CN109113746B - Construction method of shield manhole - Google Patents
Construction method of shield manhole Download PDFInfo
- Publication number
- CN109113746B CN109113746B CN201810822243.1A CN201810822243A CN109113746B CN 109113746 B CN109113746 B CN 109113746B CN 201810822243 A CN201810822243 A CN 201810822243A CN 109113746 B CN109113746 B CN 109113746B
- Authority
- CN
- China
- Prior art keywords
- construction
- shield
- waist
- ring
- erecting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 104
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 40
- 238000012423 maintenance Methods 0.000 claims abstract description 32
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 31
- 239000010959 steel Substances 0.000 claims abstract description 31
- 229910000746 Structural steel Inorganic materials 0.000 claims abstract description 5
- 238000007789 sealing Methods 0.000 claims abstract description 5
- 239000002689 soil Substances 0.000 claims description 26
- 238000005553 drilling Methods 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 20
- 238000009412 basement excavation Methods 0.000 claims description 19
- 238000005507 spraying Methods 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 10
- 230000000712 assembly Effects 0.000 claims description 9
- 238000000429 assembly Methods 0.000 claims description 9
- 238000007689 inspection Methods 0.000 claims description 8
- 239000002861 polymer material Substances 0.000 claims description 6
- 238000007569 slipcasting Methods 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 5
- 239000000565 sealant Substances 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 238000007599 discharging Methods 0.000 claims description 2
- 238000004080 punching Methods 0.000 claims description 2
- 230000008439 repair process Effects 0.000 claims description 2
- 238000007592 spray painting technique Methods 0.000 claims description 2
- 230000008901 benefit Effects 0.000 abstract description 2
- 238000009435 building construction Methods 0.000 abstract description 2
- 239000002002 slurry Substances 0.000 description 12
- 239000004568 cement Substances 0.000 description 10
- 239000010410 layer Substances 0.000 description 9
- 230000008569 process Effects 0.000 description 9
- 239000007921 spray Substances 0.000 description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 7
- 230000002787 reinforcement Effects 0.000 description 6
- 238000002347 injection Methods 0.000 description 5
- 239000007924 injection Substances 0.000 description 5
- 238000005259 measurement Methods 0.000 description 5
- 238000003466 welding Methods 0.000 description 5
- 239000004576 sand Substances 0.000 description 4
- 238000009415 formwork Methods 0.000 description 3
- 238000003756 stirring Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000004537 pulping Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000033228 biological regulation Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000005187 foaming Methods 0.000 description 1
- 239000007789 gas Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mechanical Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Wood Science & Technology (AREA)
- Lining And Supports For Tunnels (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a construction method of a shield manhole, belonging to the field of building construction, and the technical key points of the construction method comprise the following steps: firstly, measuring and paying off, positioning and leveling; secondly, reinforcing the jet grouting pile; thirdly, constructing a lock opening ring; fourthly, constructing the maintenance well: the construction method comprises the steps of conventional section construction, reinforcing ring construction and shield section construction; and (3) conventional section construction: excavating earthwork, erecting a waist beam, erecting a corrugated plate, erecting a first pair of braces, and constructing a reinforcing ring: excavating earthwork, erecting a waist beam, erecting a first pair of braces, erecting a waist beam on the next layer, and constructing a shield section: excavating earthwork, erecting a waist beam, erecting a corrugated plate, then erecting a second counter brace inside the waist beam, and sealing the bottom by using structural steel: a plurality of structural steels which are positioned on the same plane are erected inside the waist beam at the bottommost end of the shield section, so that the bottommost end of the shield section is sealed. The shield maintenance well has the advantage that the support structure in the shield maintenance well can be dismantled after the maintenance well is constructed.
Description
Technical Field
The invention relates to the field of building construction, in particular to a construction method of a shield manhole.
Background
In the urban underground railway tunnel and subway engineering constructed by adopting the shield method, due to the reasons of long-distance tunneling of a shield machine, poor adaptability of a cutter head cutter and engineering geological conditions and the like, the cutter head cutter is seriously abraded and damaged, so that a well needs to be overhauled, and the shield cutter head cutter is reformed and repaired to ensure that the engineering is smoothly carried out.
Compared with the conventional foundation pit, the shield overhaul working well has many characteristics, such as relatively fixed plane size, circular shape with the diameter of about 7 meters for common shields, and relatively deeper burial depth than trenchless construction, generally less than 5 meters; in addition, the shield maintenance working well belongs to a temporary supporting structure, and is required to be dismantled and backfilled after maintenance work is completed, if a traditional foundation pit construction method is adopted, such as steel bar grating and concrete anchor spraying, open caisson and the like, the construction period is long, the construction cost is high, many materials cannot be recycled, particularly, the concrete supporting structure cannot be completely dismantled after construction is completed, and the environment is greatly influenced.
Disclosure of Invention
The invention aims to provide a construction method of a shield maintenance well, which has the advantage that after the maintenance well is constructed, a supporting structure in the shield maintenance well can be dismantled.
The technical purpose of the invention is realized by the following technical scheme:
a construction method of a shield manhole comprises the following steps:
the method comprises the following steps of firstly, measuring and paying off, positioning and leveling: selecting the position of the manhole according to project requirements, drawing a contour line of the manhole according to a design drawing, and reinforcing and leveling the surface of the selected position;
secondly, reinforcing the jet grouting pile: firstly, measuring a datum point, aligning an axis and a hole position, measuring and lofting the elevation of a hole opening, marking by adopting spray painting, then sequentially drilling holes by adopting a geological drilling machine, and then performing rotary spraying operation on a rotary spraying pile in the drilled holes;
thirdly, constructing a locking ring: positioning according to a design drawing, discharging corner positions of the locking notch ring, marking, then performing cushion layer construction, cleaning an excavation surface in time after manual bottom cleaning, leveling and tamping, constructing C concrete in time, then performing reinforcement and formwork support, finally pouring the concrete into a formwork to perform ring beam pouring, and finally installing guardrails on the poured ring beam;
fourthly, constructing the maintenance well: the construction method comprises the steps of conventional section construction, reinforcing ring construction and shield section construction;
and (3) conventional section construction: firstly, excavating earthwork according to a design layout, erecting a first waist beam after soil body excavation, fixedly connecting the first waist beam with a ring beam by bolts, erecting a corrugated plate in time after the first waist beam is installed, fixedly connecting the corrugated plate with the first waist beam through a bolt and nut assembly, then erecting a first pair of supports in the erected waist beam, wherein the first pair of supports are positioned on an elliptical short shaft of an inspection and repair well and are erected downwards in sequence, so that construction of a conventional section is completed;
and (3) reinforcing ring construction: the method comprises the following steps that a reinforcing ring is formed by stacking a plurality of waist beams together, earthwork excavation is firstly carried out, after soil body excavation is carried out, a first waist beam at the reinforcing ring is erected and fixedly connected with the waist beam at the lowest end of a conventional section through a bolt, the first waist beam at the reinforcing ring is erected, a first pair of supports are erected in the erected waist beam, the first pair of supports are located on an oval short shaft of an inspection well, then the waist beam at the next layer is erected, the waist beam at the next layer and the waist beam at the previous layer are fixed through a bolt and nut assembly and are erected downwards in sequence, and therefore construction of the reinforcing ring is completed;
construction of a shield segment: firstly, excavating earthwork, erecting a first waist beam at a shield section after soil body excavation, fixedly connecting the first waist beam with a waist beam at the bottommost end of a reinforcing ring by using bolts, erecting a corrugated plate in time after the first waist beam is installed, fixedly connecting the corrugated plate with the first waist beam through a bolt and nut assembly, then erecting a second counter support inside the erected waist beam, positioning the second counter support on an elliptical short shaft of an inspection well, and sequentially erecting downwards, thereby completing construction of the shield section;
fifthly, structural steel bottom sealing: a plurality of structural steels which are positioned on the same plane are erected inside the waist beam at the bottommost end of the shield section, so that the bottommost end of the shield section is sealed.
By adopting the technical scheme, the periphery of the manhole is reinforced by the jet grouting piles before the construction of the manhole, and a loose foundation is reinforced, so that the condition that the manhole is not easy to collapse during construction is ensured; the construction of the maintenance well is divided into conventional section construction, reinforcing ring construction and shield section construction, so that the supporting strength of the supporting structure in the maintenance well is ensured, and meanwhile, after the construction is completed, the supporting structure in the maintenance well can be dismantled, so that the influence of the supporting structure on the environment is avoided.
The invention is further configured to: in the construction of conventional section and shield structure section, according to the bottom condition, inject the high molecular polymer material of expansibility behind the buckled plate, reserve on the buckled plate or punch out the slip casting hole on the scene.
By adopting the technical scheme, the expandable high polymer material is injected into the back surface of the corrugated plate, so that the gap between the supporting structure and the inner wall of the maintenance well is filled, the supporting structure is attached to the inner wall of the maintenance well more tightly, and the collapse of the inner wall of the maintenance well is avoided.
The invention is further configured to: in constructing the fore shaft circle, the guardrail adopts the buckled plate guardrail, and the buckled plate guardrail adopts flange bolt and collar tie beam to fix.
Through adopting above-mentioned technical scheme, through adopting the buckled plate guardrail, make things convenient for the installation of guardrail and when backfilling the manhole, can retrieve the guardrail and utilize.
The invention is further configured to: the splicing position of the corrugated plate guardrail and the ring beam is sealed by waterproof sealant.
Through adopting above-mentioned technical scheme, sealed through the concatenation department at buckled plate and ring beam, avoid water to flow into the inside of manhole from the concatenation department.
The invention is further configured to: and in the construction of the locking ring, after the ring beam is poured, a layer of prefabricated steel plate is laid on the upper part of the ring beam, and the prefabricated steel plate is welded with the embedded steel bars on the ring beam.
Through adopting above-mentioned technical scheme, through lay prefabricated steel sheet at circle roof beam upper story to avoid the circle roof beam of concrete to receive great external force, thereby cause the damage of circle roof beam.
The invention is further configured to: the ring beam is formed by one-time pouring, and the ring beam is vibrated by a vibrating rod during pouring, wherein the vibrating is carried out in a fast-inserting and slow-pulling mode.
By adopting the technical scheme, the quick-inserting and slow-pulling mode is adopted, and the layering segregation phenomenon between the surface of concrete and the lower concrete is prevented when the concrete is compacted in the quick-inserting process; the slow drawing is to fill the concrete into the socket formed when the vibrating rod is drawn out.
The invention is further configured to: in the construction of the maintenance well, when soil is excavated, the surrounding soil is excavated firstly, and finally the middle soil is excavated.
Through adopting above-mentioned technical scheme, through digging earlier soil body all around, avoid the soil body when excavating, the condition that collapses appears in the inner wall of manhole, dig earlier soil body all around simultaneously, make things convenient for setting up of the waist rail and the buckled plate of next layer.
The invention is further configured to: in the step of manhole construction, three waist beams are erected every time, upright columns which are vertically arranged are erected inside the waist beams, and the upright columns are fixed on the inner sides of the waist beams through bolt and nut assemblies.
Through adopting above-mentioned technical scheme, erect vertical stand through the inside at the collar tie beam to link to each other stand and waist rail are fixed, thereby increase overall supporting structure's structural strength, avoid appearing collapsing the condition at the manhole, make the waist rail take place to warp.
The invention is further configured to: the first pair of braces and the second pair of braces are respectively connected with the wale through the brace connecting columns, the brace connecting columns are fixed on the wale through bolt and nut assemblies, and the first pair of braces and the brace connecting columns are fixed through the bolt and nut assemblies.
Through adopting above-mentioned technical scheme, through propping the spliced pole respectively with first pair prop, second pair prop and the ring roof beam adopts the bolt and nut subassembly to carry out the mode fixed, the convenience is to the first pair equipment and the later stage of propping and second pair dismantlement of propping.
The invention is further configured to: in the step of reinforcing the jet grouting pile, before the jet grouting pile is constructed, a pipeline in a reinforcing site is explored.
By adopting the technical scheme, the pipeline in the reinforcing site is probed in advance, so that the pipeline can be communicated with relevant responsible units in time and can be shifted, and the pipeline is prevented from being damaged in the construction process.
In conclusion, the invention has the following beneficial effects:
1. the periphery of the manhole is reinforced by the jet grouting piles before the construction of the manhole, and a loose foundation is reinforced, so that the condition that the manhole is not easy to collapse during construction is ensured; the construction of the maintenance well is divided into conventional section construction, reinforcing ring construction and shield section construction, so that the supporting strength of the supporting structure in the maintenance well is ensured, and meanwhile, after the construction is finished, the supporting structure in the maintenance well can be dismantled, so that the influence of the supporting structure on the environment is avoided;
2. the back surface of the corrugated plate is injected with the expansive high polymer material, so that the support structure is more tightly attached to the inner wall of the manhole, and the condition that the inner wall of the manhole collapses is avoided;
3. by adopting the corrugated plate guardrail, the guardrail is convenient to install and can be recycled when the maintenance well is backfilled;
4. the first pair of supports and the second pair of supports are conveniently assembled and disassembled in the later period by fixing the pair support connecting column, the first pair of supports, the second pair of supports and the ring beam respectively by adopting bolt and nut assemblies;
5. by probing the pipelines in the reinforced field in advance, the pipelines are prevented from being damaged in the construction process.
Drawings
FIG. 1 is a schematic diagram of a shield manhole construction;
FIG. 2 is a flow chart of a shield manhole construction;
FIG. 3 is a construction flow chart of the reinforcement of the jet grouting pile;
FIG. 4 is a construction flow chart for constructing a collar beam of a fore shaft;
FIG. 5 is a top view of a conventional segment;
fig. 6 is a top view of a shield segment.
In the figure, 1, a well is repaired; 11. a conventional section; 12. a reinforcing ring; 13. a shield segment; 2. a ring beam; 21. a cushion layer; 22. prefabricating a steel plate; 3. a guardrail; 4. a support structure; 41. a wale; 42. a column; 43. a corrugated plate; 44. a first pair of braces; 45. a second pair of supports; 46. a butt-bracing connecting column; 5. structural steel.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings. In which like parts are designated by like reference numerals. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "bottom" and "top," "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
A construction method of a shield maintenance well comprises the steps that as shown in figures 1 and 2, the structure of the shield maintenance well comprises a maintenance well 1, a ring beam 2 which surrounds a well mouth inside is arranged at the well mouth of the maintenance well 1, a guardrail 3 which surrounds the well mouth inside of the maintenance well and a supporting structure 4 which is arranged inside the maintenance well 1 and is of a steel structure are erected on the upper surface of the ring beam 2.
The method comprises the following specific steps:
firstly, measuring and paying off, positioning and leveling
Selecting the position of the manhole 1 according to project requirements, drawing the contour line of the manhole 1 according to a design drawing, and reinforcing and leveling the surface of the selected position.
Second step, reinforcing the jet grouting pile
Through set up the jet grouting pile around the manhole 1 to consolidate near the foundation of manhole 1, avoid the soft in-process that causes the construction of manhole 1 of ground to appear collapsing.
As shown in fig. 3, the concrete construction method of the jet grouting pile reinforcement is as follows:
2.1 pipeline exploration
Before the construction of the jet grouting pile, pipelines in a reinforced field are explored, if underground pipelines exist, the pipelines are communicated with related property departments in time, and pipeline relocation work is carried out.
2.2, measurement lofting
Before the jet grouting reinforcement construction, measurement personnel align the axis and the hole position according to the measurement datum point. Measuring and lofting the elevation of the hole opening, projecting the datum points of all the axes to a safe, reliable and convenient-to-observe position, marking hole positions on the ground by using short steel bars, simultaneously removing surrounding sundries, marking by adopting spray paint, and then uniformly numbering the drilled holes according to the axes.
2.3 drilling
And after hole position measurement and lofting, drilling holes by using a geological drilling machine.
The drilling method and the considerations are as follows:
1) and (3) repairing and leveling the site before drilling in place, mounting the drilling machine on the designed hole site stably after the drilling machine is in place, and correcting by using a horizontal ruler. Then adjusting a vertical shaft and a crown block of the drilling machine to enable the vertical shaft and the crown block to be in line with three points of the center of the hole site, and ensuring that the deviation of the hole site is +/-5 cm and the deviation of the verticality of a drilled hole is +/-1 percent;
2) before drilling, the deep surface of each axis hole is compiled, and bottom crossing is carried out on construction operation teams and groups.
3) When the hole is opened, the drill hole is slightly pressed and slowly rotated, the horizontal ruler is used for correcting the inclination of the drill hole at any time in the drilling process, and the deviation is found to be corrected in time.
4) In the drilling process, if the hole collapse phenomenon occurs and the hole cannot be formed, a construction process of drilling with a pipe guide hole is adopted to ensure that a spray rod during jet grouting smoothly reaches the bottom of a drill hole.
5) During drilling, detailed on-site original records, drilling rate changes of different stratums and variation conditions in holes are required.
6) After drilling of each single hole is finished, a unit operator firstly carries out measurement self-check on a drill rod of the drilling tool, then reports to a field constructor and a supervision for recheck, and can stop drilling of a final hole after the experience is collected.
2.4 high-pressure rotary spraying machine in place
After the rotary spraying machine is shifted to reach the approximate position of the drilled hole, the rotary spraying machine is adjusted, so that the spray rod can be naturally vertically aligned with the hole opening of the drilled hole.
2.5 ground test spraying
After the drilled holes are qualified, before the spray head and the spray rod are ready to be put into the drilled holes, ground test spraying is required to be carried out so as to check whether the high-pressure pump runs well or not, whether a slurry conveying pipeline is sealed smoothly or not and whether the spray rod and the spray nozzle have leakage or not.
2.6 lower inlet sprayer
After the ground is debugged, the nozzle is protected, the slurry nozzle is bound with transparent adhesive, and then the nozzle is wrapped with waste cement packing bag. Prevent the sand and mud from entering the nozzle during the process of the sprayer in the lower manhole.
2.7 stirring the Cement mortar
The grouting material adopts P.O42.5 ordinary portland cement, and the water cement ratio of cement slurry adopts the following formula of 0.8: 1-1.2: 1, the water used for stirring the cement paste should meet the regulations of Water for concrete mixing (JGJ 63-2006). The pulping is stirred by a high-speed stirrer, firstly, water and cement are put into a stirring barrel according to a specified water-cement ratio, the pulping can be used after being fully stirred, and the prepared pulp with the time exceeding 4 hours is forbidden to be used.
2.8 high pressure jet grouting
1) When the rotary spraying grouting is started, mechanical equipment is started according to the sequence of slurry and gas, cement slurry is conveyed into a drill hole by a grouting pump, and then airflow is conveyed by a high-pressure pump; when the rotary spraying grouting is stopped, the grouting is stopped according to the sequence of gas, electricity and grout. If the sequence is reversed, mud and sand can easily enter a slurry pipe in the spray rod to cause the phenomenon of rod blockage.
2) After the sprayer reaches the bottom of the hole, the pressure is adjusted as soon as possible, so that the sprayer can reach the pressure required by normal construction quickly. When the hole opening discharges cement slurry, the spraying tool is lifted according to the construction technical parameters;
3) the operators and the slurry supply system are uniformly commanded by site constructors, all the operators are closely matched, and site original records are well made;
4) the grouting machine operator can master relevant technical parameters skillfully, under the guidance of site constructors and technicians, the relevant technical parameters are adjusted in time according to the hole depth and the change of the hole condition, and the specific gravity of slurry inlet and slurry return is measured at regular time;
5) and (3) observing the pressure and the flow at any time, and faithfully recording various parameters of the high-pressure grouting and the abnormal phenomenon according to requirements.
2.9 stopping the jet grouting
And stopping grouting operation when the spray head reaches the designed pile top elevation.
2.10 sealing of holes
And after confirming that the pile top elevation of the jet grouting pile reaches the designed elevation, backfilling the cavity above the jet grouting pile by adopting cement paste.
Thirdly, constructing a collar beam of the locking notch
As shown in fig. 1, the fore shaft ring beam 2 is formed by pouring concrete and a steel reinforcement framework, and a layer of C20 concrete cushion 21 is laid below the fore shaft ring beam 2. The upper surface of the fore shaft ring beam 2 is provided with a corrugated plate guardrail 3 prefabricated by engineering, and the corrugated plate guardrail 3 is connected with the ring beam 2 by flange bolts. The assembly part of the corrugated plate 43 guardrail 3 and the fore shaft girth 2 is sealed by waterproof sealant.
With reference to fig. 4, the specific implementation method of the fore shaft loop beam 2 is as follows:
3.1, measuring and positioning
After the construction site is leveled, the corner position of the locking ring is released according to the positioning of the design drawing, and the corner position is marked.
3.2 cushion layer construction
After earthwork excavation, manually clearing the bottom to-1 m, timely cleaning the excavated surface, leveling and tamping, and timely constructing C20 concrete with the thickness of 100 mm.
3.3 binding of reinforcing steel bars
And binding with No. 20-22 galvanized iron wires, wherein the specification, size and number of the semi-finished steel bars are in accordance with the design, and the thickness of the protective layer is 30 mm. And constructing the ring beam 2 after the steel bars enter the field and are retested to be qualified. The welding and lapping length of the steel bars is 10d for single-side welding and 5d for double-side welding.
3.4 form support
The template of the locking collar beam 2 adopts a bamboo-glued wood template, and the template is processed, configured and marked in a template processing field uniformly according to a template matching drawing. After the templates are manufactured, the positions, the model sizes and the number of the templates are marked, after the templates are empirically collected, the templates are classified and stacked in a field made by a construction plane layout according to the specified requirements and are enclosed into the shape of the locking collar beam 2 to be poured and formed.
3.5 pouring concrete
And (4) after the steel bar binding and the vertical formwork supporting are qualified through supervision and inspection, performing concrete pouring on the fore shaft ring beam 2. The concrete pouring adopts a 50mm vibrating rod for vibration, and the vibration follows the principle of fast inserting and slow pulling. And finishing pouring at one time.
3.6 assembling prefabricated steel plates
After the concrete casting is completed, a 10mm thick precast steel plate 22 is laid on the upper portion thereof. The prefabricated steel plate 22 is welded with the embedded steel bars on the concrete ring beam 2, and the prefabricated steel plate is fixed in a full-length welding mode during welding.
3.7, guardrail installation: in order to prevent sundries from accidentally falling into and ensure the safety of all operating personnel, a corrugated plate 43 guardrail 3 with the height of 1.2m is constructed on the prefabricated steel plate 22, and the corrugated plate 43 guardrail 3 is connected with the ring beam 2 through flange bolts.
Fourth step, construction of maintenance well
As shown in fig. 1, in order to meet the supporting strength requirement of the manhole 1, different models are adopted for the structure size on the longitudinal section, and three supporting sections, namely a conventional section 11, a reinforcing ring 12 and a shield section 13, are arranged along the depth direction. The conventional section 11 and the reinforcing ring 12 adopt the same supporting plane form, and the shield section 13 is different from the conventional section 11 and the reinforcing ring 12 in supporting mode. In order to meet the maintenance requirement of the shield, the side door of the shield facing side is required to be opened, so that the shield facing side of the shield section 13 adopts a flush joint splicing form.
As shown in fig. 2, the manhole 1 construction includes conventional section construction, reinforcing ring construction, and shield section construction.
4.1 construction in conventional section
When the conventional section 11 is constructed, firstly, excavation is carried out according to design layout requirements, when excavation is carried out, firstly, soil around is excavated, after the soil around is excavated, a first waist beam 41 is erected, and the waist beam 41 is connected with the ring beam 2 through a connecting piece. Wherein the wale 41 is closed to form a ring, and the wale 41 and the ring beam 2 are connected in a bolt fastening mode. After the first waist rail 41 is installed, the middle soil is excavated, and the excavation depth of each roof truss is 0.55 m. After the middle soil body is dug, a corrugated plate 43 is erected in time and is connected and fastened with the first waist beam 41. Referring to fig. 4, a first pair of braces 44 is erected at the same time inside the erected wale 41, wherein the first pair of braces 44 is located on the minor axis of the oval shape of the manhole 1. The two ends of the first pair of braces 44 are respectively fixedly connected with the wale 41 through a pair of brace connecting columns 46, and the pair of brace connecting columns 46 are respectively connected with the first pair of braces 44 and the wale 41 through bolt and nut assemblies. By analogy in this way, the erection of the remaining wale 41 on the conventional section 11 is completed.
As shown in fig. 1, three waist beams 41 are erected, a vertical column 42 is erected inside each waist beam 41, and the column 42 is fixed to the inside of each waist beam 41 by a bolt and nut assembly.
A high polymer material is injected once behind the corrugated sheet 43 at intervals to fill the voids behind the corrugated sheet 43. And a grouting hole is reserved on each of six corrugated plates 43 of the single-ring corrugated plate 43, or a field punching mode is adopted, and the grouting pipe is a PVC pipe with the length of 2 m.
The interval distance of grouting is determined according to stratum conditions, grouting is performed once every 2m for a stratum with good self-stability such as powder-bonded sand, and synchronous grouting is required for a weak stratum such as powder fine sand.
(1) Inspection of raw materials
Adopting a high-molecular polymer material with expansibility;
(2) grouting
① before grouting, checking whether the equipment and the instrument are normal;
②, performing pressure injection on 6 grouting holes preset in the corrugated plate 43, and detecting and controlling the grouting amount of each grouting hole, thereby ensuring that the corrugated plate 43 is symmetrically and uniformly subjected to back grouting operation;
③, grouting once every 2m, if the leakage occurs, the grouting distance is increased by the civil on-duty technician according to the field situation;
④ when the stratum is poor, the civil attendant adjusts the grouting amount of each hole according to the clearance behind the corrugated plate 43, increases the grouting amount of the side with larger clearance, and simultaneously decreases the grouting amount of the side with smaller clearance.
⑤ determination of grouting parameters
a. The slip casting can adopt the manual control mode as required, adjusts the slip casting flow at any time according to the space condition behind corrugated plate 43 by the manual work to prevent that slip casting speed is too fast, and influence the slip casting effect.
b. Amount of grouting
The grouting amount q can be estimated according to this equation:
q=π×D×L×α/f
in the formula: d: excavating a diameter;
l: void area within the height of the corrugated plate 43;
α filling rate =1+ α 1+ α 2+ α 3+ α 4
α is important for correctly estimating the injection quantity, α 1 is the compaction coefficient determined by the grouting pressure, α 2 is the soil property coefficient, α 3 is the construction loss coefficient, and α 4 is the overexcavation coefficient.
f: foaming ratio of slurry.
If the injection amount is continuously increased in the construction process, whether overbreak and loss exist or not is checked; if the injection amount is lower than the theoretical injection amount, the reasons of slurry proportioning, grouting equipment and the like can be checked.
Water leakage treatment mode
Water leakage and the like may occur during construction. In the process of excavation of the foundation pit, if the excavation surface is not well sealed due to the drilled hole or piping occurs due to local looseness of the excavation surface, the following method can be adopted for treatment:
① arranging guide pipe;
② cofferdam is built with bagged cement;
③ filling the cofferdam with gravel and covering the cofferdam with a template.
④ backfilling earth to form an operation platform;
⑤ grouting the foundation.
4.2 Reinforcement Ring construction
As shown in fig. 1, the reinforcing ring 12 is formed by stacking a plurality of oval wales 41. During excavation, the surrounding soil body is excavated firstly, a first waist beam 41 positioned at the reinforcing ring 12 is erected after the surrounding soil body is excavated, the first waist beam 41 is fixed with the waist beam 41 positioned at the bottommost end of the conventional section 11 through a bolt and nut assembly, and the middle soil body is excavated after the first waist beam 41 positioned at the reinforcing ring 12 is erected. A first pair of braces 44 is erected inside the erected wale 41, wherein the first pair of braces 44 is located on the minor axis of the oval shape of the manhole 1. The two ends of the first pair of braces 44 are respectively fixedly connected with the wale 41 through a pair of brace connecting columns 46, and the pair of brace connecting columns 46 are respectively connected with the first pair of braces 44 and the wale 41 through bolt and nut assemblies. Similarly, every three waist beams 41 are erected, a vertical column 42 is erected inside each waist beam 41, and the column 42 is fixed to the inside of each waist beam 41 by a bolt and nut assembly.
4.3 Shield segment construction
As shown in fig. 1, the shield segment construction is the same as the construction method of the conventional segment, the surrounding soil is excavated, after the surrounding soil is excavated, a first waist rail 41 located at the shield segment 13 is erected, the waist rail 41 is connected with the waist rail 41 located at the bottommost end of the reinforcing ring 12 by a connecting piece, wherein the waist rail 41 is closed into a ring, and the first waist rail 41 located at the shield segment 13 is fastened with the waist rail 41 located at the bottommost end of the reinforcing ring 12 by bolts. After the first waist rail 41 is installed, the middle soil mass is excavated, the excavation depth is 0.55m for each roof truss, and a roof truss corrugated plate 43 is erected in time and connected and fastened with the first waist rail 41. Referring to fig. 5, a second pair of braces 45 is erected inside the erected wale 41, wherein the second pair of braces 45 is located on the minor axis of the oval shape of the manhole 1. The two ends of the second pair of braces 45 are respectively fixedly connected with the wale 41 through the brace connecting columns 46, and the brace connecting columns 46 are respectively connected with the second pair of braces 45 and the wale 41 through bolt and nut assemblies. And analogizing in turn, and constructing the conventional section of the shield maintenance well 1.
The second pair of braces 45 is formed by splicing two section steels, and the two section steels are fixed together in a flange connection mode to form the second pair of braces 45.
As shown in fig. 1, three waist beams 41 are erected, a vertical column 42 is erected inside each waist beam 41, and the column 42 is fixed to the inside of each waist beam 41 by a bolt and nut assembly.
Fifthly, sealing the bottom by structural steel
As shown in fig. 1, a plurality of structural steels 5 located on the same plane are arranged inside the waist rail 41 at the bottommost end of the shield segment, the structural steels 5 are parallel to each other, two ends of the structural steels 5 are respectively and fixedly connected with the waist rail 41 at the bottommost end of the shield segment through bolt and nut assemblies, and the bottommost end of the shield segment 13 is sealed through the structural steels 5, so that the construction of the manhole 1 is completed.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.
Claims (10)
1. A construction method of a shield manhole is characterized in that: the method comprises the following steps:
the method comprises the following steps of firstly, measuring and paying off, positioning and leveling: selecting the position of the manhole according to project requirements, drawing a contour line of the manhole according to a design drawing, and reinforcing and leveling the surface of the selected position;
secondly, reinforcing the jet grouting pile: firstly, measuring a datum point, aligning an axis and a hole position, measuring and lofting the elevation of a hole opening, marking by adopting spray painting, then sequentially drilling holes by adopting a geological drilling machine, and then performing rotary spraying operation on a rotary spraying pile in the drilled holes;
thirdly, constructing a locking ring: positioning according to a design drawing, discharging corner positions of the fore shaft ring, marking, performing cushion layer construction, cleaning an excavation surface in time after manual bottom cleaning, leveling and tamping, constructing C20 concrete in time, binding reinforcing steel bars and supporting templates, pouring the concrete into the templates to pour the ring beam, and installing guardrails on the poured ring beam;
fourthly, constructing the maintenance well: the construction method comprises the steps of conventional section construction, reinforcing ring construction and shield section construction;
and (3) construction of the conventional section: firstly, excavating earthwork according to a design layout, erecting a first waist beam after soil body excavation, fixedly connecting the first waist beam with a ring beam by bolts, erecting a corrugated plate in time after the first waist beam is installed, fixedly connecting the corrugated plate with the first waist beam through a bolt and nut assembly, then erecting a first pair of supports in the erected waist beam, wherein the first pair of supports are positioned on an elliptical short shaft of an inspection and repair well and are erected downwards in sequence, so that construction of a conventional section is completed;
the reinforcing ring segment: the method comprises the following steps that a reinforcing ring is formed by stacking a plurality of waist beams together, earthwork excavation is firstly carried out, after soil body excavation is carried out, a first waist beam at the reinforcing ring is erected and fixedly connected with the waist beam at the lowest end of a conventional section through a bolt, the first waist beam at the reinforcing ring is erected, a first pair of supports are erected in the erected waist beam, the first pair of supports are located on an oval short shaft of an inspection well, then the waist beam at the next layer is erected, the waist beam at the next layer and the waist beam at the previous layer are fixed through a bolt and nut assembly and are erected downwards in sequence, and therefore construction of the reinforcing ring is completed;
the shield segment construction: firstly, excavating earthwork, erecting a first waist beam at a shield section after soil body excavation, fixedly connecting the first waist beam with a waist beam at the bottommost end of a reinforcing ring by using bolts, erecting a corrugated plate in time after the first waist beam is installed, fixedly connecting the corrugated plate with the first waist beam through a bolt and nut assembly, then erecting a second counter support inside the erected waist beam, positioning the second counter support on an elliptical short shaft of an inspection well, and sequentially erecting downwards, thereby completing construction of the shield section;
fifthly, structural steel bottom sealing: a plurality of structural steels which are positioned on the same plane are erected inside the waist beam at the bottommost end of the shield section, so that the bottommost end of the shield section is sealed.
2. The shield manhole construction method according to claim 1, wherein: in conventional section construction and the shield structure section construction, according to the bottom condition, pour into the high molecular polymer material of expansibility behind the buckled plate (43), the slip casting hole is beaten to reservation or the on-the-spot punching on buckled plate (43).
3. The shield manhole construction method according to claim 1, wherein: in the construction of the locking hole ring, the guardrail (3) is a corrugated plate guardrail which is fixed with the ring beam (2) by flange bolts.
4. The shield manhole construction method according to claim 3, wherein: the spliced part of the corrugated plate guardrail and the ring beam (2) is sealed by waterproof sealant.
5. The shield manhole construction method according to claim 1, wherein: in the construction of the locking ring, after the ring beam (2) is poured, a layer of prefabricated steel plate (22) is laid on the upper portion of the ring beam, and the prefabricated steel plate (22) is welded with embedded steel bars on the ring beam (2).
6. The shield manhole construction method according to claim 5, wherein: the ring beam (2) is formed by one-time pouring, and the ring beam (2) is vibrated by a vibrating rod during pouring, and the vibration follows a fast-inserting and slow-pulling mode.
7. The shield manhole construction method according to claim 1, wherein: in the construction of the maintenance well, when soil is excavated, the surrounding soil is excavated firstly, and the middle soil is excavated finally.
8. The shield manhole construction method according to claim 1, wherein: in the step of the construction of the manhole, every three waist beams (41) are erected, upright columns (42) which are vertically arranged are erected inside the waist beams (41), and the upright columns (42) are fixed on the inner sides of the waist beams (41) through bolt and nut assemblies.
9. The shield manhole construction method according to claim 1, wherein: first pair props (44) and second pair props (45) and links to each other with wale (41) through propping spliced pole (46) respectively, it fixes on wale (41) through bolt and nut subassembly to propping spliced pole (46), first pair props (44) and is fixed through bolt and nut subassembly between propping spliced pole (46).
10. The shield manhole construction method according to claim 1, wherein: in the step of reinforcing the jet grouting pile, before the jet grouting pile is constructed, a pipeline in a reinforcing site is explored.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810822243.1A CN109113746B (en) | 2018-07-24 | 2018-07-24 | Construction method of shield manhole |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810822243.1A CN109113746B (en) | 2018-07-24 | 2018-07-24 | Construction method of shield manhole |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109113746A CN109113746A (en) | 2019-01-01 |
| CN109113746B true CN109113746B (en) | 2020-02-18 |
Family
ID=64863300
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810822243.1A Active CN109113746B (en) | 2018-07-24 | 2018-07-24 | Construction method of shield manhole |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109113746B (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109681209A (en) * | 2019-02-26 | 2019-04-26 | 中铁十二局集团有限公司 | The construction method of inspection-pit supporting construction and inspection-pit supporting construction |
| CN110748354A (en) * | 2019-12-10 | 2020-02-04 | 中铁十四局集团隧道工程有限公司 | Construction method of assembled shield maintenance well |
| CN110924986A (en) * | 2019-12-10 | 2020-03-27 | 中铁十四局集团隧道工程有限公司 | Shield maintenance well reinforcing construction method |
| CN110924949A (en) * | 2019-12-10 | 2020-03-27 | 中铁十四局集团隧道工程有限公司 | Assembled shield structure manhole system |
| CN111608691B (en) * | 2020-06-01 | 2022-07-12 | 中铁十四局集团大盾构工程有限公司 | Shield working well template support construction method |
| CN111894040A (en) * | 2020-07-17 | 2020-11-06 | 北京建达宏图建筑工程有限公司 | Construction method of assembled working well |
| CN112796763A (en) * | 2021-03-19 | 2021-05-14 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Deep underground tunnel ventilation shaft supporting construction |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004332202A (en) * | 2003-04-30 | 2004-11-25 | Kato Construction Co Ltd | Method for constructing shaft by using liner plate |
| JP2008019679A (en) * | 2006-07-14 | 2008-01-31 | Ishikawajima Constr Materials Co Ltd | Hole drilling method, and method of constructing water collecting well |
| CN102839674A (en) * | 2012-09-19 | 2012-12-26 | 中国水电顾问集团华东勘测设计研究院 | Foundation pit excavation supporting structure on near end well shield tunnel and construction method of foundation pit excavation supporting structure |
| CN103161476A (en) * | 2012-10-26 | 2013-06-19 | 中铁隧道集团有限公司 | Mechanical shaft-forming method of shield cutterhead maintenance shaft in tunnel and underground construction |
| CN203655298U (en) * | 2013-11-21 | 2014-06-18 | 中国地质大学（北京） | Supporting device and equipment for maintenance working well of cutter head of shield tunneling machine |
| CN104631470A (en) * | 2014-12-26 | 2015-05-20 | 合肥建工集团有限公司 | Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel |
| CN106759499A (en) * | 2016-12-27 | 2017-05-31 | 北京市政路桥管理养护集团有限公司 | Inspection shaft maintenance and reinforcement and road structure layer hierarchical synchronization constructing structure and method |
| CN206616594U (en) * | 2017-02-16 | 2017-11-07 | 国家电网公司 | A kind of service shaft well |
-
2018
- 2018-07-24 CN CN201810822243.1A patent/CN109113746B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004332202A (en) * | 2003-04-30 | 2004-11-25 | Kato Construction Co Ltd | Method for constructing shaft by using liner plate |
| JP2008019679A (en) * | 2006-07-14 | 2008-01-31 | Ishikawajima Constr Materials Co Ltd | Hole drilling method, and method of constructing water collecting well |
| CN102839674A (en) * | 2012-09-19 | 2012-12-26 | 中国水电顾问集团华东勘测设计研究院 | Foundation pit excavation supporting structure on near end well shield tunnel and construction method of foundation pit excavation supporting structure |
| CN102839674B (en) * | 2012-09-19 | 2015-09-09 | 中国水电顾问集团华东勘测设计研究院 | Support of Foundation Pit Excavation structure and construction method thereof on proximal head well shield tunnel |
| CN103161476A (en) * | 2012-10-26 | 2013-06-19 | 中铁隧道集团有限公司 | Mechanical shaft-forming method of shield cutterhead maintenance shaft in tunnel and underground construction |
| CN203655298U (en) * | 2013-11-21 | 2014-06-18 | 中国地质大学（北京） | Supporting device and equipment for maintenance working well of cutter head of shield tunneling machine |
| CN104631470A (en) * | 2014-12-26 | 2015-05-20 | 合肥建工集团有限公司 | Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel |
| CN106759499A (en) * | 2016-12-27 | 2017-05-31 | 北京市政路桥管理养护集团有限公司 | Inspection shaft maintenance and reinforcement and road structure layer hierarchical synchronization constructing structure and method |
| CN206616594U (en) * | 2017-02-16 | 2017-11-07 | 国家电网公司 | A kind of service shaft well |
Non-Patent Citations (1)
| Title |
|---|
| 人工挖孔在盾构检修井中的应用;郝丁等;<建筑技术>;20130930;全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109113746A (en) | 2019-01-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109113746B (en) | Construction method of shield manhole | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN106703814B (en) | Tunneling subway station hole pile construction method | |
| CN110424969B (en) | Construction method for open cut method station with tunnel before station | |
| CN110374633B (en) | Tunnel opening section construction method for tunnel to pass through loose body | |
| CN109595004B (en) | Tunnel two-expansion four-expansion excavation method | |
| CN207777770U (en) | A kind of precast spliced pipe fitting jacking system | |
| CN109611102B (en) | Construction method for cold excavation underpass overpass | |
| CN104631470A (en) | Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel | |
| CN111677520B (en) | Construction method for excavating station structure by tunnel-first station-later station pipe curtain hole-pile method | |
| CN107795749A (en) | A kind of precast spliced pipe fitting jacking system and its construction method | |
| CN109488347B (en) | Excavation construction method for special stratum chamber | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN111560941A (en) | Karst landform cavity treatment method | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN112593559A (en) | Construction method for deep foundation pit supporting of micro-pile prestressed anchor cable composite soil nailing wall | |
| CN113266392B (en) | Pipe jacking construction method for penetrating through existing anchor cable group | |
| CN106837341A (en) | A kind of construction method of Metro construction shaft wall | |
| CN111894641B (en) | Treatment and construction process for tunnel to penetrate through super-huge water-containing cavity karst cave | |
| CN110735436A (en) | cutting rock slope reinforced structure | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN113236259A (en) | Special construction process for excavation and supporting of combined tunnel | |
| CN114045870B (en) | Ultra-deep foundation pit group asynchronous excavation forward and backward combination safety construction method | |
| CN112727470B (en) | Construction reinforcing method for shield tunnel at overlapped section | |
| CN115897600A (en) | Construction method for newly-built foundation pit close to existing subway station deep foundation pit proximity area |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |