CN108360384A - Underway push construction method - Google Patents
Underway push construction method Download PDFInfo
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- CN108360384A CN108360384A CN201810169838.1A CN201810169838A CN108360384A CN 108360384 A CN108360384 A CN 108360384A CN 201810169838 A CN201810169838 A CN 201810169838A CN 108360384 A CN108360384 A CN 108360384A
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- tube coupling
- pushing tow
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The present invention provides a kind of underway push construction method, are related to underway technical field of construction, the step of when shallower for riverbed：Design arc-shaped channel traces line；Excavate foundation trench and pushing tow working pit；Support stake is set in foundation trench；Setting incremental launching device and the pre- control equipment of tube coupling in working pit；Head section tube couplings are prefabricated and attachment is installed；Preparation before head section tube coupling pushing tows；Head section tube coupling pushing tows；Second section tube coupling is prefabricated and attachment is installed；Preparation before second section tube coupling pushing tow；Second section tube coupling pushing tow；…；Head section tube couplings reach precalculated position, terminate pushing tow；Foundation trench backfills, and equipment is removed to be backfilled with working pit, and construction is completed.And the step of when larger for riverbed undulating and above-mentioned steps are essentially identical, difference is the directly transition in the form of underwater bridge of the deep section in riverbed, and excavates and backfill without foundation trench.The method overcomes the problem for needing special dry-docking place, sinking complex process, construction cost high in existing immersed tunnelling method underway construction.
Description
Technical field
The present invention relates to underway technical field of construction, in particular to a kind of underway push construction method.
Background technology
With greatly developing for Urban Underground Space Excavation in recent years, submerged tunnel engineering increasingly increases in urban construction
It is more.Immersed tunnelling method is to build one of important method of submerged tunnel, advantage when having strong good waterproof performance, ground adaptability, big cross section
The advantages that apparent.But immersed tunnelling method needs the large-scale place for building dry-docking, large-scale transportation by driving ship, the accurate sinking positioning of tube coupling and precisely
Docking system etc., construction technology is more complex, and large dry dock place is limited by urban land, and immersed tube cube transportation can influence shipping；
Submerged tunnel is built compared to shield method, Mining Method, immersed tunnelling method builds submerged tunnel cost higher at home at present.Current
Problem is, if the advantages of having a kind of new construction method, can playing immersed tunnelling method and overcomes the sinking technique of immersed tunnelling method multiple
Disadvantage miscellaneous, of high cost.
Bridge pushing construction method has been obtained for widely applying in the construction of continuous bridge and cable-stayed bridge, this method gram
The defect of Large-scale Bridge Erector, complicated construction technique need to be arranged by having taken traditional Summarized Account of Bridge Erection Construction, had and saved construction land tenure, plant
Simply, be not necessarily to simple large-scale lifting appliance, construction technology, short time limit, it is at low cost the advantages that.
In view of the plurality of advantages of immersed tunnelling method complex process and disadvantage of high cost and bridge pushing construction method, by immersed tube
Both method and incremental launching method combine, and form new underway push construction method, are a kind of complete with engineering application value
New approaches.
Invention content
The purpose of the present invention is to provide a kind of underway push construction method, to overcome underway in the prior art
The high problem of the immersed tunnelling method sinking complex process of construction use, construction cost.
The present invention provides a kind of underway push construction method, in turn includes the following steps：
S1：Underway longitudinal direction path line is designed, when riverbed undulating is larger and section deep at least one section of riverbed, is indulged
It is located at the top of riverbed bottom surface at the deep section in riverbed to path line；
S2：According to longitudinal path line, pushing tow working pit is excavated on bank, excavates foundation trench under water, when there is the deep section in riverbed
When, the region is without excavating；
S3：It constructs a pair of of support stake at interval of certain distance in foundation trench, an end bearing is installed on pile top, when there is riverbed deep
When segment, support stake is suitably encrypted in the region；
S4：Parados, jack group, top iron, arc tube coupling prefab-form, template thousand after being set gradually in pushing tow working pit
Jin topmast seat, tube coupling jacking bracket, arc-shaped guide rail；
S5：The prefabricated first segment tube coupling of shuttering in working pit assembles water ballast after waiting for tube coupling maintenance in tube coupling
Case simultaneously connects hydraulic pipeline, is sealed in tube coupling front end installation steel closure door, and the steel nose girder of arc is installed after steel closure door；
S6：The tube coupling and steel nose girder that pushing tow is waited for the support of tube coupling jacking bracket, withdraw arc tube coupling prefab-form, in pipe
Section bottom surface is symmetrically installed two groups of guide and limit steel bars；
S7：Start jack group, the distance for the tube coupling that advances along arc-shaped guide rail pushing tow first segment tube coupling；
S8：Jack group is retracted, the prefabricated second section tube coupling of shuttering, continuous knot is formed with first segment tube coupling in working pit
Structure after waiting for tube coupling maintenance, ballast tank is assembled in tube coupling and connects hydraulic pipeline；
S9：The tube coupling and steel nose girder that pushing tow is waited for the support of tube coupling jacking bracket, withdraw tube coupling prefab-form, in the second section
Tube coupling bottom surface is symmetrically installed two groups of guide and limit steel bars；
S10：Start jack group, the distance of tube coupling one tube coupling of advance is saved along arc-shaped guide rail pushing tow second；
S11：The incremental launching construction that step S8-S10 completes follow-up tube coupling is repeated, each section tube coupling will during pushing tow
Before entering water, design water injection rate is disposably filled to ballast tank in the tube coupling to prevent from floating, so sequentially pushing tow and to each
The water tank with water of oral siphon section, until first segment tube coupling smoothly reaches opposite bank precalculated position and terminates pushing tow；
S12：Foundation trench is backfilled, to the deep section in riverbed without backfill, removes incremental launching device in tube coupling affiliated facility and working pit,
Backfilling working is cheated, and entire underway incremental launching construction is completed.
Further；The longitudinal direction path line is arc-shaped, and arc-shaped track is matched with riverbed bottom profile, and arc-shaped
Horizontal distance and the ratio between vertical height be typically no less than 50.
Further；The cross-sectional outling line of the foundation trench exceeds underway outer contour, and the foundation trench bottom surface ratio is set
The low at least 30cm in tube coupling bottom surface is counted, the foundation trench both sides also set up the slope for preventing from back-silting.
Further；The stake diameter of the support stake is at least 80cm, and stake top is higher at least 10cm than the foundation trench bottom, described
Stake end bearing include guide pad equipped with guide groove, stainless steel plate and can be tangent with tube coupling bottom arc track face cunning
Block, the guide groove of the guide pad and the guide and limit steel bar of the tube coupling lower part match.
Further；The tube coupling is arc-shaped tube coupling, the size shape all same of all tube couplings, the adjacent pipe
It pours to form continuous structure by wet seam between section, the steel nose girder length is span between the longitudinally adjacent support stake
0.6-0.7 times.
Further；When there is the deep section in riverbed, the region is with underwater type of bridge transition, the tube coupling top in the region
Face is provided with the anti-protective layer that casts anchor, and the tube coupling in the region is internally provided with the ballast structure to neutral buoyancy.
Compared with the existing technology, underway push construction method provided by the invention has the beneficial effect that：
(1) it is not necessarily to the special prefabricated place of large dry dock, only need to excavate the top of appropriate size on bank according to actual conditions
Push away working pit；
(2) due to there is support stake to position the support of tube coupling, excavating precision and foundation trench flatness requirement to foundation trench reduces, base
Slot construction is simplified；
(3) it is not necessarily to cube transportation ship and underwater tube coupling precise positioning docking system, after need to being only arranged in the working pit of bank
Parados, jack group, top iron, arc tube coupling prefab-form, template jacking bracket, tube coupling jacking bracket, arc-shaped guide rail etc.
Simple device, construction equipment and construction technology are relatively simple；
(4) due to without special dry-docking place, and construction equipment and technique are simplified, cost can be effectively reduced；
(5) entire pushing tow underway is continuous structure, and without GINA waterstops, water resistance is more preferable, normally
In the case of can accomplish it is watertight.
Description of the drawings
It, below will be to specific in order to illustrate more clearly of the specific embodiment of the invention or technical solution in the prior art
Embodiment or attached drawing needed to be used in the description of the prior art are briefly described, it should be apparent that, in being described below
Attached drawing is some embodiments of the present invention, for those of ordinary skill in the art, before not making the creative labor
It puts, other drawings may also be obtained based on these drawings.
Fig. 1 is underway incremental launching construction process schematic representation when riverbed is shallower；
Each component meaning is as follows in Fig. 1：(a) underway longitudinal direction trajectory design；(b) foundation trench excavates；(c) Construction Support
Stake；(d) working pit equipment is installed；(e) first section tube coupling is prefabricated and attachment is installed；(f) prepare before first section tube coupling pushing tow；(g) first section
Tube coupling pushing tow；(h) the second section tube coupling is prefabricated and attachment is installed；(i) prepare before the second section tube coupling pushing tow；(j) the second section tube coupling top
It pushes away；……；(k) first section tube coupling reaches opposite bank precalculated position；(l) it backfills foundation trench, remove equipment and backfilling working hole；
Fig. 2 is underway incremental launching construction process schematic representation when riverbed undulating is larger；
Each component meaning is as follows in Fig. 2：(a) underway longitudinal direction trajectory design；(b) foundation trench excavates；(c) Construction Support
Stake；(d) working pit equipment is in place；(e) first section tube coupling reaches opposite bank precalculated position；(f) it backfills foundation trench, remove equipment and backfiller
It cheats；
Fig. 3 is that foundation trench excavates cross-sectional view；
Fig. 4 is support pile constructing process schematic diagram；
Each component meaning is as follows in Fig. 4：(a) inserting piling steel pile casting；(b) it draws water；(c) construction drill bored concrete pile；(d) stake is installed
Hold bearing；(e) top steel pile casting is cut off；
Fig. 5 is the detail structure chart of tube coupling used in underway incremental launching construction and support stake bearing；
Each component meaning is as follows in Fig. 5：(a) tube coupling and stake end bearing elevation；(b) tube coupling and stake end bearing cross sectional view
I-I；(c) stake end bearing and tube coupling bottom surface transverse direction contact relation drawing J；(d) stake end bearing longitudinally contacts pass with tube coupling bottom surface
It is sectional view K-K；(e) tube coupling and guide and limit steel bar graphics.
Icon：10- stream stages；The original bed-configuration lines of 20-；The original riverbed bottom surfaces 30-；The longitudinal directions 40- path line；
50- working pits；60- foundation trenches；70- foundation trench cross-sectional outling lines；80- supports stake；Parados after 90-；100- jack groups；
110- pushes up iron；120- arc tube coupling prefab-forms；130- template jacking brackets；140- tube coupling jacking brackets；150-
Arc-shaped guide rail；160- steel is sealed up a door；170- steel nose girders；180- tube couplings；190- foundation trenches backfill material；200- working pits backfill material；
210- end bearings；220- ballast tanks；The deep section in the riverbeds 230-；The gentle section in the riverbeds 240-；250- steel pile castings；260-
Cast-in-situ bored pile；1801- guide and limit steel bars；2101- guide pads；2102- stainless steel plates；2103- polytetrafluoroethylene (PTFE) is slided
Block.
Specific implementation mode
Technical scheme of the present invention is clearly and completely described below in conjunction with attached drawing, it is clear that described implementation
Example is a part of the embodiment of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, ordinary skill
The every other embodiment that personnel are obtained without making creative work, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that term "center", "upper", "lower", "left", "right", "vertical",
The orientation or positional relationship of the instructions such as "horizontal", "inner", "outside" be based on the orientation or positional relationship shown in the drawings, merely to
Convenient for the description present invention and simplify description, do not indicate or imply the indicated device or element must have a particular orientation,
With specific azimuth configuration and operation, therefore it is not considered as limiting the invention.In addition, term " first ", " second " are only
For descriptive purposes, it is not understood to indicate or imply relative importance.
In the description of the present invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or be integrally connected；It can
Can also be electrical connection to be mechanical connection；It can be directly connected, can also indirectly connected through an intermediary, Ke Yishi
Connection inside two elements.For the ordinary skill in the art, above-mentioned term can be understood at this with concrete condition
Concrete meaning in invention.
The embodiment of the present invention is that the advantages of immersed tunnelling method and incremental launching method is combined, and retains immersed tunnelling method and excavates foundation trench 60, places pipe
Section 180, the Basic practice for backfilling foundation trench 60 are abandoned each section tube coupling 180 traditional method that sinking is docked successively under water, are used instead straight
The method for entering underwater foundation trench 60 from continuous 180 structure of tube coupling of bank pushing tow is connect, can give full play to that incremental launching method is simple for process, cost
Low advantage, while overcoming immersed tube tunnel sinking complex process, defect of high cost, ultimately form a kind of completely new underway
Push construction method.
In the present embodiment, Fig. 1 and Fig. 2 introduce respectively riverbed it is shallower when underway push construction method and riverbed rise
Underway push construction method when lying prostrate larger, horizontal direction engineer's scale is bigger than vertical engineer's scale in figure, real work hole 50
The ratio of slope sheet gradient shown in figure is small.
Specifically, as shown in Figure 1, when riverbed is shallower, underway push construction method provided in this embodiment has
Body process is as follows：
S1：According to riverbank riverbed landform, riverbed engineering geological condition and surrounding enviroment, stream stage 10 and original river are being verified
In the case of bed contour line 20, design underway longitudinal direction path line 40, longitudinal path line 40 should be arc-shaped, and arc track is answered
It is matched as possible with gentle 240 bottom profile of section in riverbed, the ratio between horizontal distance and vertical height of circular arc are typically no less than 50.Wherein
Longitudinal path line 40 is necessary for circular arc line, if broken line or other non-circular arc lines, necessarily will appear tube coupling 180 during pushing tow
Bottom surface is detached from support stake 80, and pushing tow can not be normally carried out.
S2：According to practical riverbed situation, selectivity is filled out using specialized dredger, dredger, sand compaction pile ship, jackstone rammer
Ship, broken stone leveling ship etc. are dredged along design longitudinal direction path line 40 and dig foundation trench 60 and progress basement process, foundation trench cross section under water
Contour line 70 should exceed underway outer contour, 60 bottom surface longitudinal direction track of foundation trench should substantially with the arc-shaped bottom surface phase in channel
Match, 60 bottom surface of foundation trench should be lower at least 30cm than 180 bottom surface of design tube coupling, and rational slope should be arranged to prevent non-return in 60 both sides of foundation trench
It becomes silted up, extending appropriate location ashore in longitudinal path line 40 excavates pushing tow working pit 50, and the length of working pit 50 should be according to list
180 length of section tube coupling, the pre- control equipment of tube coupling and incremental launching device, live site condition etc. determine after being checked.
S3：Using cast-in-situ bored pile method at interval of a pair of of support stake 80 of certain distance construction, longitudinal two-phase in foundation trench 60
The maximum outreach of neighbour's support stake 80 should determine that support 80 diameters of stake are typically no less than 80cm, and stake is long after structure stress checks
It should be determined according to 180 load of top tube coupling and lower part Checking Ground Bearing Capacity, stake top is at least higher 10cm than excavating 60 bottom of foundation trench.
As shown in figure 5, support stake 80 top setting stake end bearing 210, stake end bearing 210 is by guide pad 2101, stainless steel plate 2102, poly-
Tetrafluoroethene sliding block 2103 forms, and polytetrafluoroethylene (PTFE) sliding block 2103 should be tangent with the 180 bottom arc track face of tube coupling of design, sliding
Block is vertically installed positioning accuracy and is preferably controlled within 1cm, and the guide groove of guide pad 2101 should be with the guide and limit of 180 lower part of tube coupling
Steel bar 1801 matches, and level is played by the mutual Horizontal limiting between guide and limit steel bar 1801 and stake top guide pad 2101
Guiding role.
S4：Parados 90, jack group 100, top iron 110, arc tube coupling prefab-form after being arranged in pushing tow working pit 50
120, the maximum top power of template jacking bracket 130, tube coupling jacking bracket 140, arc-shaped guide rail 150, jack group 100 answers root
Calculate and determine according to design, if it is insufficient to occur top power during later stage pushing tow, it is contemplated that using more large-tonnage jack group 100 or
Cable is connected in 170 front end of steel nose girder to pull from opposite bank.
S5：The prefabricated first segment tube coupling 180 of shuttering in working pit 50,180 length of single-unit tube coupling should consider work
It is determined after cheating the factors such as the limitation of 50 lands used and construction period.After waiting for that tube coupling 180 conserves, water ballast is assembled in tube coupling 180
Case 220 simultaneously connects hydraulic pipeline, is sealed in 180 front end of tube coupling installation steel closure door 160, and install arc after steel closure door 160
The steel nose girder 170 of shape, 170 length of steel nose girder are generally 0.6-0.7 times of 80 span of adjacent supports stake.
S6：The tube coupling 180 and steel nose girder 170 for waiting for pushing tow are supported with tube coupling jacking bracket 140, and it is prefabricated to withdraw arc tube coupling
Template 120 is symmetrically installed two groups of guide and limit steel bars 1801 in 180 bottom surface of tube coupling.
S7：First section 180 pushing tow anti-overturning of tube coupling checking computations are carried out, start jack group 100 after checking computations are qualified, along arc
The distance of 150 pushing tow first segment tube coupling 180 of guide rail, one tube coupling of advance can pass through if the stroke length of jack group 100 is inadequate
The length for increasing top iron 110 solves.
S8：Pushing tow jack is retracted, the prefabricated second section tube coupling 180 of shuttering in working pit 50, with first segment tube coupling 180
Continuous structure is formed, after waiting for that tube coupling 180 conserves, ballast tank 220 is assembled in tube coupling 180 and connects hydraulic pipeline, is pressed
The size of cabin water tank 220 should be determined according to antifloating computation, ensure the section tube coupling system gross weight when water of water tank injection certain volume
Power is more than suffered buoyancy in water.
S9：The tube coupling 180 and steel nose girder 170 for waiting for pushing tow are supported with tube coupling jacking bracket 140, and it is prefabricated to withdraw arc tube coupling
Template 120 is symmetrically installed two groups of guide and limit steel bars 1801 in the second 180 bottom surface of section tube coupling.
S10：Start jack group 100, along 150 pushing tow second of arc-shaped guide rail section tube coupling 180 advance tube coupling away from
From.
S11：Carry out follow-up each section 180 pushing tow of tube coupling successively with reference to above-mentioned S8-S10 processes.If being found during pushing tow
Foundation trench 60 back-silts when influencing normal pushing tow, should suspend pushing tow, the pushing tow again after 60 dredging of foundation trench.If steel nose girder during pushing tow
170 arrival stake end bearings, 210 top and do not fall on an end bearing 210 that (or steel nose girder 170 is too low collision stake end bearing 210
Risk), it can be by being allowed to suitably fall (on or in the 220 additional water filling (or drawing water) of ballast tank of a few section tube couplings 180 in front end
It is floating) it is adjusted, also it can carry out auxiliary guiding control by the way that olecranon is arranged in 170 front end of steel nose girder.
Left and right linkage by jack group 100 during pushing tow is adjusted, 50 inner arc guide rail 150 of working pit is oriented to,
The methods of mutual Horizontal limiting between 180 bottom guide and limit steel bar 1801 of tube coupling and stake top guide pad 2101 carries out level side
It is adjusted to being oriented to, once 180 horizontal trajectory of tube coupling deviates from planned course, pushing tow should be suspended, should taken the necessary measures and correct water
Put down behind track pushing tow again.Before a certain section tube coupling 180 will enter water during pushing tow, to ballast tank 220 in the tube coupling 180
Disposable to be filled to design water injection rate, design water injection rate should ensure that the section tube coupling system total force is suffered slightly larger than in water at this time
Buoyancy, so sequentially pushing tow and the water tank with water to each oral siphon section 180, until smoothly to reach opposite bank pre- for first segment tube coupling 180
End pushing tow is set in positioning.
S12：Using 190 backfill foundation trench 60 of foundation trench backfill material, removes the closure door of the steel on first segment tube coupling 180 160 and steel is led
Beam 170 removes ballast tank 220 and hydraulic pipeline in each tube coupling 180, removes rear parados 90 in working pit 50, jack group
100, iron 110, arc tube coupling prefab-form 120, template jacking bracket 130, tube coupling jacking bracket 140, arc-shaped guide rail are pushed up
150, working pit backfill 200 backfilling workings of material hole 50 is finally used, entire underway incremental launching construction is completed.
As shown in Fig. 2, when riverbed undulating is larger, the specific process of underway push construction method provided in this embodiment
It is as follows：
S1：According to riverbank riverbed landform, riverbed engineering geological condition and surrounding enviroment, design underway longitudinal direction path line
40, longitudinal path line 40 should be circular arc, and arc track should be matched with gentle 240 bottom profile of section in riverbed as possible, to reduce foundation trench
60 excavate workload, and for the deep section 230 in riverbed with underwater type of bridge transition, the ratio between horizontal distance and vertical height of circular arc are general
Not less than 50.Wherein longitudinal direction path line 40 is necessary for circular arc line, inevitable during pushing tow if broken line or other non-circular arc lines
It will appear 180 bottom surface of tube coupling and be detached from support stake 80, pushing tow can not be normally carried out.
S2：According to practical riverbed situation, selectivity is filled out using specialized dredger, dredger, sand compaction pile ship, jackstone rammer
Ship, broken stone leveling ship etc. are dredged along planned course line and dig foundation trench 60 and progress basement process, foundation trench cross-sectional outling line under water
70 should be suitably larger than channel outer contour, and 60 bottom surface longitudinal direction track of foundation trench should substantially match with the arc-shaped bottom surface in channel, foundation trench
60 bottom surfaces should be lower at least 30cm than 180 bottom surface of design tube coupling, and 60 both sides of foundation trench should be arranged rational slope and become silted up to prevent non-return, to river
Groove depth segment 230 is without excavating.Extend appropriate location ashore in longitudinal path line 40 and excavates pushing tow working pit 50, working pit
After 50 length should be checked according to 180 length of single-unit tube coupling, the pre- control equipment of tube coupling and incremental launching device, live site condition etc.
It determines.
S3：Using cast-in-situ bored pile method at interval of a pair of of support stake 80 of certain distance construction, longitudinal two-phase in foundation trench 60
The maximum outreach of neighbour's support stake 80 should determine after structure stress checks, and support stake should be suitably encrypted to the deep section in riverbed 230
80.Support 80 diameters of stake are typically no less than 80cm, and stake is long should be true according to 180 load of top tube coupling and lower part Checking Ground Bearing Capacity
Fixed, stake top is at least higher 10cm than excavating 60 bottom of foundation trench.As shown in figure 5,80 top of support stake setting stake end bearing 210, stake end
Bearing 210 is made of guide pad 2101, stainless steel plate 2102, polytetrafluoroethylene (PTFE) sliding block 2103, and polytetrafluoroethylene (PTFE) sliding block 2103 is answered
Tangent with the 180 bottom arc track face of tube coupling of design, sliding block is vertically installed positioning accuracy and is preferably controlled within 1cm, guide pad
2101 guide groove should match with the guide and limit steel bar 1801 of 180 lower part of tube coupling, pass through guide and limit steel bar 1801 and stake
Mutual Horizontal limiting between the guide pad 2101 of top plays the role of horizontally-guided.
S4：Parados 90, jack group 100, top iron 110, arc tube coupling prefab-form after being arranged in pushing tow working pit 50
120, the maximum top power of template jacking bracket 130, tube coupling jacking bracket 140, arc-shaped guide rail 150, jack group 100 answers root
Calculate and determine according to design, if it is insufficient to occur top power during later stage pushing tow, it is contemplated that using more large-tonnage jack group 100 or
Cable is connected in 170 front end of steel nose girder to pull from opposite bank.
S5：The prefabricated first segment tube coupling 180 of shuttering in working pit 50,180 length of single-unit tube coupling should consider work
It is determined after cheating the factors such as the limitation of 50 lands used and construction period.After waiting for that tube coupling 180 conserves, water ballast is assembled in tube coupling 180
Case 220 simultaneously connects hydraulic pipeline, is sealed in 180 front end of tube coupling installation steel closure door 160, and install arc after steel closure door 160
Shape steel nose girder 170,170 length of steel nose girder are generally 0.6-0.7 times of 80 span of adjacent supports stake.
S6：The tube coupling 180 and steel nose girder 170 for waiting for pushing tow are supported with tube coupling jacking bracket 140, and it is prefabricated to withdraw arc tube coupling
Template 120 is symmetrically installed two groups of guide and limit steel bars 1801 in 180 bottom surface of tube coupling.
S7：First section 180 pushing tow anti-overturning of tube coupling checking computations are carried out, start jack group 100 after checking computations are qualified, along arc
The distance of 150 pushing tow first segment tube coupling 180 of guide rail, one tube coupling 180 of advance can if the stroke length of jack group 100 is inadequate
The length that iron 110 is pushed up by increase solves.
S8：Pushing tow jack is retracted, the prefabricated second section tube coupling 180 of shuttering in working pit 50, with first segment tube coupling 180
Continuous structure is formed, after waiting for that tube coupling 180 conserves, ballast tank 220 is assembled in tube coupling 180 and connects hydraulic pipeline, is pressed
The size of cabin water tank 220 should be determined according to antifloating computation, ensure the section tube coupling system gross weight when water of water tank injection certain volume
Power is more than suffered buoyancy in water.
S9：The tube coupling 180 and steel nose girder 170 for waiting for pushing tow are supported with tube coupling jacking bracket 140, and it is prefabricated to withdraw arc tube coupling
Template 120 is symmetrically installed two groups of guide and limit steel bars 1801 in the second 180 bottom surface of section tube coupling.
S10：Start jack group 100, along 150 pushing tow second of arc-shaped guide rail section one tube coupling 180 of advance of tube coupling 180
Distance.
S11：Carry out follow-up each section 180 pushing tow of tube coupling successively with reference to above-mentioned S8-S10 processes.If being found during pushing tow
Foundation trench 60 back-silts when influencing normal pushing tow, should suspend pushing tow, the pushing tow again after 60 dredging of foundation trench.If steel nose girder during pushing tow
170 arrival stake end bearings, 210 top and do not fall on an end bearing 210 that (or steel nose girder 170 is too low collision stake end bearing 210
Risk), it can be by being allowed to suitably fall (on or in the 220 additional water filling (or drawing water) of ballast tank of a few section tube couplings 180 in front end
It is floating) it is adjusted, also it can carry out auxiliary guiding control by the way that olecranon is arranged in 170 front end of steel nose girder.
Left and right linkage by jack group 100 during pushing tow is adjusted, 50 inner arc guide rail 150 of working pit is oriented to,
The methods of mutual Horizontal limiting between 180 bottom guide and limit steel bar 1801 of tube coupling and stake top guide pad 2101 carries out horizontal direction
It is oriented to and adjusts, once 180 horizontal trajectory of tube coupling deviates from planned course, pushing tow should be suspended, should take the necessary measures amendment level
Pushing tow again after to track.Before a certain section tube coupling 180 will enter water during pushing tow, to ballast tank 220 1 in the tube coupling 180
Secondary property is filled to design water injection rate, and design water injection rate should ensure that the 180 system total force of tube coupling is suffered slightly larger than in water at this time
Buoyancy, so sequentially pushing tow and the water tank with water to each oral siphon section 180, until smoothly to reach opposite bank pre- for first segment tube coupling 180
End pushing tow is set in positioning.
S12：Using 190 backfill foundation trenches 60 of foundation trench backfill material, to the deep section in riverbed 230 without backfill, the deep section in riverbed 230
The anti-protective layer that casts anchor of adequate thickness should be arranged in 180 top surface of tube coupling, should be arranged inside deep 230 tube coupling 180 of section in riverbed necessary
Ballast structure is with neutral buoyancy.Steel closure door 160 and the steel nose girder 170 on first segment tube coupling 180 are removed, is removed in each tube coupling 180
Ballast tank 220 and hydraulic pipeline, rear parados 90, jack group 100, top iron 110, the arc tube coupling removed in working pit 50 are pre-
Pallet 120, template jacking bracket 130, tube coupling jacking bracket 140, arc-shaped guide rail 150, are finally backfilled using working pit
Expect 200 backfilling workings hole 50, completes entire underway incremental launching construction.
The present embodiment can generate following advantageous effect by above two underway push construction method：
(1) it is not necessarily to the special prefabricated place of large dry dock, only need to excavate the top of appropriate size on bank according to actual conditions
Push away working pit 50；
(2) due to there is the support positioning of support 80 pairs of tube couplings 180 of stake, precision is excavated to foundation trench 60 and 60 flatness of foundation trench is wanted
Reduction, the construction of foundation trench 60 is asked to be simplified；
(3) it is not necessarily to 180 precise positioning docking system of 180 transportation by driving ship of tube coupling and underwater tube coupling, it only need to be in bank working pit 50
Parados 90, jack group 100, top iron 110, arc tube coupling prefab-form 120, template jacking bracket 130, tube coupling after interior setting
The simple devices such as jacking bracket 140, arc-shaped guide rail 150, construction equipment and construction technology are relatively simple；
(4) due to without special dry-docking place, and construction equipment and technique are simplified, cost can be effectively reduced；
(5) entire pushing tow underway is continuous structure, and without GINA waterstops, water resistance is more preferable, normally
In the case of can accomplish it is watertight.
Specifically, the present embodiment also certain steps in underway push construction method are done it is described in detail below.
First, foundation trench excavates cross section as shown in figure 3, excavating foundation trench 60 below original riverbed bottom surface 30 in step s 2
And install support stake 80,60 bottom surface of foundation trench should at least 30cm lower than the bottom surface of tube coupling 180, support stake 80 stake end bearing 210 answer
At least than 70 high 10cm of foundation trench cross-sectional outling line, 60 both sides of foundation trench should be arranged rational slope and become silted up to prevent non-return.
Again as shown in figure 4, the cast-in-situ bored pile method of installation support stake 80 in step s3 is as follows：
The first inserting piling steel pile casting 250 in foundation trench 60, after the completion of 250 inserting piling of steel pile casting, top needs to be higher by stream stage 10.
Then, the water in steel pile casting 250 is drained, after draining, the concrete perfusion in steel pile casting 250 forms cast-in-situ bored pile 260,
At this time, it may be necessary to ensure that the top of cast-in-situ bored pile 260 is higher than 60 bottom surface of foundation trench about 10cm.Finally, by 260 top of cast-in-situ bored pile
Steel pile casting 250 cut off, ultimately form the support stake 80 of needs.
Finally, in step S3-S11, tube coupling 180 is with 210 thin portion structure of stake end bearing as shown in figure 5, tube coupling 180 is
Arc tube coupling, tube coupling 180 is interior to be arranged ballast tank 220, and 180 bottom surface of tube coupling is symmetrical arranged two groups of guide and limit steel bars 1801.
80 top setting stake end bearing 210 of stake is supported, stake end bearing 210 is by guide pad 2101, stainless steel plate 2102 and polytetrafluoroethylene (PTFE)
Sliding block 2103 forms.One group of guide and limit steel bar 1801 matches with a pair of of stake top guide pad 2101 plays horizontal direction guide and limit
Effect.Polytetrafluoroethylene (PTFE) sliding block 2103 is in tangent relation with 180 bottom surface of tube coupling, and the transfer rolling of polytetrafluoroethylene (PTFE) sliding block 2103 can
Effectively reduce frictional resistance when the two is opposite to be slided.
Finally it should be noted that：The above embodiments are only used to illustrate the technical solution of the present invention., rather than its limitations；To the greatest extent
Present invention has been described in detail with reference to the aforementioned embodiments for pipe, it will be understood by those of ordinary skill in the art that：Its according to
So can with technical scheme described in the above embodiments is modified, either to which part or all technical features into
Row equivalent replacement；And these modifications or replacements, various embodiments of the present invention technology that it does not separate the essence of the corresponding technical solution
The range of scheme.
Claims (6)
1. a kind of underway push construction method, which is characterized in that in turn include the following steps：
S1：Underway longitudinal direction path line is designed, when riverbed undulating is larger and section deep at least one section of riverbed, longitudinal rail
Trace is located at the top of riverbed bottom surface at the deep section in riverbed；
S2：According to longitudinal path line, pushing tow working pit is excavated on bank, excavates foundation trench under water, it, should when there is the deep section in riverbed
Region is without excavating；
S3：It constructs a pair of of support stake at interval of certain distance in foundation trench, an end bearing is installed on pile top, when there is the deep section in riverbed
When, suitably encrypt support stake in the region；
S4：Parados, jack group, top iron, arc tube coupling prefab-form, template jack after being set gradually in pushing tow working pit
Bearing, tube coupling jacking bracket, arc-shaped guide rail；
S5：The prefabricated first segment tube coupling of shuttering in working pit assembles ballast tank simultaneously after waiting for tube coupling maintenance in tube coupling
Hydraulic pipeline is connected, is sealed in tube coupling front end installation steel closure door, and the steel nose girder of arc is installed after steel closure door；
S6：The tube coupling and steel nose girder that pushing tow is waited for the support of tube coupling jacking bracket, withdraw arc tube coupling prefab-form, at tube coupling bottom
Face is symmetrically installed two groups of guide and limit steel bars；
S7：Start jack group, the distance for the tube coupling that advances along arc-shaped guide rail pushing tow first segment tube coupling；
S8：Jack group is retracted, the prefabricated second section tube coupling of shuttering, continuous structure is formed with first segment tube coupling in working pit,
After waiting for tube coupling maintenance, ballast tank is assembled in tube coupling and connects hydraulic pipeline；
S9：The tube coupling and steel nose girder that pushing tow is waited for the support of tube coupling jacking bracket, withdraw tube coupling prefab-form, and tube coupling is saved second
Bottom surface is symmetrically installed two groups of guide and limit steel bars；
S10：Start jack group, the distance of tube coupling one tube coupling of advance is saved along arc-shaped guide rail pushing tow second；
S11：The incremental launching construction that step S8-S10 completes follow-up tube coupling is repeated, each section tube coupling will enter water during pushing tow
Before, design water injection rate is disposably filled to ballast tank in the tube coupling to prevent from floating, so sequentially pushing tow and to respectively entering water
The water tank with water of tube coupling, until first segment tube coupling smoothly reaches opposite bank precalculated position and terminates pushing tow；
S12：Foundation trench is backfilled, to the deep section in riverbed without backfill, removes incremental launching device in tube coupling affiliated facility and working pit, is backfilled
Working pit completes entire underway incremental launching construction.
2. underway push construction method according to claim 1, which is characterized in that the longitudinal direction path line is circular arc
Shape, arc-shaped track are matched with riverbed bottom profile, and the ratio between arc-shaped horizontal distance and vertical height is typically no less than 50.
3. underway push construction method according to claim 1, which is characterized in that the cross-sectional outling of the foundation trench
Line exceeds underway outer contour, and the foundation trench bottom surface is lower at least 30cm than design tube coupling bottom surface, and the foundation trench both sides are also set
Set the slope for preventing from back-silting.
4. underway push construction method according to claim 1, which is characterized in that the stake diameter of the support stake is at least
For 80cm, stake top is higher at least 10cm than the foundation trench bottom, and stake end bearing includes guide pad, stainless steel equipped with guide groove
Plate and sliding block that can be tangent with tube coupling bottom arc track face, the institute of the guide groove of the guide pad and the tube coupling lower part
Guide and limit steel bar is stated to match.
5. underway push construction method according to claim 1, which is characterized in that the tube coupling is arc-shaped pipe
It saves, the size shape all same of all tube couplings, pours to form continuous structure by wet seam between the adjacent tube coupling, institute
State 0.6-0.7 times that steel nose girder length is span between the longitudinally adjacent support stake.
6. underway push construction method according to claim 1, which is characterized in that, should when there is the deep section in riverbed
Region is with underwater type of bridge transition, and the tube coupling top surface in the region is provided with the anti-protective layer that casts anchor, and the region is described
Tube coupling is internally provided with the ballast structure to neutral buoyancy.
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| CN111254981A (en) * | 2020-01-20 | 2020-06-09 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel structure to one side under water |
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| CN111254981A (en) * | 2020-01-20 | 2020-06-09 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel structure to one side under water |
| CN111254981B (en) * | 2020-01-20 | 2021-04-13 | 中交第三航务工程局有限公司 | Draw formula suspension tunnel structure to one side under water |
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| Publication number | Publication date |
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| CN108360384B (en) | 2019-11-22 |
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Address after: No. 928, yuhangtang Road, Xihu District, Hangzhou City, Zhejiang Province 310011 Patentee after: ZHEJIANG PROVINCIAL INSTITUTE OF COMMUNICATIONS PLANNING DESIGN & RESEARCH Co.,Ltd. Address before: No. 89 round City West Road, Xihu District, Hangzhou, Zhejiang Patentee before: ZHEJIANG PROVINCIAL INSTITUTE OF COMMUNICATIONS PLANNING, DESIGN & RESEARCH |