position until the design depth of the ballast foot;
and 4.2) secondary guniting stirring and lifting, namely stirring and lifting upwards from the designed depth of the ballast foot, starting guniting from the bottom, and guniting along with stirring and lifting actions until the guniting reaches the surface, wherein the secondary guniting meets the requirement of the total guniting amount.
And 6), performing subsequent operation of the pile position of the ballast by adopting a jumping interpolation method.
And 2), firstly excavating a first guide groove, excavating a guide groove with the depth of 20cm by taking the side line of the ballast foot as a boundary, and then lofting the center of the pile position of the ballast foot in the first guide groove.
Basically, in the step 2), the pile positions of two adjacent foot-stabilizing piles are partially overlapped.
Basically, in the step 4.1), the guniting amount is 60% of the total guniting amount, in the step 4.2), the guniting amount is 40% of the total guniting amount, and manual small-amount grout supplementing, stirring and leveling are carried out on the surface of the stirring pile.
And 7), after the compressive strength of the foot ballast reaches the required proportion of the designed strength, cleaning the top, pouring capping concrete with a certain thickness, and manually rolling and polishing the surface.
Basically, in step 4) -7), adopt and shallowly stir stake equipment and stir and sink, stirring promotion and slip casting, shallowly stir stake equipment and include cantilever car, shallowly stir head, cement mortar mixer and grouting pump, shallowly stir the head and include main shaft, conveying pipeline, stirring vane and actuating mechanism, stirring vane's working diameter is the same with the pile position diameter of the foot of town, the main shaft bottom is located along main shaft setting and export to the conveying pipeline, cement mortar mixer passes through the import that the grouting pump connected the conveying pipeline.
The main shaft is a hollow shaft, and an internal channel of the hollow shaft forms the material conveying pipe; and a positioning guide pointed end is arranged at the bottom end of the main shaft.
Basically, the method adopts the sectional operation, and after each section of operation is finished, shallow pile stirring equipment is cleaned.
Compared with the prior art, the method has outstanding substantive characteristics and remarkable progress, and particularly abandons the complex processes of slope excavation, pouring of ballast, backfilling of soil and canal slope protection and building in the prior art, and adopts a mode of stirring cement slurry and original soil on site to directly form the cement soil ballast with certain strength and scouring resistance, so that the slope excavation is avoided, the transportation of the waste soil is avoided, the consumption of sand stones and the use of templates are reduced, the waste is hardly generated, the process is simple, the construction speed is high, and the construction cost is greatly saved.
Furthermore, due to different construction processes, excavation of an earth square tooth socket with poor self-stability can be avoided, safety accidents of channel collapse can not occur, and safety of constructors and equipment is guaranteed; the excavation of the foot groove of the town and the backfill of the over-excavation region are avoided, the later-stage settlement damage of the channel slope protection caused by the incompact backfill can not be generated, the combination of the cement soil foot of the town and the undisturbed soil is tight, and the stability is better.
Furthermore, a jump beating interpolation method is adopted, so that the stress of the shallow stirring head is balanced, and the verticality control of the pile is facilitated.
Furthermore, the adjacent pile positions are partially overlapped, so that the piles and the piles can be continuously and tightly connected together to form a complete and continuous cement soil ballast foot.
Further, divide into twice whitewashing, once whitewashing is used for preliminary mixture, and the secondary whitewashing carries out abundant mixture, guarantees the closely knit and the homogeneity of foot inner structure of town.
Furthermore, the later stage is provided with the coping concrete, and only manual work is needed to construct on the ground surface, so that the attractiveness of the exposed surface is ensured.
Furthermore, a special shallow pile stirring device is arranged, so that the working efficiency is further improved.
Drawings
FIG. 1 is a schematic structural diagram of a ballast of a current channel;
FIG. 2 is a flow chart of a prior art process for constructing a ballast;
FIG. 3 is a schematic view of a construction site of the rapid construction method for deep ballast of a channel according to the present invention;
FIG. 4 is a plan view of the ballast pile position of the present invention;
FIG. 5 is a sectional view taken along line A-A of FIG. 4;
FIG. 6 is a construction sequence diagram of a single pile location;
in the figure: 1. foot-calming; 2. the inner slope of the channel; 3. a channel floor; 4. a tracked vehicle; 5. a cantilever; 6. shallow stirring head; 7. grouting pump; 8. a cement slurry mixer; 9. a hollow main shaft; 10. a stirring blade; 11. a hydraulic motor; 12. a flow meter; 13. and a pressure gauge.
Detailed Description
In order that the above objects, features and advantages of the present invention can be more clearly understood, a more particular description of the invention will be rendered by reference to the appended drawings.
A rapid construction method for a deep ballast of a channel comprises the following steps:
1) and (4) surveying and paying off the side line of the ballast foot, and lofting the side line of the ballast foot 1 at the slope foot of the inner slope 2 of the channel by using a total station after the channel is excavated and formed.
2) Firstly, excavating a first guide groove, and excavating a guide groove with a shallow depth of about 20cm by taking a side line of a ballast as a boundary, wherein the main function of the guide groove is to ensure that cement paste does not overflow out of the range of the ballast when the cement paste is sprayed and stirred; and then lofting the center of the pile position of the pile of the ballast foot in the first guide groove, wherein the pile diameter of the ballast foot 1 is 50cm in the embodiment, two adjacent piles are overlapped by 15cm, and as shown in fig. 4 and 5, numbering the pile position after lofting is finished, wherein the numbering is sequentially Z1, Z2, Z3 and … ….
As shown in fig. 3, after this step is finished, shallow pile stirring equipment for approach construction needs to be prepared, the shallow pile stirring equipment comprises a tracked vehicle 4 with a cantilever 5, a shallow stirring head 6, a cement mixer 8 and a grouting pump 7, the shallow stirring head 6 comprises a hollow main shaft 9 with a built-in conveying pipe, a stirring blade 10 and a hydraulic motor 11, the working diameter of the stirring blade 10 is the same as the pile position diameter of the ballast 1 and is 50cm, the outlet of the conveying pipe is arranged at the bottom end of the hollow main shaft 9, the bottom end of the hollow main shaft 9 is provided with a positioning guide tip, the cement mixer 8 is connected with the inlet of the conveying pipe through the grouting pump 7, and specifically, the hollow shaft is connected with a rotary union through a section of hose so as to facilitate movement, and the power of the hydraulic motor 11 comes from the tracked vehicle 4.
Wherein, the cement mixer 8 and the installation position of grouting pump 7 can be placed according to the scene, usually put on the dyke of the interior slope 2 one side of channel, make things convenient for feed and defeated material.
After pile position lofting is determined, the crawler 4 enters the channel bottom plate 3, the walking direction is parallel to the arrangement direction of the ballast feet 1 so as to move, meanwhile, the shallow stirring head 6 needs to be kept vertical, the deflection rate is controlled within 3.5%, and the lower end of the guide tip is aligned to the center of the Z1 pile position; at the same time, the cement mixer 8 starts to produce cement paste, and in order to control the amount of cement to be injected, a flow meter 12 and a pressure gauge 13 are installed on the pipeline for transportation, and the grouting pressure and the amount of cement to be mixed in each cubic soil are controlled, and then construction is started.
As shown in fig. 6, a flowchart of the operation divided into two is described.
4.1) primary stirring and sinking, namely downwards stirring and sinking from the center of a Z1 pile position, rotating and sinking a shallow stirring head till the designed depth of a ballast, and not spraying cement paste in the sinking process, so that the soil texture is loosened;
5.1) primary guniting stirring and lifting, namely stirring and lifting upwards from the designed depth of a Z1 ballast, starting guniting from the bottom, continuously guniting along with stirring and lifting actions until the guniting reaches the surface, wherein the primary guniting amount is 60% of the total guniting amount, and the primary guniting amount is used for primary mixing so as to prevent insufficient primary mixing;
4.2) secondary stirring and sinking, namely downwards stirring and sinking from the center of the Z1 pile position until the designed depth of the ballast foot is reached, and not spraying cement paste;
and 5.2) stirring and lifting the secondary guniting, stirring and lifting upwards from the designed depth of the Z1 ballast, starting guniting from the bottom, and guniting along with stirring and lifting actions until the secondary guniting reaches the surface, wherein the secondary guniting finishes 100% of the total guniting amount, and the primary guniting is fully mixed.
It should be noted that this embodiment is only an optimized scheme, and in different geological conditions, the construction of shallow mixing pile can be carried out through single or multiple processes of mixing, sinking, guniting, mixing and lifting.
After the Z1 pile-pressing operation is completed, the subsequent pile-pressing operation is carried out by adopting a jump interpolation method, in the embodiment, after the Z1 operation, the Z3 pile position, then the Z2, then the Z5, the Z4, the Z7 and the Z6 … … are operated, and the rest is done, the next pile position is operated at intervals, and then the pile position in the middle of the operation is turned back, so that the operation has the advantages that the stress balance of the shallow stirring head 6 can be ensured, and the verticality control of the pile is facilitated.
Because the stirring stake surface one deck does not have upper portion soil body restraint, the stirring effect is poor, along with the construction of stirring stake, can adopt artifical a small amount of mends the mode of rewarding, stirring and flattening to improve.
And finally, after the compressive strength of the bottom of the foot is 50% of the designed strength, cleaning the top, pouring 20cm thick capping concrete, and manually closing the surface for calendering so as to ensure the attractiveness of the exposed surface of the top of the bottom of the foot.
In order to protect equipment, sectional operation is adopted, and after each section of operation is finished, shallow pile stirring equipment is cleaned, particularly shallow stirring heads, grouting pumps, conveying pipelines and the like are cleaned, so that blockage is avoided.
Compared with the conventional technology, the construction process reduces the investment of manpower, materials, time and equipment, greatly reduces the cost, and can save the cost by nearly 30 percent through measurement and calculation; compared with the prior art, the whole construction period is shortened by nearly half, shallow pile stirring equipment can be formed by refitting various crawler operation vehicles, only the cantilever end needs to be configured, the walking is convenient, the adaptability is strong, the operation is flexible, the construction requirements under various soil environments can be met, the operation process of the shallow pile stirring is greatly simplified, and the popularization and the application are facilitated.
Finally, it should be noted that the above examples are only used to illustrate the technical solutions of the present invention and not to limit the same; although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art will understand that: modifications to the specific embodiments of the invention or equivalent substitutions for parts of the technical features may be made; without departing from the spirit of the present invention, it is intended to cover all aspects of the invention as defined by the appended claims.
Claims (10)
1. A rapid construction method for a deep ballast of a channel is characterized by comprising the following steps: the method comprises the following steps:
1) paying off is measured on the side line of the ballast foot, and after the channel is excavated and formed, the side line of the ballast foot is lofted at the position of the slope foot of the channel;
2) lofting the pile positions of the ballast feet, determining the center of the pile position of each ballast foot pile, and numbering the pile positions;
3) stirring and sinking, namely downwards stirring and sinking from the center of the pile position until the designed depth of the ballast;
4) spraying, stirring and lifting, namely stirring and lifting upwards from the designed depth of the ballast foot, starting spraying from the bottom, and continuously spraying along with the stirring and lifting action until the slurry reaches the surface;
5) for a single pile position, the steps 3) and 4) are carried out at least once;
6) and (5) repeating the steps 3) to 5) after the construction of a single pile position is finished, and finishing the subsequent pile position operation.
2. The rapid construction method of the deep ballast of the channel as claimed in claim 1, wherein: in the step 3) and the step 4), the operation is performed twice, and the method specifically comprises the following steps:
3.1) primary stirring and sinking, namely downwards stirring and sinking from the center of the pile position until the design depth of the ballast foot;
4.1) one-time guniting stirring lifting, namely, upwards stirring lifting from the designed depth of the ballast foot, starting guniting from the bottom, and continuously guniting along with stirring lifting action until the guniting reaches the surface, wherein the one-time guniting amount is a certain proportion of the total guniting amount;
3.2) secondary stirring and sinking, namely downwards stirring and sinking from the center of the pile position until the design depth of the ballast foot;
and 4.2) secondary guniting stirring and lifting, namely stirring and lifting upwards from the designed depth of the ballast foot, starting guniting from the bottom, and guniting along with stirring and lifting actions until the guniting reaches the surface, wherein the secondary guniting meets the requirement of the total guniting amount.
3. The method for quickly constructing the deep ballast of the channel as claimed in claim 1 or 2, wherein: and 6), performing subsequent operation of the pile position of the ballast by adopting a jumping interpolation method.
4. The method for quickly constructing the deep ballast of the channel as claimed in claim 1 or 2, wherein: in the step 2), firstly, a first guide groove is dug, a guide groove with a shallow depth is dug by taking a side line of the ballast foot as a boundary, and then the center of the pile position of the ballast foot is lofted in the first guide groove.
5. The method for quickly constructing the deep ballast of the channel as claimed in claim 4, wherein: in the step 2), pile positions of two adjacent foot-stabilizing piles are partially overlapped.
6. The rapid construction method of the deep ballast of the channel as claimed in claim 2, wherein: in the step 4.1), the guniting amount is 60% of the total guniting amount, in the step 4.2), the guniting amount is 40% of the total guniting amount, and manual small-amount guniting, stirring and leveling are carried out on the surface of the stirring pile.
7. The method for rapidly constructing the deep ballast of the channel as claimed in claim 1, 2, 5 or 6, wherein: and 7), after the compressive strength of the foot ballast reaches the required proportion of the designed strength, cleaning the top, pouring capping concrete with a certain thickness, and manually rolling and polishing the surface.
8. The method for rapidly constructing the deep ballast of the channel as claimed in claim 1, 2, 5 or 6, wherein: step 4) -7), adopt and shallowly stir stake equipment and stir and sink, stir promotion and slip casting, shallowly stir stake equipment and include cantilever car, shallowly stir head, cement paste mixer and grouting pump, shallowly stir the head and include main shaft, conveying pipeline, stirring vane and actuating mechanism, stirring vane's working diameter is the same with the pile space diameter of the foot of town, the main shaft bottom is located along main shaft setting and export to the conveying pipeline, cement paste mixer passes through the import that grouting pump connects the conveying pipeline.
9. The method for quickly constructing the deep ballast of the channel as claimed in claim 7 or 8, wherein: the main shaft is a hollow shaft, and an internal channel of the hollow shaft forms the material conveying pipe; and a positioning guide pointed end is arranged at the bottom end of the main shaft.
10. The method for quickly constructing the deep ballast of the channel as claimed in claim 9, wherein: and (4) performing segmented operation, and cleaning shallow pile stirring equipment after each segment of operation is completed.
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| CN202010176543.4A CN111254877A (en) | 2020-03-13 | 2020-03-13 | Channel deep ballast rapid construction method |
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| CN202010176543.4A CN111254877A (en) | 2020-03-13 | 2020-03-13 | Channel deep ballast rapid construction method |
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Cited By (2)
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| CN111945671A (en) * | 2020-07-27 | 2020-11-17 | 中电建十一局工程有限公司 | Construction method of concrete tooth wall at channel toe |
| CN115030092A (en) * | 2022-06-20 | 2022-09-09 | 长江生态环保集团有限公司 | Construction process of side slope corner protector for unfavorable geology |
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| CN115030092A (en) * | 2022-06-20 | 2022-09-09 | 长江生态环保集团有限公司 | Construction process of side slope corner protector for unfavorable geology |
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