The pull-type sheet pile wall dock wall of anchor structure
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.