CN104988981B - A kind of well construction method of riding on present situation operation shield method drainage pipeline - Google Patents
A kind of well construction method of riding on present situation operation shield method drainage pipeline Download PDFInfo
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Abstract
The invention provides the well construction method of riding on a kind of present situation operation shield method drainage pipeline, including: step 1: the foundation ditch to be excavated that bottom is covered with shield pipeline builds foundation pit enclosure structure；Step 2: foundation ditch is divided at least one section, if one section, first excavation pit, to absolute altitude place at the bottom of the hole set, builds side wall and the base plate of foundation pit of foundation ditch；If multistage, first some sections before excavation final stage, excavation final stage is till absolute altitude place at the bottom of the hole set afterwards, builds base plate of foundation pit, then builds final stage side wall；Step 3: the push pipe being connected with described well room is set, offers the first hole at base plate of foundation pit and shield pipeline top by diamond barrel saw boring machine；Step 4: the top board having the second hole is set on the top of well room；Step 5: pit shaft and well lid are set on top board.The present invention runs in present situation and is mounted with well of riding on shield pipeline, and adopts static(al) patterning method to remove section of jurisdiction of binding, and easy construction, less costly, safety is high.
Description
Technical field
The present invention relates to the construction method of a kind of well of riding, the well construction method of riding on especially a kind of present situation operation shield method drainage pipeline.
Background technology
Along with the sharply expansion of constantly expansion, the urban population of Metroplises, original drainage pipeline is progressively aging, and relevant electromechanical equipment is also run ragged, and cannot adapt to the needs of rapid urban, and the transformation of urban district original substandard drainage pipeline is imperative.The upper newly-built well of riding of present situation operation (namely existing) shield method drainage pipeline (hereinafter referred to as shield pipeline) is a difficult problem in the rebuilding construction of substandard drainage pipeline, and main construction Difficulties is foundation pit enclosure structure construction, the perforate of existing shield pipeline and protection and the construction period with the access of present situation shield pipeline, to existing shield pipeline guarantee existing shield pipeline not stoppage in transit etc..
In the prior art, on the one hand, Chinese invention patent CN104404983A provides a kind of ride well device and construction method thereof for jacking construction, the construction of its well that carried out riding only in conjunction with push pipe, is not directed to the technical scheme of existing shield pipeline in this description.On the other hand, when existing shield pipeline being constructed, it is necessary to carry out the dismounting of the section of jurisdiction of shield pipeline, the dismounting of the section of jurisdiction of shield pipeline can be changed the stress system of existing shield pipeline, it is easy to produce stress and concentrate, destroy shield pipeline.Traditional construction method is to arrange simple and easy prestressing force tunnel frame in the drainage pipeline of opening part both sides, and the adverse effect that shield pipeline is produced is removed in the section of jurisdiction to alleviate shield pipeline, and this construction method is complex, relatively costly.Therefore, it is necessary to provide a kind of technical scheme that existing shield pipeline is constructed under the requirement not affecting the features such as the operation of existing shield pipeline, economy, safety.
Summary of the invention
It is an object of the invention to provide the well construction method of riding on a kind of present situation operation shield method drainage pipeline; so that riding, well meets the construction requirement of push pipe received well; meet the protection requirement to existing shield pipeline; the adverse effect that shield pipeline is produced is removed in the section of jurisdiction alleviating shield pipeline, and guarantees that construction method is simple, cost is low and safe and reliable.
In order to achieve the above object, the invention provides the well construction method of riding on a kind of present situation operation shield method drainage pipeline, including:
Step 1: the foundation ditch to be excavated that bottom is equipped with shield pipeline builds foundation pit enclosure structure；
Step 2: described foundation ditch in the vertical direction to be excavated is divided at least one section, if being divided into one section, then first excavate described foundation ditch till absolute altitude place at the bottom of the hole set, then on described shield pipeline, the first reinforcing bar is implanted, and build base plate of foundation pit on described shield pipeline, make described first reinforcing bar penetrate base plate of foundation pit, and described base plate of foundation pit and side wall are enclosed be set as a well room, build the side wall of described foundation ditch four side；If being divided into multistage, then first excavate some sections before final stage, and often excavating the side wall of one section of this section of after-pouring, and make each section of side wall connect up and down with side wall the last period, excavation final stage is till absolute altitude place at the bottom of the hole set afterwards, then on described shield pipeline, the first reinforcing bar is implanted, and build base plate of foundation pit on described shield pipeline, described first reinforcing bar is made to penetrate base plate of foundation pit, finally build with the final stage side wall that the last period, side wall connected up and down to constitute the side wall of described foundation ditch, and make the side wall of described foundation ditch and base plate of foundation pit enclose and be set as a well room；
Step 3: carry out jacking construction so that push pipe passes the side wall of described foundation ditch and is connected with described well room, by the continuous round of static(al) cutting equipment and makes hole, hole intersect to offer the first hole at described base plate of foundation pit and shield pipeline top；
Step 4: arranging top board on the top of described well room, described top board is fixed on the side wall of foundation ditch, and offers the second hole；
Step 5: arrange the pit shaft being connected with well room by the second hole on described top board, arranges well lid on described pit shaft top.
Further, in step 1, specifically include:
Step 1.1: the both sides along the direction of described shield pipe laying of the foundation ditch to be excavated that bottom is equipped with shield pipeline are respectively provided with cast-in-situ bored pile；
Step 1.2: arrange and the high-pressure rotary jet grouting pile of cast-in-situ bored pile overlap joint away from the side of foundation ditch at described cast-in-situ bored pile.
Further, in step 1, also include:
Step 1.3 a: position is set in described foundation ditch for hole end absolute altitude, in the lower section slip casting at absolute altitude place at the bottom of described hole, top beam is set on the top of described cast-in-situ bored pile.
Further, in step 1.1, after cast-in-situ bored pile is set, cast-in-situ bored pile is respectively provided with at each described steel reinforcement cage.
Further, in step 2, after building either segment side wall, cast-in-situ bored pile is punchinged and by the second reinforcing bar, this section of side wall is fixed on the steel reinforcement cage of described cast-in-situ bored pile at the place of punchinging.
Further, in step 1.2, also high-pressure rotary jet grouting pile is set near the side of foundation ditch at described cast-in-situ bored pile, and full hall arranges high-pressure rotary jet grouting pile in described foundation ditch.
Further, in step 2, described foundation ditch in the vertical direction to be excavated is divided into two sections, joint side wall on first paragraph is constructed, joint side wall under second segment is constructed.
Further, in step 2, realize implanting the operation of the first reinforcing bar by hole on described shield pipeline, brush hole, aperture blowing, injecting glue, bar planting and maintenance.
Further, in step 3, by cutting the shield on described shield pipeline and bind section of jurisdiction and base plate of foundation pit that described shield binds on section of jurisdiction being to offer described first hole.
Further, in step 3, described static(al) cutting equipment is diamond barrel saw boring machine.
Compared with prior art; the invention provides the well construction method of riding on a kind of present situation operation shield method drainage pipeline; the installation achieving well of riding on shield pipeline is runed in present situation; protect present situation operation shield pipeline; without the drainage system relevant to present situation shield pipeline of stopping transport, achieve significant Social benefit and economic benefit；Complete ride well and existing shield pipeline access and with the access of existing push pipe drainage pipeline; make shield pipeline, ride well and push pipe integration stress; shield pipeline will not be destroyed; protect the construction quality of engineering; and adopt static(al) patterning method to remove section of jurisdiction of binding; without arranging simple and easy prestressing force tunnel frame, and then making construction that the impact of existing shield pipeline is very little, easy construction, less costly, safety is high；Achieve foundation stabilization by slip casting, improve the safety of construction.
Accompanying drawing explanation
Fig. 1 runs the flow chart of the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Foundation ditch that Fig. 2 provides for the embodiment of the present invention and the top view of foundation pit enclosure structure；
Foundation ditch that Fig. 3 provides for the embodiment of the present invention and the upward view of foundation pit enclosure structure；
The partial enlarged drawing of the foundation pit enclosure structure that Fig. 4 provides for the embodiment of the present invention；
Fig. 5 runs the sectional view of the well system of riding after arranging high-pressure rotary jet grouting pile in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Fig. 6 runs the sectional view of the well system of riding after arranging upper joint side wall in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Fig. 7 runs the sectional view of the well system of riding after arranging lower joint side wall in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Fig. 8 runs the sectional view of the well system of riding after arranging push pipe in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Fig. 9 runs the sectional view of the well system of riding after offering the first hole in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Figure 10 runs the sectional view of the well system of riding after arranging top board in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Figure 11 runs the sectional view of the well system of riding after arranging pit shaft in the well construction method of riding on shield method drainage pipeline for the present situation that the embodiment of the present invention provides；
Figure 12 runs the sectional view of the well system of riding after arranging well lid in the well construction method of riding on shield method drainage pipeline and carrying out foundation ditch backfill and the recovery of present situation road surface for the present situation that the embodiment of the present invention provides.
In figure, 1: well lid, 2: pit shaft, 3: well room, 4: shield pipeline, 5: base plate of foundation pit, 6: side wall, 7: push pipe, 8: the first reinforcing bars, 9: top board, 10: cast-in-situ bored pile, 11: high-pressure rotary jet grouting pile, 12: the second reinforcing bars, 13: top beam, 14: hole end absolute altitude, 15: soil mass consolidation, 61: above save side wall, 62: under save side wall, 100: foundation ditch.
Detailed description of the invention
Below in conjunction with schematic diagram, the specific embodiment of the present invention is described in more detail.According to description below and claims, advantages and features of the invention will be apparent from.It should be noted that, accompanying drawing all adopts the form simplified very much and all uses non-ratio accurately, only in order to convenience, the purpose aiding in illustrating the embodiment of the present invention lucidly.
As shown in figure 12, this utility model embodiment provides one and rides well system, including:
Riding well, including well lid 1, pit shaft 2 and well room 3, described well lid 1 lid is located on pit shaft 2, and described pit shaft 2 is arranged on well room 3 and connects setting with well room 3；
Shield pipeline 4, it is arranged in the soil body, described well room 3 is arranged on shield pipeline 4 and connects setting with shield pipeline 4, the bottom of described well room 3 is provided with base plate of foundation pit 5, described base plate of foundation pit 5 is fixed on the outer surface of shield pipeline 4, described base plate of foundation pit 5 is also fixed on the side wall 6 of described well room 3, and described base plate of foundation pit 5 and shield pipeline 4 all have hole, and described well room 3 connects setting by described hole with shield pipeline 4；
Push pipe 7, described push pipe 7 passes the side wall 6 of described well room 3 and connects setting with well room 3.
In the present embodiment, shield pipeline 4 refers to present situation operation shield method drainage pipeline, the drainage pipeline by shield construction namely runed.
Four sides side wall (being alternatively referred to as the borehole wall) 6 (can only provide two sides in Fig. 1) is enclosed and is set as well room 3, the laying the one or both sides side wall 6 in direction along shield pipeline 4 and be connected with described push pipe 7 of described well room 3.In the present embodiment, the laying the side side wall 6 in direction along shield pipeline 4 and be connected with described push pipe 7 of described well room 3.
In the present embodiment, described shield pipeline 4 is fixed with the first reinforcing bar 8 exposing outside shield pipeline 4, the first reinforcing bar 8 exposing outside described shield pipeline is inserted and secured in described base plate of foundation pit 5, the top of described well room 3 is provided with top board 9, described top board 9 is fixed on the side wall 6 of described well room 3, and described pit shaft 2 connects setting by having the described top board 9 at hole with well room 3.
As it is shown in figure 1, in conjunction with Fig. 2～12, the embodiment of the present invention additionally provides the well construction method of riding on a kind of present situation operation shield method drainage pipeline, including:
Step 1: as shown in Figure 2-5, the foundation ditch 100 to be excavated that bottom is equipped with shield pipeline builds foundation pit enclosure structure；
Step 2: as shown in figs. 6-7, described foundation ditch 100 in the vertical direction to be excavated is divided at least one section, if being divided into one section, then first excavate described foundation ditch 100 till absolute altitude 14 place at the bottom of the hole set, then on described shield pipeline 4, implant the first reinforcing bar 8, and build base plate of foundation pit 5 on described shield pipeline 4 so that described first reinforcing bar 8 penetrates base plate of foundation pit 5, and make described base plate of foundation pit 5 and side wall 6 enclose and be set as a well room 3, build the side wall 6 of described foundation ditch 100 4 side；If being divided into multistage, then first excavate some sections before final stage, and often excavating the side wall 6 of one section of this section of after-pouring, and make each section of side wall 6 about 6 connect with side wall the last period, excavation final stage is till absolute altitude 14 place at the bottom of the hole set afterwards, then on described shield pipeline 4, implant the first reinforcing bar 8, and build base plate of foundation pit 5 on described shield pipeline 4, described first reinforcing bar 8 is made to penetrate base plate of foundation pit 5, finally build with the final stage side wall that the last period, side wall connected up and down to constitute the side wall 6 of described foundation ditch 100, and make the side wall 6 of described foundation ditch 100 and base plate of foundation pit 5 enclose and be set as a well room 3；
Step 3: as shown in Fig. 8～9, carry out jacking construction so that push pipe 7 passes the side wall 6 of described foundation ditch 100 and is connected with described well room 3, by the continuous round of static(al) cutting equipment and hole, hole is intersected to offer the first hole at described base plate of foundation pit 5 and shield pipeline 4 top, make current from push pipe 7 access wall room 3, and then flowed in shield pipeline 4 by described first hole；
Step 4: as shown in Figure 10, arranges top board 9 on the top of described well room 3, and described top board 9 is fixed on the side wall 6 of foundation ditch 100, and offers the second hole (not shown go out)；
Step 5: as shown in Figure 11～12, arranges the pit shaft 2 being connected by the second hole with well room 3 on described top board 9, arranges well lid 1 on described pit shaft 2 top.
In the present embodiment, in step 1, specifically include:
Step 1.1: the both sides along the direction that described shield pipeline 4 is laid of the foundation ditch 100 to be excavated that bottom is equipped with shield pipeline 4 are respectively provided with cast-in-situ bored pile 10, are achieved the function of only soil by the setting of cast-in-situ bored pile 10；
Step 1.2: arrange and the high-pressure rotary jet grouting pile 11 of cast-in-situ bored pile 10 overlap joint away from the side of foundation ditch 100 at described cast-in-situ bored pile 10, arrange and the high-pressure rotary jet grouting pile 11 of cast-in-situ bored pile 10 overlap joint near the side of foundation ditch 100 at described cast-in-situ bored pile 10, and full hall setting (being namely covered with) high-pressure rotary jet grouting pile 11 (refer to Fig. 5 in described foundation ditch 100, and the high-pressure rotary jet grouting pile 11 in not shown foundation ditch 100 in Fig. 2), and two high-pressure rotary jet grouting piles 11 of arbitrary neighborhood are overlapped, the function of sealing is achieved by arranging the high-pressure rotary jet grouting pile 11 of overlap joint with cast-in-situ bored pile 10, high-pressure rotary jet grouting pile 11 is set by hall full in foundation ditch 100 and achieves the effect reinforcing foundation ditch 100；
Step 1.3 a: position is set in described foundation ditch 100 for hole end absolute altitude 14, in the lower section slip casting at absolute altitude 14 place at the bottom of described hole, to form soil mass consolidation 15, top beam 13 is set on the top of described cast-in-situ bored pile 10.
In the present embodiment, in step 1.1, after cast-in-situ bored pile 10 is set, cast-in-situ bored pile 10 is respectively provided with at each described steel reinforcement cage (not shown go out).
High-pressure rotary jet grouting pile 11 adopts 42.5 grades of fresh Portland cements of strength grade, and the ratio of mud is 0.7～1.0, and cement mixing content is not less than 25%, adopt tri-tube method construction technology, the pressure 28Mpa of cement mortar, soil mass consolidation unconfined compressive strength qu >=1.2Mpa, overlap 200mm between stake.Cast-in-situ bored pile 10 adopts c30 concrete under water, main tendon protective layer to take 75mm, adopts the construction of GPS-10 type circulation drilling machine.
Slip casting adopts 42.5 grades of Portland cements of strength grade, mix the flyash of 15%, serosity injection rate is 15%, grouting pressure 0.3～1.0Mpa, the ratio of mud is 0.5～0.6, injected hole spacing is 1.0m, delamination pour slurry form of construction work internal after adopting first periphery, adopts oblique slip casting bottom shield pipeline 4.
In step 2, after building either segment side wall, cast-in-situ bored pile 10 is punchinged and by the second reinforcing bar 12, this section of side wall is fixed on the steel reinforcement cage of described cast-in-situ bored pile 10 at the place of punchinging.
Additionally, in step 2, if being divided into one section; then can first build base plate of foundation pit 5, then build side wall 6, if this is because first do not build base plate of foundation pit 5; but first build side wall 6, then bottom foundation ditch 100, soil block usually can swell, seep water, and affects construction quality, cost and duration.In like manner, if being divided into multistage, then first building the some sections of side walls 6 before final stage, then build base plate of foundation pit 5, finally build final stage side wall again, reason is ibid.
In the present embodiment, described foundation ditch 100 in the vertical direction to be excavated is divided into two sections, joint side wall 61 on first paragraph is constructed, joint side wall 62 under second segment is constructed.
Foundation ditch 100 adopts long-armed backacter to excavate, and first applies reinforced concrete top beam 13 before excavation, can excavate after top beam 13 intensity reaches design strength.First time is excavated to bottom joint side wall 61, build joint side wall 61, and by the second reinforcing bar 12, upper joint side wall is fixed on cast-in-situ bored pile 10, after upper joint side wall 61 reinforced concrete intensity reaches design strength, continue the downward excavation pit 100 position to hole end absolute altitude 14.Digging process should check the reinforcing situation of the excavation soil body, if any leaking, bubbling phenomenon, benefit slurry measure should be adopted in time, in case the soil body under shield pipeline 4 runs off.
In step 2, realize implanting the operation of the first reinforcing bar 8 by hole on described shield pipeline 4, brush hole, aperture blowing, injecting glue, bar planting and maintenance.Additionally, also need to carry out preparation of construction before boring, also needing to first carry out reinforcing bar and process injecting glue again after aperture blowing, the operation implanting the first reinforcing bar 8 specifically includes following step:
1) preparation of construction: bar planting position is cleaned out, carrying out bar planting construction by original design drawing distributed steel requirement, as operating mode is complicated, in shield pipeline 4, original reinforcing bar is more, the position of original reinforcing bar found out by available reinforcing bar survey meter, and avoiding former reinforcement location red paint marks bar planting point position as far as possible；
2) boring: select the drill bit of coupling according to bar planting specification, and make sounding mark.Then the bar planting point position that drill bit alignment has been put well starts electric hammer, it is ensured that boring vertical (or level) reaches the degree of depth set；
3) brush hole and aperture blowing: first with the dust within the scope of row brush cleaning hole limit 20cm, again with hairbrush rotating brush hole 3 times repeatedly up and down, then hole Bottom Blowing is extended to discharging without obvious dust with special inflator (or air pump), repeat aforesaid operations 2 times, to reach cleaning free from dust in hole, and carry out temporary plugging with staple, to prevent foreign material from entering；
4) reinforcing bar processes: will imbedding part reinforcing bar polishing rust cleaning in hole with polisher, polishing rust cleaning length should be greater than bar planting degree of depth 2cm；
5) injecting glue: capsule is put into colloid-injecting gun, extrude initial a bit of glue need not, then glue rifle is stretched at the bottom of hole, glue rifle is extracted on plastic squeeze limit, limit, makes 2/3 degree of depth in glue hand-hole；
6) bar planting: reinforcing bar inserts in bar planting hole by eliminating rust, and inserts and slowly rotates to same direction, until it reaches till bottom hole, anchor adhesive now should be had to overflow in hole；
7) maintenance: carry out natural curing after bar planting in 24 hours and forbid to touch reinforcing bar, is beneficial to structure glue and solidifies, can do pull-out test after three days.
Boring adopts the impact drilling, and bit diameter should be bigger about 4～8mm than bar diameter, and bar diameter is Φ 12, and drill bit selects the alloy bit of φ 18.Drilling depth requires according to " concrete structure reinforcement design specification " GB50367-2006: being not less than 20d (d is bar diameter), the actual borehole degree of depth should take 250mm, and drill bit keeps vertical with the section of jurisdiction of shield pipeline 4 all the time.
In the present embodiment, in step 3, by cutting the shield on described shield pipeline 4 and bind section of jurisdiction and base plate of foundation pit 5 that described shield binds on section of jurisdiction being to offer described first hole.
In the present embodiment, described static(al) cutting equipment is diamond barrel saw boring machine.Diamond barrel saw boring machine is made up of frame, Buddha's warrior attendant drilling pipe, hydraulic oil pump etc., and this technique has that construction operation speed is fast, noise is low, shockproof, the advantage such as no dust pollution.Cutting flow process is location, unwrapping wire → brill fabrication hole (lifting eye) → hang → reeve → cut → clear up the broken concrete in edge → concrete block lifting in advance, transports.
1) location, unwrapping wire: adopt measure instrument, to intend cutting part location, adopt ink fountain carry out snap the line, it is determined that cutting position, it is ensured that the accuracy of cutting position；
2) fabrication hole (lifting eye) is bored；
3) hang in advance；
4) reeve；
4) cutting: adopt diamond barrel saw boring machine drilling, even hole becomes line, finally makes the shaping that punches, and boring is generally adopted Φ 102 diamond bit operation, it is desirable to the accurate positioning of drilling hole position, position deviation must not exceed 10mm.Boring Duplication is 1.1 (i.e. adjacent holes position overlaps 10%), continuous round, and hole, hole is intersected, and namely so-called " ten brills add a brill ", after round cutting, limit, hole leaves bent tooth section, uses and pick boring tool by artificial for facet chipping in subsequent construction；
5) concrete block lifts by crane, transports: after having cut, concrete block truck crane being hung out foundation ditch 100, hole is unsatisfactory for the place of requirement and carries out repairing or removing, and is cleared in time by the rubbish of dismounting part.
The construction method adopting diamond barrel saw boring machine round drilling has the advantages that
1) friction static(al) cutting
Lower armored concrete is carried out grinding owing to static(al) cutting is diamond instrument running up, the break flour produced is taken away by cooling water, ultimately form facet, so being absent from vibration problem, to former reservation structure without impact, micro-crack will not be produced and destroy, not affect structure stress and service life, this is that other type of method for dismounting cannot be accomplished, therefore the method is more suitable for withing a hook at the end the concrete Demolition Construction of structure.
2) low noise
Only having the sound of grinding armored concrete in diamond instrument cutting process, electric hydaulic motor running is steady, does not have ear-piercing sound in whole construction, and the volume of generation can control within 44dBA.
3) pollution-free
Adopting the diamond instrument run up that is water-cooled in work progress, and the iron filings ground away and concrete break flour are carried away, the cooling water unharmful substance of generation, cooling water can reuse after scene is reclaimed.Construction is taked to close accordingly the splashing of controlling measurement water.
4) mechanization degree is high, and operator's quantity is few
Static(al) cutting is in current demolition reduction field, the mechanized operation work post that labor intensity is minimum, and its technology content, far beyond the concept of traditional Mechanical Crushing, is the preferred plan that the international structure retention comparatively generally acknowledged is removed at present.On the other hand on certain operational level, not only its efficiency of construction is high, and operator can greatly reduce, and is conducive to the raising of overall economic efficiency.
5) non-destructive Demolishing Technology safeguard
Adopting non-destructive Demolition Scheme significant to retaining safety of structure, its key problem in technology is in that in work progress correctly implement construction technology technique and arranged rational working procedure, be equipped with the safe handling of crane.First should select the plant equipment that performance is intact, for the height of concrete grade and internal reinforcing bar content number correctly select the performance of diamond instrument, only in this way guarantee smoothly completes plan target in the duration controlling.
In steps of 5, specifically include:
Step 5.1: arranging pit shaft 2 on described top board 9, described pit shaft 2 is connected with described well room 3 by the second hole；
Step 5.2: well lid 1 is set on described pit shaft 2 top.
Additionally, after step 5.2, in addition it is also necessary to carry out foundation ditch backfill and the recovery operation of present situation road surface.
Compared with prior art; the invention provides the well construction method of riding on a kind of present situation operation shield method drainage pipeline; the installation achieving well of riding on shield pipeline is runed in present situation; protect present situation operation shield pipeline; without the drainage system relevant to present situation shield pipeline of stopping transport, achieve significant Social benefit and economic benefit；Complete ride well and existing shield pipeline access and with the access of existing push pipe drainage pipeline; make shield pipeline, ride well and push pipe integration stress; shield pipeline will not be destroyed; protect the construction quality of engineering; and adopt static(al) patterning method to remove section of jurisdiction of binding; without arranging simple and easy prestressing force tunnel frame, and then making construction that the impact of existing shield pipeline is very little, easy construction, less costly, safety is high；Achieve foundation stabilization by slip casting, improve the safety of construction.
Above are only the preferred embodiments of the present invention, the present invention is not played any restriction effect.Any person of ordinary skill in the field; without departing from the scope of technical scheme; the technical scheme that the invention discloses and technology contents are made the variations such as any type of equivalent replacement or amendment; all belong to the content without departing from technical scheme, still fall within protection scope of the present invention.
Claims (10)
1. the well construction method of riding on a present situation operation shield method drainage pipeline, it is characterised in that including:
Step 1: the foundation ditch to be excavated that bottom is equipped with shield pipeline builds foundation pit enclosure structure；
Step 2: described foundation ditch in the vertical direction to be excavated is divided at least one section, if being divided into one section, then first excavate described foundation ditch till absolute altitude place at the bottom of the hole set, then on described shield pipeline, the first reinforcing bar is implanted, and build base plate of foundation pit on described shield pipeline, make described first reinforcing bar penetrate base plate of foundation pit, and described base plate of foundation pit and side wall are enclosed be set as a well room, build the side wall of described foundation ditch four side；If being divided into multistage, then first excavate some sections before final stage, and often excavating the side wall of one section of this section of after-pouring, and make each section of side wall connect up and down with side wall the last period, excavation final stage is till absolute altitude place at the bottom of the hole set afterwards, then on described shield pipeline, the first reinforcing bar is implanted, and build base plate of foundation pit on described shield pipeline, described first reinforcing bar is made to penetrate base plate of foundation pit, finally build with the final stage side wall that the last period, side wall connected up and down to constitute the side wall of described foundation ditch, and make the side wall of described foundation ditch and base plate of foundation pit enclose and be set as a well room；
Step 3: carry out jacking construction so that push pipe passes the side wall of described foundation ditch and is connected with described well room, by the continuous round of static(al) cutting equipment and makes hole, hole intersect to offer the first hole at described base plate of foundation pit and shield pipeline top；
Step 4: arranging top board on the top of described well room, described top board is fixed on the side wall of foundation ditch, and offers the second hole；
Step 5: arrange the pit shaft being connected with well room by the second hole on described top board, arranges well lid on described pit shaft top.
2. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 1, it is characterised in that in step 1, specifically include:
Step 1.1: the both sides along the direction of described shield pipe laying of the foundation ditch to be excavated that bottom is equipped with shield pipeline are respectively provided with cast-in-situ bored pile；
Step 1.2: arrange and the high-pressure rotary jet grouting pile of cast-in-situ bored pile overlap joint away from the side of foundation ditch at described cast-in-situ bored pile.
3. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 2, it is characterised in that in step 1, also include:
Step 1.3 a: position is set in described foundation ditch for hole end absolute altitude, in the lower section slip casting at absolute altitude place at the bottom of described hole, top beam is set on the top of described cast-in-situ bored pile.
4. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 2, it is characterised in that in step 1.1, after cast-in-situ bored pile is set, be respectively provided with steel reinforcement cage at each described in cast-in-situ bored pile.
5. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 4, it is characterized in that, in step 2, after building either segment side wall, cast-in-situ bored pile is punchinged and by the second reinforcing bar, this section of side wall is fixed on the steel reinforcement cage of described cast-in-situ bored pile at the place of punchinging.
6. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 2, it is characterized in that, in step 1.2, also high-pressure rotary jet grouting pile is set near the side of foundation ditch at described cast-in-situ bored pile, and full hall arranges high-pressure rotary jet grouting pile in described foundation ditch.
7. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 1, it is characterized in that, in step 2, described foundation ditch in the vertical direction to be excavated is divided into two sections, joint side wall on first paragraph is constructed, joint side wall under second segment is constructed.
8. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 1, it is characterised in that in step 2, realize implanting the operation of the first reinforcing bar by hole on described shield pipeline, brush hole, aperture blowing, injecting glue, bar planting and maintenance.
9. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 1, it is characterized in that, in step 3, by cutting the shield on described shield pipeline and bind section of jurisdiction and base plate of foundation pit that described shield binds on section of jurisdiction being to offer described first hole.
10. the well construction method of riding on present situation operation shield method drainage pipeline as claimed in claim 1, it is characterised in that in step 3, described static(al) cutting equipment is diamond barrel saw boring machine.
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| CN106120860B (en) * | 2016-07-05 | 2018-04-13 | 陈俊光 | A kind of installation method of assembly type work well in reconstruction and extension project |
| CN106193123B (en) * | 2016-07-05 | 2018-04-24 | 陈俊光 | A kind of assembled work well standard knot and its installation method in reconstruction and extension project |
| CN116356882A (en) * | 2021-12-28 | 2023-06-30 | 上海浦东建筑设计研究院有限公司 | A horse-riding well device and its construction method added to the small-diameter main pipe |
| CN115787360A (en) * | 2022-11-17 | 2023-03-14 | 中铁一局集团有限公司 | The Construction Method of Retrofitting the Integral Trackbed of Existing Lines |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| SU781283A2 (en) * | 1979-01-04 | 1980-11-23 | Центральный научно-исследовательский институт комплексного использования водных ресурсов | Arrangement for pumping liquid from a well |
| DK172197B1 (en) * | 1996-02-09 | 1997-12-22 | Justi Poulsen | Collecting drain with sediment collecting bag and stench trap |
| CN103821219A (en) * | 2014-03-03 | 2014-05-28 | 永升建设集团有限公司 | Top pipe construction modification inspection well construction method |
| CN203729424U (en) * | 2014-03-03 | 2014-07-23 | 永升建设集团有限公司 | Modified horseback-riding inspection well for top pipe construction |
| CN204163178U (en) * | 2014-10-21 | 2015-02-18 | 合肥市市政设计院有限公司 | Push pipe interval combinations manhole |
| CN204326104U (en) * | 2014-12-08 | 2015-05-13 | 宁波市政工程建设集团股份有限公司 | A kind of well device of riding for jacking construction |
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