CN102094384A - Multi-combination bridge (approach to ferry) structure for high sand-content sea areas - Google Patents
Multi-combination bridge (approach to ferry) structure for high sand-content sea areas Download PDFInfo
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Abstract
The invention relates to a multi-combination bridge (approach to ferry) structure for high sand-content sea areas. The multi-combination bridge (approach to ferry) structure comprises beam and abutment structures, prestressed hollow slabs, PHC (prestressed high-strength concrete) pipe piles and cast-in-situ bored piles; and the bridge approach is a multi-combination high-piled beam-slab type inverted T-shaped one with variable span, pile diameter, pile number and structure. The multi-combination bridge can be divided into three sections (1, 2 and 3), wherein the first section (1) is a shore connecting section which uses small-span array pitch and is prepared from the cast-in-situ hollow slabs arranged in a small-span array pitch mode and the cast-in-situ bored piles; the second section (2) uses middle-span array pitch and is prepared from the prestressed hollow slabs arranged in a middle-span array pitch mode and the corresponding PHC pipe piles arranged in a middle-span array pitch mode; and the third section (3) uses large-span array pitch and is prepared from the prestressed hollow slabs arranged in a large-span array pitch mode and the corresponding PHC pipe piles arranged in a large-span array pitch mode. By using the multi-combination bridge (approach to ferry) structure, the invention solves the problems that the phenomenon of sediment accumulation can be caused by the influence of the construction of a bridge (approach to ferry) on water flows in high sand-content sea areas and further influences the dock operation and shipping of ships in the sea areas.
Description
Technical field
The invention belongs to bridge approach to ferry structure design field, particularly relate to a kind of high sea of sand territory that contains and make up the bridge approach to ferry structure more.
Background technology
After height contains sea of sand territory construction access bridge, the current of bridge pier periphery can be affected, easily cause the silt what long-pending, accumulate over a long period, can make this marine environment depth of water change from now on, influence the stop operation and the navigation of boats and ships, therefore, be necessary design-build to the little access bridge of water currents to reduce the alluvial of silt, realize the sustainable development of environment.
Summary of the invention
Technical problem to be solved by this invention provides a kind of high sea of sand territory that contains and makes up the bridge approach to ferry structure more, thereby the access bridge construction contains the current variable effect in sea of sand territory to the place height and causes the silt alluvial to influence the stop operation of marine site, place boats and ships and the problem of navigation in the prior art to solve.
The technical solution adopted for the present invention to solve the technical problems is: provide a kind of high sea of sand territory that contains to make up the bridge approach to ferry structure more, comprise from top to bottom crossbeam and pier structure, prestressed cored slab, PHC pile tube and bored pile, described access bridge is many combinations, the high-pile beam formula structure that becomes span, change stake footpath, change stake number, and described structure is an inverted T shape; Describedly be combined as three sections, first section for connecing the bank section more, and use is striden array pitch for a short time, striden array pitch prestressed cored slab, bored pile for a short time; Stride in second section use array pitch, in stride the array pitch prestressed cored slab, in stride the corresponding PHC pile tube of array pitch; The 3rd section use stride greatly array pitch, greatly stride the array pitch prestressed cored slab, stride the corresponding PHC pile tube of array pitch greatly.
The principle that adopts this technical scheme is the different streamflow regimes according to the different waters of the offshore distance in this marine site, adopts the access bridge of different form of structure, current, silt alluvial is influenced difference and form of structure cost difference, and take best of breed.
Described first section is from bank 70m distance segment, the described array pitch of striding for a short time is that 8m strides array pitch, the diameter of described bored pile is 800mm, panel adopts the 650mm cast-in-place hollow slab, the cast-in-place overlapping layers of 150mm, described second section is to 2/3rds places of access bridge remainder after first section, promptly about 600m distance, striding array pitch in described is 10m, and striding the corresponding PHC pile tube of array pitch diameter in described is 800mm, and every 10m span is provided with 6 PHC pile tubes, panel adopts the row's of striding prestressed cored slab among the 800mm, the cast-in-place overlapping layers of 150mm, described the 3rd section is the access bridge remainder, the described array pitch of striding greatly is 12m, it is described that to stride the corresponding PHC pile tube of array pitch diameter greatly be 1000mm, every 12m span is provided with 5 PHC pile tubes, and panel adopts the 950mm row's of striding prestressed cored slab greatly, the cast-in-place overlapping layers of 150mm.
The set-up mode of described bored pile is equidistantly vertically to arrange, and the set-up mode of described PHC pile tube is per two intersections, equidistantly arranges.
Beneficial effect
Advantage of the present invention is that the place, wharf apron widens span as far as possible, and to reduce the influence to current, cost increases not quite simultaneously, is in the equalization point of economy and ambient influnence relatively; Remaining distance adopts scheme more economically, reduces Construction unit's investment to greatest extent.
Description of drawings
Fig. 1 is three sections combination assumption diagrams of access bridge of the present invention, wherein second section of first section of 1-, 2-, the 3rd section of 3-;
Fig. 2 is the front view of 1 first section of the embodiment of the invention;
Fig. 3 is the A-A place sectional view of Fig. 2;
Fig. 4 is the front view of 1 second section of the embodiment of the invention;
Fig. 5 is the 3rd section a front view of the embodiment of the invention 1;
Fig. 6 is the A-A place sectional view of Fig. 4, Fig. 5;
Fig. 7 is the present invention in embodiment uses to this marine site sand drift impact effect simulation drawing.
The specific embodiment
Below in conjunction with specific embodiment, further set forth the present invention.Should be understood that these embodiment only to be used to the present invention is described and be not used in and limit the scope of the invention.Should be understood that in addition those skilled in the art can make various changes or modifications the present invention after the content of having read the present invention's instruction, these equivalent form of values fall within the application's appended claims institute restricted portion equally.
Embodiment 1
One, general introduction:
Present embodiment is Harbor, Shanghai new city Donggang District first stage of the project, harbour is arranged in " Harbor, Shanghai new city harbor district control detailed planning " definite Donggang District principal dock eastern section, the wharf apron line is positioned at-10m isobath (Wusong basal plane, down together) in addition, the harbour trend is for N90-270 °, harbour is connected harbour, the overall L-shaped layout of access bridge by the access bridge of its west end rear side with land-based area.2 ton break-bulk carrier berths are arranged in the wharf apron.According to the technology arrangement requirement, determine that the access bridge length overall is 968m, width is 25m.
Because the access bridge structural concept directly has influence on from now on influence and construction investment to surrounding enviroment, thus access bridge is carried out the comparison of different framed bent spacings, piles with different type, with definite rational structure scheme.
Two, access bridge load situation:
1, access bridge dead load.
2, mobile mechanical load:
The heavy combination hydraulic car group that Germany Scheuerle company produces, one-sided wheel load 100KN.
3, consider all to carry to be 20KN/m
2
4, hydrology wave condition
(1), design water level:
Design high-water (climax cumulative frequency 10%) 4.18m (5.01m)
Design low water stage (low tide cumulative frequency 90%)-0.32m (0.51m)
Extreme high water level (fifty year return period) 5.53m (6.36m)
Extreme low water stage (fifty year return period)-1.25 (0.42m)
(2), design wave key element:
The design wave key element is chosen according to " Harbor, Shanghai new city Donggang District first stage of the project (water areas project) tentative programme wave mathematical model research report " of Nanjing Hydraulic Research Institute's establishment.According to the design wave key element, (JTJ213-98) determine the effect of wave force to harbour, access bridge by " harbour hydrology standard ".
The design wave key element of access bridge calculation requirement is got the 50 year one chance elements of wave of E to each water level correspondence, sees the following form:
E is to the design wave key element
(3), trend: maximum mean velocity in vertical is pressed 2.68m/s and is considered.
5. geological conditions
A, clay distribution situation
According to Sshanghai Geotechnical Investigations and Design Institute Co., Ltd " Harbor, Shanghai new city Donggang District first stage of the project-harbour, access bridge geotechnical Engineering Investigation report (detailed surveying) " (2009.5), it is comparatively stable to plan to build the place clay distribution, belongs to normal stratum, Shanghai City crystallizing field.Plan to build the ground penus Quaternary Period Recent Epoch (Q4) and Upper Pleistocene (Q3) river mouth～littoral facies, shallow sea～littoral facies, river mouth～liminetic facies and the paludal facies sedimentary deposit of place in absolute altitude-70.97m (being equivalent to underground 75.0m approximately) depth bounds, mainly form by cohesive soil, silty soil and sand.Difference by its deposition age, genetic type and physico-mechanical properties thereof, by Shanghai City specifications of engineering construction " Code for investigation of geotechnical engineering " (DGJ08-37-2002) relevant provision can be divided into six main levels, wherein lack 3. layer mud matter silty clay of unified editing stratum, Shanghai City the.Simultaneously according to the difference of its soil nature and the origin cause of formation, the 7. layer can be divided into two subgrades and two subgrades.The distribution of strata in this place has as follows:
(1) 1.
0Layer barged-in fill mainly is distributed in the land-based area part, based on sandy silt, and local folder thin layer cohesive soil, soil property is loose and inhomogeneous; The soil thickness localized variation is bigger, the thickest about 2.6m; Because the barged-in fill formation time is short, drainage condition is poor, conduct oneself with dignity fixedly not finish as yet, belongs to underconsolidated soil, have water content height, intensity low, moving undesirable features such as very easily producing quicksand under the water condition.
(2) 2.
3Layer grey sandy silt contains mica and a small amount of organic, folder thin layer cohesive soil, soil property inequality.Mainly distribute the thin or disappearance of marine site segment thickness at land-based area.
(3) 3. layer mud matter farinose argillic horizon of this place disappearance unified editing stratum, Shanghai City the, the 4. a layer grey silt clay layer distribute comparatively stablely, bed thickness is generally 2.10～6.10m, is stream to mould state, high compressibilty; This layer poor permeability, when the preformed pile piling construction, the pore water pressure dissipation of formation is very slow, and the soil body is fixed again very slow.
(4) the 5. layer be the grey silty clay, be soft to mould～stream moulds shape, and is medium～high compressibilty, 4. layer, also have high compression, hypotonicity characteristics though soil nature is better than the.
(5) the 6. layer dark green～olive drab(O silty clay (being commonly called as " hard formation ") are the reference laminas that Q3 and Q4 are divided in Shanghai City; Its aspect absolute altitude be-16.80 (15.97)～-19.80m (18.97m), contain iron oxide speckle and ferrimanganic matter tuberculosis, present plastic～mould shape firmly, standard blow number average is 11.9 to hit, soil nature is preferable.
(6) the 7. layer can be divided into according to soil nature difference and Ps tracing pattern feature: the 7.
1The layer, 7.
2Layer, wherein 7.
27. layer can be subdivided into again
2-1The layer, 7.
2-2Layer.
7.
1Layer sandy silt, its aspect absolute altitude be-24.00 (23.17)～-(26.49m), distributional stability in the place, standard blow number average are 24.4 to hit to 27.32m, and soil nature is preferable.
7.
2-1Layer flour sand, distributional stability in the place, standard blow number average are 33.2 to hit, soil nature is good.
7.
2-2Layer powder fine sand, distributional stability in the place, standard blow number average hits greater than 50, and soil nature is excellent.
The physico-mechanical properties of B, foundation soil
1) physical mechanical property index of foundation soil
The physical mechanical property index layering statistics of foundation soil sees " soil layer physico-mechanical properties parameter list " for details.
C, bearing stratum are selected
(1) the stake type is selected
The selection of stake type is not only selected with the proposed building pile-base supporting layer, stake end embedded depth is closely related, also is subjected to the restriction of factors such as duration (construction is convenient), economic benefit and surrounding environment simultaneously.With regard to surrounding environment, the proposed building periphery is except that new embankment, and periphery does not have existing building and pipeline, and ambient conditions is simple; With regard to stratum characteristic distributions and the convenient consideration of construction, planning to build may be as pile-base supporting layer 7. in the place
1, 7.
2Layer distributional stability, aspect buried depth is moderate, and when adopting the preformed pile scheme, pile sinking does not generally have difficulty; From the control of economic benefit and pile quality, adopt preformed pile or PHC stake to have remarkable advantages, so this engineering is generally to select for use the preformed pile scheme to be advisable.Other considers that superficial part is that silty soil and pile body need enter 7. layer sand certain depth, can preferentially adopt the stronger PHC pile tube of penetration capability.
But when the nearly new embankment place of access bridge pile foundation construction, should take necessary safeguard measure, to guarantee the safety of new embankment.Adopt the preformed pile pile sinking at need if uncontrollable pile sinking is maybe worked as the influence of new embankment lateral displacement, be advisable to select the bored pile scheme for use, but must conscientiously carry out execution control and construction Supervision work, guarantee construction quality.
(2) pile-base supporting layer is selected
Place the 6. layer and above soil layer all should not be as the pile-base supporting layer of this engineering harbour, access bridge.
7.
1The layer sandy silt, the aspect absolute altitude be generally-19.7 (18.87)～-23.5m (22.67), bed thickness is 2.5～5.4m; Standard blow number average is 24.4 to hit, though soil nature is preferable, this layer buries the more shallow requirement of design to bearing capacity of single pile that generally be difficult to satisfy in the marine site, can be used as the pile-base supporting layer of this engineering land-based area access bridge.
7.
2-1The layer flour sand, the aspect absolute altitude be generally-24.0 (23.17)～-26.80m (25.97), bed thickness is 3.5～9.5m; Standard blow number average is 33.2 to hit, in close～closely knit shape, soil nature is good, and its underpart do not have soft layer, can obtain higher bearing capacity of single pile, can be used as the pile-base supporting layer of this engineering access bridge and harbour.Since pile body need pass average thick about 4～5m (the thickest 9.5m), in the 7. 1 layer of sandy silt layer of close shape, the pile sinking difficulty is bigger, need take to strengthen pile strength, increases shoe, strengthen measure such as wall thickness, adopts the pile sinking equipment that is complementary simultaneously.
7.
2-2Layer powder fine sand, the aspect absolute altitude be generally-30.10 (29.27)～-35.80m (34.97), m does not drill as yet to absolute altitude-70.97 (70.14), standard blow number average＞50 are hit, be closely knit shape, soil nature is excellent, and under the feasible situation of PHC sunk pile, can be used as is the pile-base supporting layer of this engineering harbour and access bridge.But note, when adopting preformed pile and selecting for use 7.
2-2Layer powder fine sand be during as pile-base supporting layer, because 7. pile body also need pass through the about 4～5m of average thickness close in being
1Close among layer sandy silt and the average thick about 6.56m～closely knit shape is 7.
2-1Layer flour sand, the pile sinking difficulty is very big, should determine the pile sinking feasibility by the examination pile sinking, or adopt bored pile.
(3) pile foundations parameter
The stake side pole limit frictional resistance standard value fs of each layer soil and stake end extreme end resistance standard value fp see following table for details:
Annotate: the fs, the f that show each soil layer 1,
PValue is corresponding characteristic value divided by safety factor 2.
2, marine site part fs, f
PValue is done suitable reduction because of the buried depth factor affecting to the part soil layer.
3, go up f in the table
S, f
PValue is not considered the reduction of large diameter bored pile dimensional effect as yet.
Three, calculating achievement:
Four, estimation achievement:
| Unit price (unit/m 2) | Total price (ten thousand yuan/m) |
| 22m span prestress box beam | 6500 | 12584 |
| 15m span prestressed cored slab | 7050 | 13648.8 |
| 10m span hollowcore slab | 3600 | 6969.6 |
| 8m span hollowcore slab | 3750 | 7260 |
| 6m span solid slab | 4000 | 7744 |
Five, to ocean current, silt alluvial impact analysis
" Harbor, Shanghai new city Donggang District first phase 2 ton harbour engineering access bridge pier stud array pitch optimizations test " according to Nanjing Hydraulic Research Institute's establishment, the access bridge array pitch is pressed 8m, 10m, 20m different schemes, adopt pile foundation current obstruction area analog simulation method, analyze and research, it is as follows to reach a conclusion:
(1) the access bridge array pitch increases that then influence reduces to flow rate of water flow, and during array pitch 8m, flow rate effect is about 6%, and during array pitch 10m, influence is 5%, and during array pitch 20m, influence is 4%, access bridge to the influence basin of both sides flow velocity all more than 3km.
(2) test of access bridge array pitch shows, because 10m array pitch scheme bridge pier is single stake, 20m array pitch side bank adopts double-row pile, and 20m array pitch scheme reduces not quite than 10m array pitch scheme the influence of flow rate of water flow, and difference is about 1%; Assembled scheme is not obvious to flow condition improvement effect; Silt alluvial test shows that access bridge district sedimentation intensity, sedimentation rate slightly reduces than 10m array pitch under the 20m array pitch condition, on average reduces 0.03m/a approximately.The array pitch Scheme Selection can and be carried out comprehensively more definite to peripheral water flow mud-sand condition influence equal angles from construction costs, construction difficulty or ease.
After the comprehensive Design, adopt following design:
As shown in Figure 1, the bridge approach to ferry structure is made up in a kind of high sea of sand territory that contains more, comprise from top to bottom crossbeam and pier structure, prestressed cored slab, PHC pile tube and bored pile, described access bridge is many combinations, the high-pile beam formula structure that becomes span, change stake footpath, change stake number, and described structure is an inverted T shape; Describedly be combined as three sections 1,2,3, the first section 1 for connecing the bank section, use is striden array pitch for a short time, is striden array pitch cast-in-place hollow slab, bored pile for a short time more; Stride in using for second section 2 array pitch, in stride the array pitch prestressed cored slab, in stride the corresponding PHC pile tube of array pitch; Use for the 3rd section 3 stride greatly array pitch, greatly stride the array pitch prestressed cored slab, stride the corresponding PHC pile tube of array pitch greatly.
Extremely shown in Figure 6 as Fig. 2, described first section 1 is from bank 70m distance segment, the described array pitch of striding for a short time is that 8m strides array pitch, the diameter of described bored pile is 800mm, panel adopts the 650mm cast-in-place hollow slab, the cast-in-place overlapping layers of 150mm, described second section 2 be after first section 1 to 2/3rds places of access bridge remainder, promptly about 600m distance, striding array pitch in described is 10m, striding the corresponding PHC pile tube of array pitch diameter in described is 800mm, every 10m span is provided with 6 PHC pile tubes, and panel adopts the row's of striding prestressed cored slab among the 800mm, the cast-in-place overlapping layers of 150mm, described the 3rd section 3 is the access bridge remainder, the described array pitch of striding greatly is 12m, and described to stride the corresponding PHC pile tube of array pitch diameter greatly be 1000mm, and every 12m span is provided with 5 PHC pile tubes, panel adopts the 950mm row's of striding prestressed cored slab greatly, the cast-in-place overlapping layers of 150mm.
Described span is that 8m, 10m, 12m are beam structure.
The set-up mode of described bored pile is equidistantly vertically to arrange, and the set-up mode of described PHC pile tube is per two intersections, equidistantly arranges.
Claims (5)
1. one kind high contains sea of sand territory and makes up the bridge approach to ferry structure more, comprise from top to bottom crossbeam and pier structure, prestressed cored slab, PHC pile tube and bored pile, it is characterized in that: described access bridge is many combinations and the high-pile beam formula that becomes span, change stake footpath, a change stake number, change structure, and described structure is an inverted T shape; Described be combined as three sections (1,2,3), first section (1) are for connecing the bank section more, and use is striden array pitch for a short time, striden array pitch cast-in-place hollow slab, bored pile for a short time; Stride during use second section (2) array pitch, in the row's of striding prestressed cored slab, in stride the corresponding PHC pile tube of array pitch; The 3rd section (3) use stride greatly array pitch, greatly stride the array pitch prestressed cored slab, stride the corresponding PHC pile tube of array pitch greatly.
2. the bridge approach to ferry structure is made up in a kind of high sea of sand territory that contains according to claim 1 more, it is characterized in that: described first section (1) is from bank 70m distance segment, the described array pitch of striding for a short time is that 8m strides array pitch, the diameter of described bored pile is 800mm, panel adopts the 650mm cast-in-place hollow slab, the cast-in-place overlapping layers of 150mm, described second section (2) are that first section (1) is afterwards to 2/3rds places of access bridge remainder, promptly about 600m distance, striding array pitch in described is 10m, striding the corresponding PHC pile tube of array pitch diameter in described is 800mm, every 10m span is provided with 6 PHC pile tubes, and panel adopts the row's of striding prestressed cored slab among the 800mm, the cast-in-place overlapping layers of 150mm, described the 3rd section (3) are the access bridge remainder, the described array pitch of striding greatly is 12m, and described to stride the corresponding PHC pile tube of array pitch diameter greatly be 1000mm, and every 12m span is provided with 5 PHC pile tubes, panel adopts the 950mm row's of striding prestressed cored slab greatly, the cast-in-place overlapping layers of 150mm.
3. make up the bridge approach to ferry structure according to claim 1,2 described a kind of high sea of sand territories that contain, it is characterized in that: described span is the beam structure of 8m, 10m, 12m more.
4. make up the bridge approach to ferry structure according to claim 1,2 described a kind of high sea of sand territories that contain more, it is characterized in that: the set-up mode of described bored pile is for equidistantly vertically arranging, and the set-up mode of described PHC pile tube is per two intersections, equidistantly arranges.
5. make up the bridge approach to ferry structure according to claim 1,2 described a kind of high sea of sand territories that contain more, it is characterized in that: described plate face structure adopts among 650mm cast-in-place hollow slab, the 800mm row's of striding prestressed cored slab, the 950mm row's of striding prestressed cored slab greatly.
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|---|---|---|---|
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113481932A (en) * | 2021-07-20 | 2021-10-08 | 上海市政工程设计研究总院（集团）有限公司 | High pile bearing platform type seawall |
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| JP2000230392A (en) * | 1999-02-12 | 2000-08-22 | Sekisui Chem Co Ltd | Joining structure for propelled pipe |
| CN2422230Y (en) * | 2000-05-22 | 2001-03-07 | 中国人民解放军海军工程设计研究局 | Storm-proof pierhead pontoon for seaport |
| WO2003102306A2 (en) * | 2002-05-30 | 2003-12-11 | King Rex Joseph Jr | Lift-slide drawbridge |
| CN201416145Y (en) * | 2008-12-02 | 2010-03-03 | 中交第三航务工程勘察设计院有限公司 | Three-point supporting steel approach bridge of jetty type wharf |
| CN201908252U (en) * | 2010-12-23 | 2011-07-27 | 上海中交水运设计研究有限公司 | Multi-combined ferry bridge approach for high-content sand sea area |
-
2010
- 2010-12-23 CN CN 201010602120 patent/CN102094384B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000230392A (en) * | 1999-02-12 | 2000-08-22 | Sekisui Chem Co Ltd | Joining structure for propelled pipe |
| CN2422230Y (en) * | 2000-05-22 | 2001-03-07 | 中国人民解放军海军工程设计研究局 | Storm-proof pierhead pontoon for seaport |
| WO2003102306A2 (en) * | 2002-05-30 | 2003-12-11 | King Rex Joseph Jr | Lift-slide drawbridge |
| CN201416145Y (en) * | 2008-12-02 | 2010-03-03 | 中交第三航务工程勘察设计院有限公司 | Three-point supporting steel approach bridge of jetty type wharf |
| CN201908252U (en) * | 2010-12-23 | 2011-07-27 | 上海中交水运设计研究有限公司 | Multi-combined ferry bridge approach for high-content sand sea area |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113481932A (en) * | 2021-07-20 | 2021-10-08 | 上海市政工程设计研究总院（集团）有限公司 | High pile bearing platform type seawall |
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