CN204715502U - To ride well system - Google Patents
To ride well system Download PDFInfo
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- CN204715502U CN204715502U CN201520317198.6U CN201520317198U CN204715502U CN 204715502 U CN204715502 U CN 204715502U CN 201520317198 U CN201520317198 U CN 201520317198U CN 204715502 U CN204715502 U CN 204715502U
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- well
- shield structure
- structure pipeline
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Abstract
The utility model provides one and to ride well system, and comprising: well of riding, comprise well lid, pit shaft and well room, described well lid lid is located on pit shaft, and described pit shaft is arranged on to be communicated with on well room and with well room and arranges; Shield structure pipeline, be arranged in the soil body, described well room to be arranged on shield structure pipeline and to arrange with shield structure pipeline communication, the bottom of described well room is provided with base plate of foundation pit, described base plate of foundation pit is fixed on the external surface of shield structure pipeline, described base plate of foundation pit is also fixed on the side wall of described well room, and described base plate of foundation pit and shield structure pipeline all have hole, and described well room is arranged by described hole and shield structure pipeline communication.The utility model provides one and to ride well system, and present situation operation shield method drainage pipe achieves the installation of well of riding, and protect present situation operation shield method drainage pipe, and easy construction, cost is lower, safety is high.
Description
Technical field
The utility model relates to the construction field of drainage pipe, and especially one is ridden well system.
Background technology
Along with the continuous expansion of Metroplises, the sharply expansion of urban population, original drainage pipe is progressively aging, 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 pipe is imperative.On present situation operation (namely runing) shield method drainage pipe, newly-built well of riding is a difficult problem in the rebuilding construction of substandard drainage pipe, and main construction Difficulties is foundation pit enclosure structure construction, the access of the perforate of present situation shield method drainage pipe and the drainage system that running with present situation, guarantee that present situation drainage pipe is not stopped transport to the protection of existing drainage pipe, construction period.
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, and the construction of its well that only carried out riding in conjunction with push pipe, does not relate to the technical scheme of present situation operation shield method drainage pipe in this manual.On the other hand, when shield method drainage pipe is constructed, need the dismounting carrying out shield method drainage pipe section of jurisdiction, traditional construction method arranges simple and easy prestressing force tunnel frame in the drainage pipe of opening part both sides, remove drainage pipe generation adverse influence to alleviate shield duct piece, this construction method is comparatively complicated, and cost is higher.Therefore, be necessary to provide a kind of technical scheme of constructing to shield method drainage pipe under the requirement of the features such as the operation not affecting existing drainage pipe, economy, safety.
Utility model content
The purpose of this utility model is to provide one to ride well system, is located on present situation operation shield method drainage pipe with derrick of riding under the prerequisite not affecting existing drainage pipe, and ensure easy construction, cost is lower and safety is high.
In order to achieve the above object, the utility model provides one and to ride well system, comprising:
Ride well, comprise well lid, pit shaft and well room, described well lid lid is located on pit shaft, and described pit shaft is arranged on to be communicated with on well room and with well room and arranges;
Shield structure pipeline, be arranged in the soil body, described well room to be arranged on shield structure pipeline and to arrange with shield structure pipeline communication, the bottom of described well room is provided with base plate of foundation pit, described base plate of foundation pit is fixed on the external surface of shield structure pipeline, described base plate of foundation pit is also fixed on the side wall of described well room, and described base plate of foundation pit and shield structure pipeline all have hole, and described well room is arranged by described hole and shield structure pipeline communication.
Further, also comprise push pipe, described push pipe is arranged through the side wall being communicated with well room of described well room.
Further, the one or both sides side wall along shield structure pipe laying direction of described well room is connected with described push pipe.
Further, described shield structure pipeline is fixed with the first reinforcing bar exposing outside shield structure pipeline, the first reinforcing bar exposing outside described shield structure pipeline is inserted and secured in described base plate.
Further, the top of described well room is provided with top board, and described top board is fixed on the side wall of described well room, and described pit shaft to be communicated with well room by the described top board that has a hole and to arrange.
Further, described base plate of foundation pit adopts C30 concrete as building material.
Further, the side wall of described well room adopts C30 concrete as building material.
Further, the soil body below described shield structure pipeline and base plate is the soil mass consolidation by slip casting.
Compared with prior art, the utility model provides one and to ride well system, and present situation operation shield method drainage pipe achieves the installation of well of riding, and protects present situation operation shield method drainage pipe; When removing shield method drainage pipe without the need to arranging simple and easy prestressing force tunnel frame, and adopt static(al) patterning method to remove section of jurisdiction of binding, complete the access of the drainage system run with present situation smoothly, and construction is very little on the impact of existing shield structure, easy construction, cost are lower, safety is high; To the grouting in soil mass at the bottom of foundation ditch to produce soil mass consolidation, achieve ground stabilization, improve the safety of well system of riding.
Accompanying drawing explanation
The flow chart of the well construction method of riding on the present situation operation shield method drainage pipe that Fig. 1 provides for the utility model embodiment;
The top view of the foundation ditch that Fig. 2 provides for the utility model embodiment and foundation pit enclosure structure;
The upward view of the foundation ditch that Fig. 3 provides for the utility model embodiment and foundation pit enclosure structure;
The partial enlarged drawing of the foundation pit enclosure structure that Fig. 4 provides for the utility model embodiment;
The sectional view of the well system of riding after high-pressure rotary jet grouting pile is set in the well construction method of riding on the present situation operation shield method drainage pipe that Fig. 5 provides for the utility model embodiment;
The sectional view of the well system of riding after upper joint side wall is set in the well construction method of riding on the present situation operation shield method drainage pipe that Fig. 6 provides for the utility model embodiment;
The sectional view of the well system of riding after lower joint side wall is set in the well construction method of riding on the present situation operation shield method drainage pipe that Fig. 7 provides for the utility model embodiment;
The sectional view of the well system of riding after push pipe is set in the well construction method of riding on the present situation operation shield method drainage pipe that Fig. 8 provides for the utility model embodiment;
The sectional view of the well system of riding after offering the first hole in the well construction method of riding on the present situation operation shield method drainage pipe that Fig. 9 provides for the utility model embodiment;
The sectional view of the well system of riding after top board is set in the well construction method of riding on the present situation operation shield method drainage pipe that Figure 10 provides for the utility model embodiment;
The sectional view of the well system of riding after pit shaft is set in the well construction method of riding on the present situation operation shield method drainage pipe that Figure 11 provides for the utility model embodiment;
The structural representation of the well system of riding that Figure 12 provides for the utility model embodiment.
In figure, 1: well lid, 2: pit shaft, 3: well room, 4: shield structure pipeline, 5: base plate of foundation pit, 6: side wall, 7: push pipe, 8: the first reinforcing bars, 9: top board, 10: 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, detailed description of the invention of the present utility model is described in detail.According to following description and in conjunction with claims, advantage of the present utility model and feature will be clearer.It should be noted that, accompanying drawing all adopts the form that simplifies very much and all uses non-ratio accurately, only in order to object that is convenient, aid illustration the utility model embodiment lucidly.
As shown in figure 12, the utility model embodiment provides one and to ride well system, comprising:
To ride well, comprise 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 to be communicated with on well room 3 and with well room 3 and arranges;
Shield structure pipeline 4, be arranged in the soil body, described well room 3 is arranged on to be communicated with on shield structure pipeline 4 and with shield structure pipeline 4 and arranges, 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 external surface of shield structure 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 structure pipeline 4 all have hole, and described well room 3 is communicated with shield structure pipeline 4 by described hole and arranges;
Push pipe 7, described push pipe 7 is arranged through the side wall 6 being communicated with well room 3 of described well room 3.
In the present embodiment, shield structure pipeline 4 refers to present situation operation shield method drainage pipe, the drainage pipe by shield construction namely runed.
Four sides side wall 6 (can only provide two sides in Fig. 1) is enclosed to form well room 3, and the one or both sides side wall 6 laying direction along shield structure pipeline 4 of described well room 3 is connected with described push pipe 7.In the present embodiment, the side side wall 6 laying direction along shield structure pipeline 4 of described well room 3 is connected with described push pipe 7.
In the present embodiment, described shield structure pipeline 4 is fixed with the first reinforcing bar 8 exposing outside shield structure pipeline 4, the first reinforcing bar 8 exposing outside described shield structure 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 to be communicated with well room 3 by the described top board 9 that has a hole and to arrange.
In the present embodiment, gone out the hole of described base plate 5 and shield structure pipeline 4 by the drilling of diamond barrel saw auger, described shield structure pipeline 4 comprises multi-disc shield duct piece, removes 2 shield duct pieces to form the hole of described shield structure pipeline 4 by diamond barrel saw auger.Diamond barrel saw auger is based on friction static(al) incision principle, diamond instrument carries out grinding to steel concrete down running up, and the break flour of generation is taken away by cooling water, finally forms cut surface, so there is not vibration problem, noise is low, pollution-free, and mechanization degree is high, to former reservation structure without impact, can not produce micro-crack to destroy, not affect structure stress and application life, this is that the detaching device of other type cannot be accomplished.
Described base plate of foundation pit 5 adopts C30 concrete, and the side wall 6 of described well room 3 adopts C30 concrete, and the soil body below described shield structure pipeline 4 and base plate 5 is the soil mass consolidation 15 by slip casting, improves the safety of well system of riding.
To ride well system construction time, need to provide a kind of present situation to run well construction method of riding on shield method drainage pipe, as shown in Figure 1, composition graphs 2 ~ 12, the method comprises:
Step 1: as shown in Figure 2-5, the foundation ditch 100 to be excavated bottom being equipped with to shield structure 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 be divided into one section, till then first excavating described foundation ditch 100 absolute altitude 14 place at the bottom of the hole of setting, then on described shield structure pipeline 4, implant the first reinforcing bar 8, and build base plate of foundation pit 5 on described shield structure pipeline 4, make described first reinforcing bar 8 penetrate base plate of foundation pit 5, and make described base plate of foundation pit 5 be enclosed to form a well room 3 with side wall 6, build the side wall 6 of described foundation ditch 100 4 side, if be 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 each section of side wall 6 about 6 to be connected with side wall the last period, till excavating final stage absolute altitude 14 place at the bottom of the hole of setting afterwards, then on described shield structure pipeline 4, the first reinforcing bar 8 is implanted, and base plate of foundation pit 5 is built on described shield structure 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 form the side wall 6 of described foundation ditch 100, and make the side wall 6 of described foundation ditch 100 be enclosed to form a well room 3 with base plate of foundation pit 5,
Step 3: as shown in Fig. 8 ~ 9, carry out jacking construction to make push pipe 7 through the side wall 6 of described foundation ditch 100 and to be connected with described well room 3, by static(al) cutting equipment continuous round hole, hole intersected to offer the first hole on described base plate of foundation pit 5 and shield structure pipeline 4 top, current are flowed into well room 3 from push pipe 7, and then flows in shield structure 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 (scheming not shown);
Step 5: as shown in Figure 11 ~ 12, described top board 9 is arranged through the pit shaft 2 that the second hole is connected with well room 3, arranges well lid 1 on described pit shaft 2 top.
In the present embodiment, in step 1, specifically comprise:
Step 1.1: the both sides along the direction that described shield structure pipeline 4 is laid bottom being equipped with to the foundation ditch 100 to be excavated of shield structure pipeline 4 all arrange bored pile 10, are achieved the function of only soil by the setting of bored pile 10;
Step 1.2: at side arranged and bored pile 10 overlap the high-pressure rotary jet grouting pile 11 of described bored pile 10 away from foundation ditch 100, the high-pressure rotary jet grouting pile 11 overlapped with bored pile 10 is set near the side of foundation ditch 100 at described bored pile 10, and full hall setting (being namely covered with) high-pressure rotary jet grouting pile 11 (please refer to Fig. 5 in described foundation ditch 100, and the high-pressure rotary jet grouting pile 11 in Fig. 2 in not shown foundation ditch 100), and two of arbitrary neighborhood high-pressure rotary jet grouting piles 11 are overlapped, the function of sealing is achieved by the high-pressure rotary jet grouting pile 11 arranging overlap joint with bored pile 10, high-pressure rotary jet grouting pile 11 is set by hall full in foundation ditch 100 and achieves the effect of reinforcing foundation ditch 100,
Step 1.3: arrange a position for hole end absolute altitude 14 in described foundation ditch 100, the below slip casting at absolute altitude 14 place at the bottom of described hole, to form soil mass consolidation 15, arranges top beam 13 on the top of described bored pile 10.
In the present embodiment, in step 1.1, after bored pile 10 is set, reinforcing cage (scheming not shown) is all set in bored pile 10 described in each.
High-pressure rotary jet grouting pile 11 adopts strength grade 42.5 grades of fresh Portland cements, and water/binder ratio 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 paste, soil mass consolidation unconfined compression strength qu >=1.2Mpa, overlaps 200mm between stake.Bored pile 10 adopts c30 concrete under water, and main tendon protective layer gets 75mm, adopts the construction of GPS-10 type circulation drilling machine.
Slip casting adopts strength grade 42.5 grades of Portland cements, mix the flyash of 15%, slurries injection rate is 15%, grouting pressure 0.3 ~ 1.0Mpa, water/binder ratio is 0.5 ~ 0.6, injected hole spacing is 1.0m, adopts first peripheral rear inner delamination pour slurry form of construction work, adopts oblique slip casting bottom shield structure pipeline 4.
In step 2, after building arbitrary section of side wall, bored pile 10 is punchinged and by the second reinforcing bar 12, this section of side wall is fixed on the reinforcing cage of described bored pile 10 at the place of punchinging.
In addition, in step 2, if be 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 be divided into multistage, then the some sections of side walls 6 before first building final stage, then build base plate of foundation pit 5, finally build final stage side wall again, reason is the same.
In the present embodiment, described foundation ditch 100 in the vertical direction to be excavated is divided into two sections, first paragraph construction saves side wall 61, under second segment construction, save side wall 62.
Foundation ditch 100 adopts long-armed backacter to excavate, and first applies steel bar 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 bored pile 10, after upper joint side wall 61 steel bar concrete intensity reaches design strength, continue the position of downward excavation pit 100 to hole end absolute altitude 14.The reinforcing situation of the excavation soil body should be checked in digging process, if any leaking, bubbling phenomenon, should adopt in time and mend slurry measure, run off with the soil body under shield structure pipeline 4.
In step 2, by holing, brushing the operation that hole, aperture blowing, injecting glue, bar planting and maintenance realize implantation first reinforcing bar 8 on described shield structure pipeline 4.In addition, also need to carry out preparation of construction before boring, also need first to carry out reinforcing bar process injecting glue again after aperture blowing, the operation of implanting the first reinforcing bar 8 specifically comprises following step:
1) preparation of construction: bar planting position is cleaned out, carry out bar planting construction by former design drawing distributed steel requirement, as operating mode is complicated, in shield structure pipeline 4, original reinforcing bar is more, the position of original reinforcing bar found out by available reinforcing bar survey meter, avoids former reinforcement location red paint as far as possible and marks bar planting point position;
2) hole: the drill bit selecting coupling according to bar planting specification, and make sounding mark.Then drill bit aims at the bar planting point position startup electric hammer put well, ensures that boring vertical (or level) reaches the degree of depth of setting;
3) hole and aperture blowing is brushed: first use 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 clean free from dust in hole, and carry out temporary plugging with staple, enter to prevent foreign material;
4) reinforcing bar process: will imbed part reinforcing bar polishing rust cleaning in hole with sander, 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 stretch at the bottom of hole by glue rifle, glue rifle is extracted on plastic squeeze limit, limit, makes 2/3 degree of depth in glue injection hole;
6) bar planting: reinforcing bar inserts in bar planting hole by eliminating rust, and inserts to same direction slow circumvolve, till bottom arrival hole, now should have anchor adhesive to overflow in hole;
7) maintenance: carry out natural curing in 24 hours after bar planting and forbid to touch reinforcing bar, is beneficial to structure glue solidification, can does pull-out test after three days.
Boring adopts the impact drilling, and bit diameter should about 4 ~ 8mm larger 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 specifications " GB50367-2006: be not less than 20d (d is bar diameter), actual drilling depth should get 250mm, and drill bit keeps vertical with the section of jurisdiction of shield structure pipeline 4 all the time.
In the present embodiment, in step 3, base plate of foundation pit 5 that section of jurisdiction and described shield structure bind on section of jurisdiction is bound to offer described first hole by the shield structure cut on described shield structure pipeline 4.
In the present embodiment, described static(al) cutting equipment is diamond barrel saw auger.Diamond barrel saw auger 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 advantages such as no dust pollution.Cutting flow process is location, unwrapping wire → brill fabrication hole (lifting eye) → hang in advance → broken concrete in reeve → cutting → cleaning edge → concrete block lifts by crane, transports.
1) location, unwrapping wire: adopt measuring apparatus, to plan cutting part location, adopts ink fountain to carry out snap the line, determines cutting position, the accuracy of guarantee cutting position;
2) fabrication hole (lifting eye) is bored;
3) hang in advance;
4) reeve;
4) cut: adopt the drilling of diamond barrel saw auger, connect hole and become line, finally make the shaping that punches, boring is general adopts the operation of Φ 102 diamond bit, and require the accurate positioning of drilling hole position, position deviation must not more than 10mm.Boring Duplication is 1.1 (i.e. adjacent holes position overlaps 10%), continuous round, and hole, hole is intersected, i.e. so-called " ten brills add a brill ", after round cutting, limit, hole leaves bent tooth section, uses and pick boring tool by artificial for cut surface chipping in subsequent construction;
5) concrete block lifts by crane, transports: after having cut, concrete block mobile crane is hung out foundation ditch 100, the hole not place of meeting the demands carries out repairing or removing, and is cleared in time by the rubbish of dismounting part.
The construction method of diamond barrel saw auger round drilling is adopted to have following beneficial effect:
1) friction static(al) cutting
Lower grinding is carried out to steel concrete because static(al) cutting is diamond instrument running up, the break flour produced is taken away by cooling water, final formation cut surface, so there is not vibration problem, to former reservation structure without impact, micro-crack can not be produced and destroy, not affect structure stress and application life, this is that the method for dismounting of other type 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 have the sound of grinding steel concrete in diamond instrument cutting process, electric hydaulic motor running is steady, and do not have ear-piercing sound in whole construction, the volume of generation can control within 44dBA.
3) pollution-free
Adopt the diamond instrument that water cooling runs up 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.The splashing of corresponding closed controlling measurement water is taked in construction.
4) mechanization degree is high, and operating personnel's quantity is few
Static(al) cutting is in current demolition reduction field, the mechanized operation work post that labour intensity is minimum, and its technology content, far beyond the concept of traditional Mechanical Crushing, is the preferred plan of international structure retention dismounting of comparatively generally acknowledging at present.On the other hand on certain operational level, not only its efficiency of construction is high, and operating personnel can greatly reduce, and is conducive to the raising of overall economic efficiency.
5) non-destructive Demolishing Technology safeguard
Adopt non-destructive Demolition Scheme significant to reservation safety of structure, its key problem in technology is correct enforcement construction technology technique and arranged rational working procedure in work progress, is equipped with the safe handling of crane.First answer the plant equipment that selectivity is intact, for the height of concrete grade and inner reinforcing bar content number correctly select the performance of diamond instrument, only in this way guarantee is hit the target smoothly task within the control duration.
In steps of 5, specifically comprise:
Step 5.1: pit shaft 2 is set 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.
In addition, after step 5.2, also need to carry out pit backfill and the recovery operation of present situation road surface.Compared with prior art, the utility model provides one and to ride well system, and present situation operation shield method drainage pipe achieves the installation of well of riding, and protects present situation operation shield method drainage pipe; When removing shield method drainage pipe without the need to arranging simple and easy prestressing force tunnel frame, and adopt static(al) patterning method to remove section of jurisdiction of binding, complete the access of the drainage system run with present situation smoothly, and construction is very little on the impact of existing shield structure, easy construction, cost are lower, safety is high; To the grouting in soil mass at the bottom of foundation ditch to produce soil mass consolidation, achieve ground stabilization, improve the safety of well system of riding.
Above are only preferred embodiment of the present utility model, any restriction is not played to the utility model.Any person of ordinary skill in the field; not departing from the scope of the technical solution of the utility model; the technical scheme disclose the utility model and technology contents make the variations such as any type of equivalent replacement or amendment; all belong to the content not departing from the technical solution of the utility model, still belong within protection domain of the present utility model.
Claims (8)
1. to ride a well system, it is characterized in that, comprising:
Ride well, comprise well lid, pit shaft and well room, described well lid lid is located on pit shaft, and described pit shaft is arranged on to be communicated with on well room and with well room and arranges;
Shield structure pipeline, be arranged in the soil body, described well room to be arranged on shield structure pipeline and to arrange with shield structure pipeline communication, the bottom of described well room is provided with base plate of foundation pit, described base plate of foundation pit is fixed on the external surface of shield structure pipeline, described base plate of foundation pit is also fixed on the side wall of described well room, and described base plate of foundation pit and shield structure pipeline all have hole, and described well room is arranged by described hole and shield structure pipeline communication.
2. to ride as claimed in claim 1 well system, it is characterized in that, also comprise push pipe, described push pipe is arranged through the side wall being communicated with well room of described well room.
3. ride as claimed in claim 2 well system, it is characterized in that, the one or both sides side wall along shield structure pipe laying direction of described well room is connected with described push pipe.
4. ride as claimed in claim 1 well system, it is characterized in that, described shield structure pipeline is fixed with the first reinforcing bar exposing outside shield structure pipeline, and the first reinforcing bar exposing outside described shield structure pipeline is inserted and secured in described base plate.
5. ride as claimed in claim 1 well system, it is characterized in that, the top of described well room is provided with top board, and described top board is fixed on the side wall of described well room, and described pit shaft to be communicated with well room by the described top board that has a hole and to arrange.
6. to ride as claimed in claim 1 well system, it is characterized in that, described base plate of foundation pit adopts C30 concrete as building material.
7. to ride as claimed in claim 1 well system, it is characterized in that, the side wall of described well room adopts C30 concrete as building material.
8. to ride as claimed in claim 1 well system, it is characterized in that, the soil body below described shield structure pipeline and base plate of foundation pit is the soil mass consolidation by slip casting.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520317198.6U CN204715502U (en) | 2015-05-15 | 2015-05-15 | To ride well system |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520317198.6U CN204715502U (en) | 2015-05-15 | 2015-05-15 | To ride well system |
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| CN204715502U true CN204715502U (en) | 2015-10-21 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108824838A (en) * | 2018-08-29 | 2018-11-16 | 中国水利水电科学研究院 | Prestressed concrete cylinder pipe external prestressing strengthening system and its construction method |
-
2015
- 2015-05-15 CN CN201520317198.6U patent/CN204715502U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108824838A (en) * | 2018-08-29 | 2018-11-16 | 中国水利水电科学研究院 | Prestressed concrete cylinder pipe external prestressing strengthening system and its construction method |
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| CF01 | Termination of patent right due to non-payment of annual fee |