CN104195980B - A kind of outfitting quay structure - Google Patents
A kind of outfitting quay structure Download PDFInfo
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- CN104195980B CN104195980B CN201410439988.1A CN201410439988A CN104195980B CN 104195980 B CN104195980 B CN 104195980B CN 201410439988 A CN201410439988 A CN 201410439988A CN 104195980 B CN104195980 B CN 104195980B
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Abstract
The present invention relates to a kind of outfitting quay structure, comprise soft rock layer, the end face of described soft rock layer is provided with composite earthwork antiseepage film, the top of described composite earthwork antiseepage film is provided with mud jacking rubble bedding, the top of this mud jacking rubble bedding is horizontal plane, on this horizontal plane, be provided with integrated caisson foundation, the top bilateral symmetry of described integrated caisson foundation is provided with the piping lane track foundation of holding concurrently, the top middle portion of described integrated caisson foundation and hold concurrently and be provided with runway layer between track foundation at described piping lane. Beneficial effect of the present invention is: efficiently solve in prior art that harbour globality is poor, the large problem of differential settlement between the operating period; Make harbour good integrity, can not produce the situation of differential settlement between the operating period, efficiency of construction is fast, and has effectively saved resource.
Description
Technical field
The present invention relates to a kind of dock structure of marine traffic engineering technical field, specifically a kind of outfitting quay structure.
Background technology
At present, along with the development of shipbuilding industry, welcome the climax of Large scale construction for the outfitting quay of ship ' s equipment; The horizontal layout in outfitting quay is divided into along bank formula and jetty formula, wherein: arrange and can only form the one-sided bulkhead wall by ship along bank formula, the Wharf Engineering that is applicable to rear and need carries out the backfill of large area place; And jetty formula arranges there are all advantages of reliable ship of both sides bulkhead wall, in outfitting quay, be widely used, heavy mail lifting job is one of operation very important in ship ' s equipment process, therefore, need to be on harbour face erection crane piping lane is set for the pipelines such as water, electricity, natural gas are installed.
Wharf structure is mainly divided into pile foundation wharfs and gravity type quay, wherein: pile foundation wharfs rely on frictional force and the end resistance shared upper load of stake side, gravity type quay relies on its underpart bottom of foundation to bear upper load with the counter-force that contacts of foundation soil, comparatively speaking, pile foundation wharfs are applied to soft soil foundation more; Gravity type quay is applied to middle pan soil and hard soil site more, and along with the increase of the outfitting quay stop tonnage of ship, the supporting course ground of gravity type quay often need to be excavated to rock could meet requirement for bearing capacity; Have considerable rock to belong to soft rock layer, the feature of this rocks is that initial mechanical performance belongs to middle pan soil or hard soil, once excavation is met water, As time goes on, easily produces the phenomenon that softening, disintegration, rheology and modulus of compressibility reduce; In the time that outfitting quay is built on this type of ground, easily produce the chrominance signal sedimentation of ground, cause the increase of harbour bottom Internal force of foundation, then cause the destruction on basis, harbour bottom; The crane system of harbour also can be related the depth displacement of track before and after generation, affect normal operation and the use of crane; So on research soft rock layer, the Construction Problems engineering significance in jetty formula outfitting quay is great, application prospect is extensive.
Find by prior art documents, Chinese patent, license notification number is CN1198024C, patent name is: " the bucket foundation gravitation-type deep-water dock structure on soft soil foundation " discloses a kind of structural shape that is suitable for building in soft soil foundation gravity type quay, structure described in this patent by being inserted with the cylinder of top cover without bottom in weak soil, caisson is set in cylinder top, at caisson top, cover plate is set, the method that breastwork is set on cover plate top is carried out generated code head main body structure, cylinder in this technology, caisson, breastwork is the main bearing member of harbour, and between cylinder and caisson, the intensity that shelf type between caisson and breastwork is connected is very low, cause the globality of harbour poor, when this technology is applied to the construction in jetty formula outfitting quay on soft rock layer, the hydraulic pressure difference of bearing due to the soft rock layer inside and outside cylinder, so the softening degree difference of the soft rock layer inside and outside cylinder is larger, easily produce chrominance signal sedimentation, therefore this technology has harbour globality poor, the large shortcoming of differential settlement between the operating period.
Summary of the invention
The object of this invention is to provide a kind of outfitting quay structure, to overcome currently available technology above shortcomings.
The object of the invention is to be achieved through the following technical solutions:
A kind of outfitting quay structure, comprise soft rock layer, the end face of described soft rock layer is provided with composite earthwork antiseepage film, the top of described composite earthwork antiseepage film is provided with mud jacking rubble bedding, the top of this mud jacking rubble bedding is horizontal plane, on this horizontal plane, be provided with integrated caisson foundation, the top bilateral symmetry of described integrated caisson foundation is provided with the piping lane track foundation of holding concurrently, the top middle portion of described integrated caisson foundation and hold concurrently and be provided with runway layer between track foundation at described piping lane.
Further, described composite earthwork antiseepage film comprises two-layer non-woven geotextile and layer of plastic film, and described plastic sheeting is arranged between two-layer non-woven geotextile.
Further, described mud jacking rubble bedding is made up of the uniform rubble of grating and the cement mortar that is filled in rubble space, and embedding in described mud jacking rubble bedding have a Grouting Pipe.
Further, on holding concurrently the face that track foundation contacts, described integrated caisson foundation and described piping lane be provided with shearing resistance steel part.
Further, one end of described shearing resistance steel part is provided with semicircle crotch, and one end of described semicircle crotch is arranged on described piping lane and holds concurrently in track foundation, and the other end of described shearing resistance steel part is arranged in described integrated caisson foundation.
Further, the described piping lane track foundation of holding concurrently comprises header board, dividing plate, track foundation, top board and base plate; Described top board and base plate are all horizontally disposed, and left end, middle part and right-hand member between described top board and base plate are disposed with header board, dividing plate and track foundation.
Further, the junction of described track foundation and described top board is provided with rail groove, and the axis of described rail groove overlaps with the vertical axis of described track foundation.
Further, described runway layer comprises cast-in-place concrete surface layer, blotter and Telford base from top to bottom successively.
Beneficial effect of the present invention is: efficiently solve in prior art that harbour globality is poor, the large problem of differential settlement between the operating period; In addition, adopt the design of integrated caisson foundation, thereby the quantity that has greatly reduced prefabricated components significantly improves efficiency of construction, produces good economic benefit; This device, in the situation that a crane is set, meets the lift heavy demand of both sides, outfitting quay simultaneously, makes harbour good integrity, can not produce the situation of differential settlement between the operating period, and efficiency of construction is fast, and has effectively saved resource.
Brief description of the drawings
Below in order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, to the accompanying drawing of required use in embodiment be briefly described below, apparently, accompanying drawing in the following describes is only some embodiment of the application, for those of ordinary skill in the art, do not paying under the prerequisite of creative work, can also obtain according to these accompanying drawings other accompanying drawing.
Fig. 1 is the overall structure schematic diagram of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 2 is the structural representation of the composite earthwork antiseepage film of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 3 is the structural representation of the mud jacking rubble bedding of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 4 is the structural representation one of the integrated caisson foundation of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 5 is the structural representation two of the integrated caisson foundation of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 6 is the hold concurrently structural representation of track foundation of the piping lane of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 7 is the structural representation of the runway layer of a kind of outfitting quay structure described in the embodiment of the present invention;
Fig. 8 is the structural representation of the work progress of a kind of outfitting quay structure described in the embodiment of the present invention.
In figure:
1, composite earthwork antiseepage film; 11, non-woven geotextile; 12, plastic sheeting; 2, mud jacking rubble bedding; 21, rubble; 22, cement mortar; 23, water slurry pipe; 3, integrated caisson foundation; 31, caisson longitudinal side wall; 32, caisson lateral sidewalls; 33, caisson withe; 34, caisson across bulkhead; 35, Bottom plate of sinkbox; 36, shearing resistance steel part; 4, the piping lane track foundation of holding concurrently; 41, header board; 42, dividing plate; 43, track foundation; 44, top board; 45, base plate; 46, rail groove; 5, runway layer; 51, cast-in-place concrete surface layer; 52, blotter; 53, Telford base; 6, soft rock layer; 7, crane; 8, rubber fender; 9, bollard.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is clearly and completely described, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiment. Based on the embodiment in the present invention, the every other embodiment that those of ordinary skill in the art obtain, belongs to the scope of protection of the invention.
As shown in Figure 1, a kind of outfitting quay structure described in the embodiment of the present invention, comprise composite earthwork antiseepage film 1, mud jacking rubble bedding 2, integrated caisson foundation 3, the piping lane track foundation 4 of holding concurrently, runway layer 5 and soft rock layer 6, described composite earthwork antiseepage film 1 is arranged at the end face of soft rock layer 6, be provided with mud jacking rubble bedding 2 on the top of described composite earthwork antiseepage film 1, and the top of described mud jacking rubble bedding 2 is horizontal plane, on described horizontal plane, be provided with integrated caisson foundation 3, the top bilateral symmetry of described integrated caisson foundation 3 is provided with the piping lane track foundation 4 of holding concurrently, the top middle portion of described integrated caisson foundation 3 and hold concurrently and be provided with runway layer 5 between track foundation 4 at described piping lane.
As shown in Figure 2, described composite earthwork antiseepage film 1 comprises two-layer non-woven geotextile 11 and layer of plastic film 12, and described plastic sheeting 12 is arranged between two-layer non-woven geotextile 11, and the thickness of described plastic sheeting 12 is 2-3mm.
As shown in Figure 3, described mud jacking rubble bedding 2 is made up of with the cement mortar 22 being filled in rubble 21 spaces the uniform rubble 21 of grating, embedding in described mud jacking rubble bedding 2 have a Grouting Pipe 23, on described mud jacking rubble bedding 2 and under described Grouting Pipe 23 vertical, evenly has several circular holes.
As shown in Fig. 4-5, the width of described integrated caisson foundation 3 is corresponding with the harbour width in outfitting quay, and generally, the width of described integrated caisson foundation 3 is 18-22m, concrete, determines according to the gauge of crane 7; Generally, described integrated caisson foundation 3 is 15-30m along the length of orientation line of pier direction, concrete, comprehensively determines according to the making ability of harbour length and Precast Caisson factory; On holding concurrently the face that track foundation 4 contacts, described integrated caisson foundation 3 and described piping lane be provided with shearing resistance steel part 36; One end of described shearing resistance steel part 36 is provided with semicircle crotch, and one end of described semicircle crotch is arranged on described piping lane and holds concurrently in track foundation 4, and the other end of described shearing resistance steel part 36 is arranged in described integrated caisson foundation 3.
As shown in Figure 6, the described piping lane track foundation 4 of holding concurrently comprises header board 41, dividing plate 42, track foundation 43, top board 44 and base plate 45; Described top board 44 and base plate 45 are all horizontally disposed, left end, middle part and right-hand member between described top board 44 and base plate 45 is provided with header board 41, dividing plate 42 and track foundation 43 successively, described top board 44 and base plate 45 are mutually perpendicular to described header board 41, dividing plate 42 and track foundation 43 and be the relation of being rigidly connected, generally, the clear distance between described top board 44 and described base plate 45 is more than or equal to 1.8m; Described track foundation 43 is provided with rail groove 46 with the junction of described top board 44, the axis of described rail groove 46 overlaps with the vertical axis of described track foundation 43, generally, the width of described rail groove 46 is 0.5m, the degree of depth is 0.2m, and the track of walking for crane 7 is arranged in described rail groove 46.
As shown in Figure 7, described runway layer 5 comprises cast-in-place concrete surface layer 51, blotter 52 and Telford base 53 from top to bottom successively, generally, the thickness h 1 of described cast-in-place concrete surface layer 51 is 0.2-0.3m, the thickness h 2 of described blotter 52 is 0.4-0.5m, the thickness=described piping lane of the described Telford base 53 height-h1-h2 of track foundation 4 that holds concurrently.
When concrete use, the present invention is applied to certain outfitting quay engineering, this harbour general layout becomes jetty formula to arrange, quayage 300m, harbour width 20m, the fully loaded tonnage that harbour is stopped ship type is 100,000 tons, harbour face design working load 50kPa, planning to build quayside geology can be divided into from top to bottom: Mud Layer, Muddy Bottoms farinose argillic horizon, medium-sand seam, slate layer, design high-water is 4.31m, design lowest stage is-0.43m, working water level 2.0m, wharf apron design head is-9.0m, for meeting wharf apron design head needs, soil supporting layer need be excavated to slate layer.
The initial strength of slate is 350kPa, have and meet water disintegration, softening feature, initial deformation modulus 25MPa, through laboratory experiment, slate is exposed in seawater, the seawater bearing in the time bearing this pressure of the strong 125kPa(of hydraulic pressure simulation slate at working water level is pressed) effect under, physical and mechanical property index is as follows over time:
After exposed 7 days, strength decreased 6.1%, deformation modulus reduces by 3.5%;
After exposed 14 days, strength decreased 9.3%, deformation modulus reduces by 5.2%;
After exposed 21 days, strength decreased 13.5%, deformation modulus reduces by 12.6%;
After exposed 28 days, strength decreased 19.2%, deformation modulus reduces by 21.7%;
The present invention is applied to this outfitting quay engineering, as shown in Figure 1, a kind of outfitting quay of the present invention structure comprises composite earthwork antiseepage film 1, mud jacking rubble bedding 2, integrated caisson foundation 3, piping lane hold concurrently track foundation 4 and runway layer 5, be provided with crane 7 at the end face of harbour, the biggest lifting capacity is 50 tons, the side of harbour is provided with rubber fender 8, the end face of harbour is provided with 100 tons of bollards 9, wherein: described composite earthwork antiseepage film 1 is laid in the end face of soft rock layer 6, described mud jacking rubble bedding 2 is placed in the end face of described composite earthwork antiseepage film 1 and the end face of described mud jacking rubble bedding 2 is horizontal plane, described integrated caisson foundation 3 is placed on described mud jacking rubble bedding 2, the described piping lane track foundation 4 of holding concurrently has two covers and the symmetrical left and right sides that is arranged on described integrated caisson foundation 3 respectively, described runway layer 5 is arranged on the described piping lane of two covers and holds concurrently between track foundation 4 and be shelved on the end face of described integrated caisson foundation 3.
As shown in Figure 2, described composite earthwork antiseepage film 1 is made up of two-layer non-woven geotextile 11 and layer of plastic film 12, and described plastic sheeting 12 is arranged on the centre of two-layer non-woven geotextile 11; Described non-woven geotextile 11 adopts polyethylene synthetic fibre material, and tensile strength is 8kN/m, and mass area ratio is 450g/m2; The thickness of described plastic sheeting 12 is 2.5mm.
As shown in Figure 3, described mud jacking rubble bedding 2 is made up of the uniform rubble 21 of grating and the cement mortar 22 that is filled in the space between rubble 21, the particle size range of described rubble 21 is 5mm ~ 20mm, described cement mortar 22 adopts portland cement preparation, the strength grade of described portland cement is 42.5 grades, cement mortar 22 after preparation is carried out to laboratory experiment, and 100mm test cube compression strength is 10MPa; Embedding in described mud jacking rubble bedding 2 have a Grouting Pipe 23, and the joint length of described Grouting Pipe 23 is 25m, arranges along orientation line of pier direction interval 5m; It is the pvc pipe that 50mm, wall thickness are 3mm that Grouting Pipe 23 adopts diameter, and 0.5m even perforate in interval under described Grouting Pipe 23 vertical, has 55 circular holes altogether, and the diameter of circular hole is 13.5mm.
The width of described integrated caisson foundation 3 is 20m, and this width is the harbour width in outfitting quay. Described integrated caisson foundation 3 is 15m along the length of orientation line of pier direction, the total length of considering harbour is 300m, the Design of length of described integrated caisson foundation 3 is 15m, and the long harbour of 300m can be established 20 caissons just, and local Precast Caisson factory possesses the making ability of this yardstick caisson.
As shown in Figure 4, described integrated caisson foundation 3 is provided with 2 caisson longitudinal side walls 31, the thickness 0.35m of described caisson longitudinal side wall 31, the thickness of 2 caisson lateral sidewalls 32 is 0.30m, the thickness of 3 caisson withes 33 is 0.20m, the thickness 0.20m of 3 caisson across bulkheads 34, the thickness 0.55m of Bottom plate of sinkbox 35; Described integrated caisson foundation 3 adopts reinforced concrete structure, concrete strength grade C40, freeze proof grade F250; Heavily approximately 1571 tons, each caisson.
Described integrated caisson foundation 3 and described piping lane are held concurrently on the face that track foundation 4 contacts and are provided with shearing resistance steel part 36; In the present embodiment, on each described integrated caisson foundation 3, be evenly provided with altogether 20 shearing resistance steel parts 36; Described shearing resistance steel part 36 adopts Q235 round steel, and diameter is 36mm, and one end of described shearing resistance steel part 36 is provided with the semicircle crotch structure of length 0.5m; One end that described shearing resistance steel part 36 is provided with crotch structure is imbedded described piping lane and is held concurrently in track foundation 4; The other end of described shearing resistance steel part 36 is imbedded in described integrated caisson foundation 3; The described piping lane track foundation 4 of holding concurrently adopts reinforced concrete structure, concrete strength grade C35, freeze proof grade F200.
As shown in Figure 5, the hold concurrently thickness of header board 41 of track foundation 4 of described piping lane is 1.0m, the thickness of described dividing plate 42 is 0.40m, the thickness of described track foundation 43 is 1.0m, the thickness of described top board 44 is 0.80m, the thickness of described base plate 45 is 0.70m, and the clear distance between described top board 44 and described base plate 45 equals 1.8m, and this clear distance can ensure passing through of construction operation personnel and maintenance personal; Described top board 44 is provided with rail groove 46 with the junction of described track foundation 43, the dead in line of track foundation 43 described in track foundation 4 of holding concurrently of the axis of described rail groove 46 and described piping lane, the width of described rail groove 46 is 0.5m, the degree of depth is 0.2m, and the track of walking for crane 7 is arranged in described rail groove 46.
As shown in Figure 6, described runway layer 5 comprises cast-in-place concrete surface layer 51, blotter 52 and Telford base 53 from top to bottom successively; The thickness h 1 of described cast-in-place concrete surface layer 51 is 0.3m, and the thickness h 2 of described blotter 52 is 0.5m, the thickness=described piping lane of described Telford base 53 height (the 3.50m)-h1-h2=3.5m-0.3m-0.5m=2.7m of track foundation 4 that holds concurrently.
Concrete operation principle is as follows:
(1) played by lay described composite earthwork antiseepage film 1 at soft rock layer 6 end face the effect of locating soft rock layer 6 under sea water intrusion harbour that hinders, exposed surface after soft rock layer 6 excavation has been carried out to effective protection, the weight of the described mud jacking rubble bedding 2 of installing immediately is closely pressed in described composite earthwork antiseepage film 1 on soft rock layer 6, along with the installation of track foundation 4 of holding concurrently of described integrated caisson foundation 3 and described piping lane, heavier load will be pressed in described composite earthwork antiseepage film 1, under high pressure load (being 520kPa in the present embodiment), soil particle in soft rock layer 6 fits tightly, the infiltration coefficient minimum (being 0.0001m/d) of soil under this state, in addition the inhibition of described composite earthwork antiseepage film 1 to seawater, can effectively protect soft rock layer 6.
Harbour built up after 2 years, to soft rock layer 6 core boring sampling of locating under harbour, carried out laboratory experiment, and strength decreased is only 0.1%, and it is only 0.2% that deformation modulus reduces. As can be seen here, the present invention has carried out effective protection to soft rock layer 6.
(2) described mud jacking rubble bedding 2 can bulk deformation, more stressed more evenly rationally than traditional bulk cargo piece ground mass bed, and described mud jacking rubble bedding 2 also can play antiseepage effect simultaneously.
(3) width of described integrated caisson foundation 3 is 20m, can make can ensure that the both sides lift heavy in outfitting quay is required in the situation that harbour end face only arranges a crane 7; Integrated caisson foundation 3 entirety are born upper load, avoid the front and back rail of crane 7 to produce differential settlement; In addition, integrated caisson foundation 3 is very even to the vertical load of described mud jacking rubble bedding 2, has reduced described mud jacking rubble bedding 2 and soft rock layer 6 and has produced the possibility of inhomogeneous deformation because bearing inhomogeneous load.
(4) the described piping lane track foundation 4 double stressed basis of doing current piping lane and track simultaneously of holding concurrently, the front and back track of crane 7 is respectively installed in the rail groove 46 of the harbour left and right sides, and these technical measures can be delivered to the wheel load of crane 7 on described integrated caisson foundation 3 effectively.
(5) the hold concurrently dead in line of track foundation 43 described in track foundation 4 of the axis of described rail groove 46 and described piping lane can make described track foundation 43 in vertical axle center stress, effectively prevent described track foundation 43 eccentric forces, avoid crack to produce, thereby ensure structural safety.
As shown in Figure 8, a kind of constructing structure schematic diagram of outfitting quay, its construction method comprises the following steps:
Step 1: the foundation trench in excavation section by section outfitting quay, described foundation trench is 15m along the length of orientation line of pier direction, this length equals the length of described integrated caisson foundation 3 along orientation line of pier direction just;
Step 2: after described foundation trench excavation, with laying immediately described composite earthwork antiseepage film 1 after rubble 21 levelling excavation faces, described foundation trench is covered;
Step 3: every section of described composite earthwork antiseepage film 1 is laid complete, carries out immediately the installation of described integrated caisson foundation 3 and the construction of described mud jacking rubble bedding 2, concrete:
A) first at rubble 21 described in end face throwing one deck of described composite earthwork antiseepage film 1, more described Grouting Pipe 23 is placed in to the end face of described rubble 21, and then described in throwing rubble 21 to design height;
B) the rubble bedding end face after throwing is laid one deck woven geotextile, the object of laying this woven geotextile is the phenomenon that prevents from producing in slip casting process cement mortar 22 spillages, this woven geotextile adopts polypropylene material, tensile strength 9.5kN/m, mass area ratio 5000g/m2.
C) described integrated caisson foundation 3 is installed in step 3 to the end face of the woven geotextile described in b) step;
D) described cement mortar 22 is injected in the space of 21 of described rubbles with the pressure of 1.5MPa by described Grouting Pipe 23;
Step 4: set up template, assembling reinforcement, the construction of track foundation 4 of holding concurrently of described piping lane is carried out in segmentation, after assembling reinforcement, by good the installation of embedded parts of described rubber fender 8 and described bollard 9, then carries out concrete building; Concrete reach design strength 80% after, described rubber fender 8 and described bollard 9 are installed;
Step 5: the construction of described runway layer 5 is carried out in segmentation, first lays described Telford base 53 and re-lays described blotter 52, by described Telford base 53 and 52 compactings of described blotter, finally builds described cast-in-place concrete surface layer 51;
Step 6: execute above step 1 ~ 5, completed the main body construction process in outfitting quay;
Step 7: erection crane 7.
According to above-mentioned principle and concrete implementation step, can effectively solve in prior art that harbour globality is poor, the large shortcoming of differential settlement between the operating period; In addition, thereby the design of integrated caisson foundation 3 has greatly reduced the quantity of prefabricated components and has improved efficiency of construction approximately 28%, produce good economic benefit, the present invention is in the situation that arranging a crane 7, meet the lift heavy demand of both sides, outfitting quay simultaneously, effectively save resource, harbour good integrity, fast without differential settlement, efficiency of construction between the operating period, the advantage that economizes on resources.
The present invention is not limited to above-mentioned preferred forms; anyone can draw other various forms of products under enlightenment of the present invention; no matter but do any variation in its shape or structure; every have identical with a application or akin technical scheme, within all dropping on protection scope of the present invention.
Claims (8)
1. an outfitting quay structure, comprise soft rock layer (6), it is characterized in that, the end face of described soft rock layer (6) is provided with composite earthwork antiseepage film (1), the top of described composite earthwork antiseepage film (1) is provided with mud jacking rubble bedding (2), the top of this mud jacking rubble bedding (2) is horizontal plane, on this horizontal plane, be provided with integrated caisson foundation (3), the top bilateral symmetry of described integrated caisson foundation (3) is provided with the piping lane track foundation (4) of holding concurrently, the top middle portion of described integrated caisson foundation (3) and hold concurrently and be provided with runway layer (5) between track foundation (4) at described piping lane.
2. outfitting quay according to claim 1 structure, it is characterized in that: described composite earthwork antiseepage film (1) comprises two-layer non-woven geotextile (11) and layer of plastic film (12), and described plastic sheeting (12) is arranged between two-layer non-woven geotextile (11).
3. outfitting quay according to claim 1 structure, it is characterized in that: described mud jacking rubble bedding (2) is by the uniform rubble of grating (21) and be filled in cement mortar (22) in rubble (21) space and form, embedding in described mud jacking rubble bedding (2) have a Grouting Pipe (23).
4. outfitting quay according to claim 1 structure, is characterized in that: on described integrated caisson foundation (3) and described piping lane are held concurrently the face that track foundation (4) contacts, be provided with shearing resistance steel part (36).
5. outfitting quay according to claim 4 structure, it is characterized in that: one end of described shearing resistance steel part (36) is provided with semicircle crotch, one end of described semicircle crotch is arranged on described piping lane and holds concurrently in track foundation (4), and the other end of described shearing resistance steel part (36) is arranged in described integrated caisson foundation (3).
6. outfitting quay according to claim 1 structure, is characterized in that: the described piping lane track foundation (4) of holding concurrently comprises header board (41), dividing plate (42), track foundation (43), top board (44) and base plate (45); Described top board (44) and base plate (45) are all horizontally disposed, and left end, middle part and the right-hand member between described top board (44) and base plate (45) is disposed with header board (41), dividing plate (42) and track foundation (43).
7. outfitting quay according to claim 6 structure, it is characterized in that: described track foundation (43) is provided with rail groove (46) with the junction of described top board (44), and the axis of described rail groove (46) overlaps with the vertical axis of described track foundation (43).
8. outfitting quay according to claim 1 structure, is characterized in that: described runway layer (5) comprises cast-in-place concrete surface layer (51), blotter (52) and Telford base (53) from top to bottom successively.
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| CN106555405B (en) * | 2016-10-14 | 2018-09-18 | 岩土科技股份有限公司 | A kind of building well-sinking basis |
| CN109403268A (en) * | 2018-11-13 | 2019-03-01 | 中交第三航务工程勘察设计院有限公司 | A kind of breathing pattern staged hollow square ecological revetment structure and its construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101736749A (en) * | 2008-11-06 | 2010-06-16 | 上海市城市建设设计研究院 | Method for constructing soft soil foundation continuous caisson |
| KR101042248B1 (en) * | 2011-01-28 | 2011-06-17 | 주식회사 한화건설 | Seismic isolation foundation for marine bridge and construction method thereof |
| CN202626934U (en) * | 2012-04-13 | 2012-12-26 | 中交第三航务工程勘察设计院有限公司 | Gravity wharf built on silty foundation |
| CN103374900A (en) * | 2012-04-13 | 2013-10-30 | 中交第三航务工程勘察设计院有限公司 | Gravity wharf built on silt foundation and method for constructing gravity wharf |
| CN202595581U (en) * | 2012-04-24 | 2012-12-12 | 长江航运规划设计院 | Improved sleeper railway ballast structure |
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