CN202672093U - Anchoring type dock wall structure of sheet-pile wall - Google Patents
Anchoring type dock wall structure of sheet-pile wall Download PDFInfo
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- CN202672093U CN202672093U CN 201220235185 CN201220235185U CN202672093U CN 202672093 U CN202672093 U CN 202672093U CN 201220235185 CN201220235185 CN 201220235185 CN 201220235185 U CN201220235185 U CN 201220235185U CN 202672093 U CN202672093 U CN 202672093U
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- 238000004873 anchoring Methods 0.000 title abstract 6
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- 238000011065 in-situ storage Methods 0.000 claims abstract description 17
- 230000003014 reinforcing Effects 0.000 claims abstract description 5
- 239000004568 cement Substances 0.000 claims description 27
- 210000001331 Nose Anatomy 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 239000011150 reinforced concrete Substances 0.000 claims description 15
- 239000000463 material Substances 0.000 claims description 6
- 238000007569 slipcasting Methods 0.000 claims description 5
- 238000005056 compaction Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 7
- 230000000694 effects Effects 0.000 abstract description 5
- 238000007789 sealing Methods 0.000 abstract description 4
- 239000011435 rock Substances 0.000 abstract 1
- 238000004062 sedimentation Methods 0.000 description 8
- 239000003673 groundwater Substances 0.000 description 4
- 238000005096 rolling process Methods 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000003079 width control Methods 0.000 description 2
- 210000003205 Muscles Anatomy 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 229910052570 clay Inorganic materials 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006011 modification reaction Methods 0.000 description 1
Abstract
The utility model discloses an anchoring type dock wall structure of a sheet-pile wall, and belongs to an underground hydraulic structure in the technical field of port, shore and offshore engineering. The dock wall structure is composed of a retaining structure, a tie rod and an anchoring structure, and is characterized in that the top parts of a cast-in-situ bored pile front wall and a cast-in-situ bored pile bearing pile are rigidly connected with the bottom part of a gallery, the top of a jet grouting pile waterproof curtain is connected with the bottom of the gallery, an ejection water-plugging curtain is positioned below the jet grouping pile waterproof curtain with the lower bottom of the ejection water-plugging curtain lower than the bottom end of the cast-in-situ bored pile front wall, two ends of an anchor tie are respectively anchored with the bottom of a front gallery and a guide beam at the top of a rear anchoring sheet pile, a mixing pile reinforcing body and a dry building block rock body are positioned on the front sides of an anchoring sheet pile and the guide beam, and wall-back backfill is positioned on the back side of the gallery. According to the utility model, the cast-in-situ bored pile and the anchoring structure forms a whole stress system together, and a sealing waterproof system is formed through the waterproof curtain and a lined wall together, therefore, not only can the lateral deformation and the vertical settlement of the dock wall be efficiently controlled, but also the seepage of underground water can be efficiently prevented, and the engineering construction effect is well.
Description
Technical field
The utility model relates to the underground hydro-structure of a kind of harbour, seashore and offshore engineering technical field, is a kind of dry dock dock wall structure specifically.
Background technology
Dry dock is a kind of underground hydro-structure near water, and its effect mainly is be used to building dock.Dock chamber is the main body of dry dock, and its structure is comprised of both sides dock wall, headwall and base plate.The pull-type sheet pile wall dock wall of anchor is soft clay area a kind of dock wall structure commonly used, this structure is comprised of front sheet pile, pull bar and anchorage structure three parts, but the pull-type sheet pile structure of conventional anchor is because front sheet pile rigidity is limited and without good measures of preventing water, under overload effect behind the wall, often cause structure lateral deformation or sedimentation excessive, cause the series of problems such as structural failure or ground water seepage, the supporting capacity that affects structure is used with normal.
Find by prior art documents, the Chinese utility model patent application number is 200520123117.5, and (notice of authorization number be CN 2823329Y) discloses a kind of half covered type of sheet pile structure of raising sheet pile wall ability to bear by name, this sheet pile structure is in front sheet-piled wall rear design a plurality of half window shade stakes in parallel, and its effect is that this structure can effectively reduce the stressed of front sheet pile.This structure can utilize half window shade stake to share the load that acts on front sheet-piled wall, thereby solve bearing capacity and the Deformation control problem of front sheet-piled wall, but for underground water behind the wall, because of the non-enclosed construction of half window shade stake, can not effectively block the seepage flow of underground water, as with this structure applications in the dry dock engineering, can't solve the infiltration control problem of underground water, this structure is also unclear at the force-mechanism of construction period and operating period.Thereby the no dry dock dock wall that is applicable in this structure, its effect is still waiting further checking.
Based on this, need the pull-type sheet pile wall dock wall of a kind of anchor structure, can realize bearing capacity and the Deformation control of dock wall structure, can effectively realize again the control of groundwater seepage.
The utility model content
Deficiency for above-mentioned prior art existence, the purpose of this utility model provides the pull-type sheet pile wall structure of a kind of anchor, can guarantee by the synergy of front sheet-piled wall and rear side anchorage structure horizontal bearing capacity and the control structure lateral deformation of dock wall structure, can guarantee by bearing pile again vertical bearing capacity and the control structure sedimentation of dock wall, and the seepage flow of controlling underground water by additional sealing water-stop curtain prevents seepage failure, thereby can guarantee the bearing capacity of dock wall structure, again can implementation structure effective control of distortion and underground water, satisfy ultimate limit states and the serviceability limit state designing requirement of dock wall.
For achieving the above object, the technical solution adopted in the utility model is: the pull-type sheet pile wall dock wall of a kind of anchor structure, formed by retaining structure, pull bar and anchorage structure, retaining structure comprises bored pile front wall, rotary churning pile water stopping curtain, ejection for water plugging curtain, bored pile bearing pile, gallery and lining wall, pull bar is anchor tie, and the anchorage structure comprises backfill behind anchorage sheet pile, nose girder, cement mixing method body, placed rockfill rib body and the wall.Described lining wall is arranged at the gallery below, its top and gallery join, described bored pile front wall is arranged at the lining wall rear side, and join with lining wall, coping and gallery bottom rigidly connects before the bored pile, described bored pile bearing pile is positioned at bored pile front wall rear side, its top and gallery bottom rigidly connect, described rotary churning pile water stopping curtain is arranged at bored pile front wall rear side and gallery below, front side and bored pile front wall join, and described ejection for water plugging curtain is positioned at the rotary churning pile water stopping curtain below and the bottom is lower than bored pile front wall bottom; Described anchorage structure is arranged at the rear side of bored pile bearing pile, the nose girder that it comprises the anchorage sheet pile and is arranged on anchorage sheet pile top, described pull bar is anchor tie, its two ends are anchored with front side gallery bottom and rear side anchorage sheet pile top nose girder respectively, the cement mixing method body is arranged at the front side of anchorage sheet pile, placed rockfill rib body is arranged on cement mixing method body top, and is positioned at the front side of nose girder, and backfill is arranged at the gallery rear side behind the wall.
Further, described bored pile front wall is the single campshed of boring cast-in-situ steel reinforced concrete, and the center distance of single campshed is not more than 2 times an of diameter, and clear distance is not less than 150mm between adjacent studs, the campshed verticality is not more than 1/150, and bored pile should be constructed prior to water-stop curtain.
Further, described rotary churning pile water stopping curtain slip casting form is the churning of many row's lap connections, sprays injecting paste material and is mainly cement, and the layout form is the wallboard shape, and satisfies pile body lap width control requirement, and the pile body lap width is not less than 200mm.
Further, described ejection for water plugging curtain-grouting form is the lap connection high-pressure slip-casting, and injecting paste material is mainly cement, and the layout form is the wallboard shape.
Further, described bored pile bearing pile is the single campshed of boring cast-in-situ steel reinforced concrete, and pile spacing is determined according to upper load condition, gallery structure internal force and requirement of settlement control, generally can be adopted 3～6m.
Further, described gallery is monolithic reinforced concrete structure, can be used as public, service line gallery, and as the relieving slab of dock wall structure, bored pile front wall and bored pile bearing pile top should effectively be connected with the gallery bottom, the bored pile top embeds that length is not less than 70mm in the gallery, and bored pile top lengthways main steel bar should anchor in the gallery simultaneously, anchors into length and is not less than 35 times of bored pile master muscle diameter.
Further, described lining wall is the cast in situ ferroconcrete wall body, and the steel mesh reinforcement of lining wall should effectively be connected with the bored pile front wall, can connection be set by methods such as pre-doweling or bar plantings, for guaranteeing the dock chamber instructions for use, the thickness of lining wall is not less than 400mm.
Further, described anchor tie adopts high-strength finish rolling deformed bar or steel strand, and two ends are anchored in respectively in gallery and the anchorage structure nose girder, and the middle part is provided with stretcher with control anchor tie prestressing force size, the long long appropriate to the occasion vertical hinge of respectively establishing in its rear and front end of bar.
Further, described anchorage sheet pile is the precast rc slab pilework, and the top is provided with the cast-in-situ steel reinforced concrete nose girder, and the sheet pile top should reliably be connected with nose girder, the anchorage sheet pile should injection after its front side cement mixing method body construction is finished, and piling stops the hammer standard and controls with design elevation.
Further, described cement mixing method body provides passive resisting force for the anchorage sheet pile, control grappling sheet pile horizontal movement and the sedimentation of placed rockfill rib body, should adopt twin shaft or triaxial cement mixing pile, layout should adopt grill-shaped, area replacement ratio should not less than 20%, should construct continuously and guarantee that lap width should not be less than 200mm during mixing pile construction.
Further, described placed rockfill rib body can be the anchorage structure provides passive resisting force, control grappling sheet pile and nose girder horizontal movement, and its effective width should be less than the cement mixing method body, and height pushes up from reinforcing body end face to nose girder.
Further, backfill can be the rigidity terrace supporting and the overload control sedimentation of diffusion ground is provided behind the described wall, should adopt sandstone class layers of material grinding compacting, and degree of compaction should not be less than 0.93.
The utility model by bored pile front wall, bored pile bearing pile, gallery, anchor tie, anchorage sheet pile, cement mixing method body, placed rockfill rib body and wall after backfill jointly consist of the pull-type sheet pile wall structure stress of anchor system, and jointly consist of sealing sealing system by rotary churning pile water stopping curtain, ejection for water plugging curtain and lining wall, can effectively control lateral deformation and the Vertical Settlement of dock wall, the seepage flow that can effectively cut off again underground water, guarantee the stable and seepage control of impervious stream of dock wall, engineering construction is respond well.
Description of drawings
The utility model is described in further detail below in conjunction with the drawings and specific embodiments.
Fig. 1 is the utility model plane structure schematic diagram;
Fig. 2 is the A-A cross-sectional view of Fig. 1.
Among the figure: 1-bored pile front wall; The 2-rotary churning pile water stopping curtain; 3-ejection for water plugging curtain; 4-bored pile bearing pile; The 5-gallery; The 6-lining wall; The 7-anchor tie; 8-anchorage sheet pile; The 9-nose girder; 10-cement mixing method body; 11-placed rockfill rib body; Backfill behind the 12-wall.
The specific embodiment
Fig. 1 and Fig. 2 show respectively structural representation of the present utility model.As seen from the figure, the pull-type sheet pile wall dock wall of anchor structure comprises: backfill 12 behind bored pile front wall 1, rotary churning pile water stopping curtain 2, ejection for water plugging curtain 3, bored pile bearing pile 4, gallery 5, lining wall 6, anchor tie 7, anchorage sheet pile 8, nose girder 9, cement mixing method body 10, placed rockfill rib body 11 and the wall.
Lining wall 6 is arranged at gallery 5 belows, and its top joins in gallery 5.
Bored pile front wall 1, rotary churning pile water stopping curtain 2, ejection for water plugging curtain 3 and bored pile bearing pile 4 all are positioned at gallery 5 belows, and bored pile front wall 1 is arranged at lining wall 6 rear sides, and join with lining wall 6, and its top and gallery 5 bottoms rigidly connect; Bored pile bearing pile 4 is positioned at bored pile front wall 1 rear side, and its top and gallery 5 bottoms rigidly connect; Rotary churning pile water stopping curtain 2 between bored pile front wall 1 and bored pile bearing pile 4, its top and gallery 5 bottom connections; Ejection for water plugging curtain 3 is positioned at rotary churning pile water stopping curtain 2 belows and the bottom is lower than bored pile front wall 2 bottoms.
The anchorage structure is formed on the top that nose girder 9 is arranged on anchorage sheet pile 8, and it is positioned at bored pile bearing pile 4 rear sides.
Anchor tie 7 two ends are anchored with front side gallery 5 and rear side anchorage sheet pile 8 top nose girders 9 respectively.
Cement mixing method body 10 is arranged at the front side of anchorage sheet pile 8, and placed rockfill rib body 11 is arranged on cement mixing method body top simultaneously, and is positioned at the front side of nose girder 9.
Backfill 12 is positioned at gallery 5 rear sides behind the wall.
Based on such scheme, specific embodiments of the present utility model is as follows:
Bored pile front wall 1 is the single campshed of boring cast-in-situ steel reinforced concrete, the center distance of single campshed is not more than 2 times an of diameter, clear distance is not less than 150mm between adjacent studs, and the campshed verticality is not more than 1/150, and bored pile should be prior to rotary churning pile water stopping curtain 2 and 3 constructions of ejection for water plugging curtain.
Rotary churning pile water stopping curtain 2 is many row's lap connection rotary churning piles, spray injecting paste material and be mainly cement, can suitably add as required Admixture and admixture, mutually overlap interlock in the plane and consist of wallboard shape water-stop curtain, and satisfying pile body lap width control requirement, the pile body lap width is not less than 200mm.
Ejection for water plugging curtain 3 is arranged at front-seat rotary churning pile water stopping curtain 2 belows, and the slip casting form is many row's lap connection high-pressure slip-castings, mutually overlaps interlock in the plane and consists of wallboard shape water-stop curtain, and the bottom is lower than bored pile front wall 1 bottom.
Bored pile bearing pile 4 is the single campshed of boring cast-in-situ steel reinforced concrete, and pile spacing is determined according to upper load condition, gallery 5 structural internal forces and requirement of settlement control, generally can be adopted 3～6m.
Gallery 5 is monolithic reinforced concrete structure, can be used as public, service line gallery, and as the relieving slab of dock wall structure, its bottom rigidly connects rear side and anchor tie 7 front end anchorings with bored pile front wall 1 and bored pile bearing pile 4 tops.
Bored pile front wall 1 and bored pile bearing pile 4 tops embed that length is not less than 70mm in the gallery, and a stake top lengthways main steel bar should anchor in the gallery, anchor into length and are not less than 35 times of lengthways main steel bar diameter.
Lining wall 6 is the cast in situ ferroconcrete wall body, and the inner steel bar net can effectively be connected with bored pile front wall 1 by pre-doweling or bar planting etc.
Anchor tie 7 should adopt high-strength finish rolling deformed bar or steel strand, and two ends are anchored in respectively in gallery 5 and the anchorage structure nose girder 9, and the middle part is provided with stretcher with control prestressing force size.When bar is longer, should respectively establishes in its rear and front end one and vertically cut with scissors.
Anchorage sheet pile 8 is the precast rc slab pilework, and the top is provided with cast-in-situ steel reinforced concrete nose girder 9, and the two has reliable connection, and anchorage sheet pile 8 should injection after 10 constructions of its front side cement mixing method body are finished, and piling stops the hammer standard and controls with design elevation.
Cement mixing method body 10 provides passive resisting force for the anchorage sheet pile, control grappling sheet pile horizontal movement and the sedimentation of placed rockfill rib body, can adopt grill-shaped to arrange twin shaft or triaxial cement mixing pile, layout should adopt grill-shaped, area replacement ratio should not be less than 20%, should construct continuously and guarantee lap width between piles with different during mixing pile construction, should not be less than 200mm.
Placed rockfill rib body 11 is positioned at nose girder 9 front sides, for the anchorage structure provides passive resisting force, and control grappling sheet pile and nose girder horizontal movement, its effective width should be less than the cement mixing method body, and height is 9 tops from reinforcing body 10 end faces to nose girder.
Backfill 12 adopts sandstone class layers of material grinding compacting for the rigidity terrace provides supporting and the overload control sedimentation of diffusion ground behind the wall, and degree of compaction should not be less than 0.93.
Embodiment:
The dark 15m of certain dock foundation ditch adopts the pull-type sheet pile wall dock wall of the utility model anchor structure, bored pile front wall specification
Double pipe rotary churning pile water stopping curtain specification is double
Its underpart is provided with double high-pressure slip-casting water-stop curtain, bored pile bearing pile specification
Gallery and lining wall are the C35 monolithic reinforced concrete structure, the anchor tie specification
The anchorage sheet pile is prefabricated reinforced concrete driving into type sheet pile, and C35 cast-in-situ steel reinforced concrete nose girder is established at the top, and triaxial cement mixing pile reinforcing body specification grill-shaped is arranged
Placed rockfill rib body is established at the top, and backfill sandstone layered rolling was closely knit after anchor tie was stretched to the prestressing force design load by stretcher, minimum degree of compaction 0.93.
Implementation result shows, behind the dock excavation of foundation pit lateral deformation of dock wall structure less, gallery does not almost produce sedimentation, dock wall lining wall and base plate have no the ground water seepage point.Practice shows that after the employing technical solutions of the utility model, the lateral deformation of dock wall structure, sedimentation and groundwater control are respond well.
Although the utility model discloses as above with preferred embodiment; so it is not to limit the utility model; any those skilled in the art; within not breaking away from spirit and scope of the present utility model; when doing a little modification and perfect, therefore protection domain of the present utility model is worked as with being as the criterion that claims were defined.
Claims (16)
1. the pull-type sheet pile wall dock wall of anchor structure, by retaining structure, pull bar and anchorage structure form, it is characterized in that: described retaining structure comprises bored pile front wall (1), rotary churning pile water stopping curtain (2), ejection for water plugging curtain (3), bored pile bearing pile (4), gallery (5) and lining wall (6), described pull bar is anchor tie (7), and described anchorage structure comprises anchorage sheet pile (8), nose girder (9), cement mixing method body (10), backfill (12) behind placed rockfill rib body (11) and the wall; Described lining wall (6) is arranged at gallery (5) below, and top and gallery (5) join; Described bored pile front wall (1) is arranged at lining wall (6) rear side, and joins with lining wall (6); Described bored pile front wall (1) and described bored pile bearing pile (4) all are arranged at gallery (5) below, and the top all rigidly connects with gallery (5) bottom; Described rotary churning pile water stopping curtain (2) is arranged at bored pile front wall (1) rear side and gallery (5) below, and front side and bored pile front wall (1) join, top and gallery (5) bottom connection; Described ejection for water plugging curtain (3) is arranged at rotary churning pile water stopping curtain (2) below, and the bottom is lower than bored pile front wall (1) bottom; Described anchor tie (7) two ends are anchored with front side gallery (5) bottom and rear side anchorage sheet pile (8) top nose girder (9) respectively; Described cement mixing method body (10) and placed rockfill rib body (11) are arranged at anchorage sheet pile (8) and nose girder (9) front side; Backfill behind the described wall (12) is arranged at gallery (5) rear side.
2. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: described bored pile front wall (1) is the single campshed of boring cast-in-situ steel reinforced concrete.
3. the pull-type sheet pile wall dock wall of anchor according to claim 2 structure, it is characterized in that: the center distance of described single campshed is not more than 2 times an of diameter, and clear distance is not less than 150mm between adjacent studs, and the campshed verticality is not more than 1/150.
4. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: described rotary churning pile water stopping curtain (2) is many row's lap connection rotary churning piles, and the layout form is the wallboard shape, and requires to adapt with the control of pile body lap width.
5. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure, it is characterized in that: described ejection for water plugging curtain (3) is formed by many rows lap connection high-pressure slip-casting, and the layout form is the wallboard shape.
6. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: described bored pile bearing pile (4) is the single campshed of boring cast-in-situ steel reinforced concrete.
7. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure, it is characterized in that: described gallery (5) is monolithic reinforced concrete structure, and as the relieving slab of dock wall structure.
8. according to claim 1 or the pull-type sheet pile wall dock wall of 7 described anchors structure, it is characterized in that: gallery (5) bottom rigidly connects with bored pile front wall (1) and bored pile bearing pile (4) top, bored pile front wall (1) and bored pile bearing pile (4) top embed the interior length of gallery and all are not less than 70mm, stake top lengthways main steel bar all anchors in the gallery, anchors into length and is not less than 35 times of lengthways main steel bar diameter.
9. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure, it is characterized in that: described lining wall (6) is the cast in situ ferroconcrete wall body, and the steel mesh reinforcement of lining wall (6) can adopt pre-doweling or bar planting mode to be connected with bored pile front wall (1).
10. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: the middle part of described anchor tie (7) is provided with stretcher with control anchor tie (7) prestressing force size.
11. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: described anchorage sheet pile (8) is the precast rc slab stake, and the nose girder at top (9) is the cast-in-situ steel reinforced concrete beam.
12. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: the cement mixing method that described cement mixing method body (10) is arranged for grill-shaped.
13. the pull-type sheet pile wall dock wall of anchor according to claim 12 structure, it is characterized in that: the area replacement ratio of described cement mixing method should not be less than 20%, and the lap width of cement mixing method is not less than 200mm.
14. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure, it is characterized in that: the effective width of described placed rockfill rib body (11) is not less than cement mixing method body (10), and height pushes up from reinforcing body (10) end face to nose girder (9).
15. the pull-type sheet pile wall dock wall of anchor according to claim 1 structure is characterized in that: backfill behind the described wall (12) adopts sandstone class layers of material grinding compacting.
16. the pull-type sheet pile wall dock wall of anchor according to claim 15 structure is characterized in that: the degree of compaction of backfill behind the described wall (12) is not less than 0.93.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220235185 CN202672093U (en) | 2012-05-23 | 2012-05-23 | Anchoring type dock wall structure of sheet-pile wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220235185 CN202672093U (en) | 2012-05-23 | 2012-05-23 | Anchoring type dock wall structure of sheet-pile wall |
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| CN202672093U true CN202672093U (en) | 2013-01-16 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104326069A (en) * | 2014-11-13 | 2015-02-04 | 中船第九设计研究院工程有限公司 | Structural design for middle dock walls of parallel double docks |
| CN104652355A (en) * | 2015-01-12 | 2015-05-27 | 河海大学 | Sheet pile quay wall structure with reinforced rib beams and wave dissipating measures |
| CN106245582A (en) * | 2016-09-27 | 2016-12-21 | 中船第九设计研究院工程有限公司 | The sheet pile bulkhead structure that a kind of deep soft soil foundation notch cuttype is reinforced |
| CN106499211A (en) * | 2016-11-29 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | Newly-increased outrigger framework Baogang anchor traction therapy structure and technique |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN111305190A (en) * | 2020-03-02 | 2020-06-19 | 中交第三航务工程局有限公司 | Construction process of dock wall system |
| CN111305204A (en) * | 2020-03-02 | 2020-06-19 | 中交第三航务工程局有限公司 | Construction process of dock anchorage sheet pile |
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2012
- 2012-05-23 CN CN 201220235185 patent/CN202672093U/en not_active IP Right Cessation
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104326069A (en) * | 2014-11-13 | 2015-02-04 | 中船第九设计研究院工程有限公司 | Structural design for middle dock walls of parallel double docks |
| CN104326069B (en) * | 2014-11-13 | 2016-06-29 | 中船第九设计研究院工程有限公司 | The structure of wing wall in the middle of a kind of pair of depressed place parallel connection |
| CN104652355A (en) * | 2015-01-12 | 2015-05-27 | 河海大学 | Sheet pile quay wall structure with reinforced rib beams and wave dissipating measures |
| CN106245582A (en) * | 2016-09-27 | 2016-12-21 | 中船第九设计研究院工程有限公司 | The sheet pile bulkhead structure that a kind of deep soft soil foundation notch cuttype is reinforced |
| CN106499211A (en) * | 2016-11-29 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | Newly-increased outrigger framework Baogang anchor traction therapy structure and technique |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN108375504B (en) * | 2018-01-25 | 2020-12-15 | 河海大学 | Anchorage type reaction frame test device suitable for underground space structure |
| CN111305190A (en) * | 2020-03-02 | 2020-06-19 | 中交第三航务工程局有限公司 | Construction process of dock wall system |
| CN111305204A (en) * | 2020-03-02 | 2020-06-19 | 中交第三航务工程局有限公司 | Construction process of dock anchorage sheet pile |
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