CN108360384B - Underway push construction method - Google Patents
Underway push construction method Download PDFInfo
- Publication number
- CN108360384B CN108360384B CN201810169838.1A CN201810169838A CN108360384B CN 108360384 B CN108360384 B CN 108360384B CN 201810169838 A CN201810169838 A CN 201810169838A CN 108360384 B CN108360384 B CN 108360384B
- Authority
- CN
- China
- Prior art keywords
- tube coupling
- pushing tow
- riverbed
- underway
- arc
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- 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
Abstract
The present invention provides a kind of underway push construction method, are related to underway technical field of construction, the step of when more gentle for riverbed: designing 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 coupling is prefabricated and attachment is installed；Preparation before head section tube coupling pushing tow；Head section tube coupling pushing tow；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 coupling reaches predetermined position, terminates pushing tow；Foundation trench backfill, 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 technique
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 obvious.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 will affect shipping；
Submerged tunnel is built compared to shield method, Mining Method, to build submerged tunnel cost higher for immersed tunnelling method 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, at high cost.
Extensive application, this method gram has been obtained in bridge pushing construction method in the construction of continuous bridge and cable-stayed bridge
The defect that Large-scale Bridge Erector, complicated construction technique need to be arranged in traditional Summarized Account of Bridge Erection Construction has been taken, has had and saves construction land tenure, plant
Simply, without large-scale lifting appliance, construction technology is simple, 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 at 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 with the complete of engineering application value
New approaches.
Summary of the invention
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: design underway longitudinal direction trajectory line is indulged when riverbed undulating is larger and section deep at least one section of riverbed
It is located at the top of riverbed bottom surface at the deep section in riverbed to trajectory line；
S2: according to longitudinal trajectory line, excavating pushing tow working pit on bank, excavate foundation trench under water, when there is the deep section in riverbed
When, the region is without excavating；
S3: constructing a pair of of support stake at interval of certain distance in foundation trench, an end support be installed on pile top, when there is riverbed deep
When dissection, 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 conserving to tube coupling 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 to pushing tow are supported with tube coupling jacking bracket, arc tube coupling prefab-form is withdrawn, in pipe
Section bottom surface is symmetrically installed two groups of guide and limit steel bars；
S7: starting jack group, along the distance of arc-shaped guide rail pushing tow first segment tube coupling one tube coupling of advance；
S8: retracting jack group, and the prefabricated second section tube coupling of shuttering in working pit forms continuous knot with first segment tube coupling
Structure after conserving to tube coupling, ballast tank is assembled in tube coupling and connects hydraulic pipeline；
S9: the tube coupling and steel nose girder to pushing tow are supported with tube coupling jacking bracket, tube coupling prefab-form is withdrawn, in the second section
Tube coupling bottom surface is symmetrically installed two groups of guide and limit steel bars；
S10: starting jack group, along the distance of arc-shaped guide rail pushing tow the second section tube coupling one tube coupling of advance；
S11: the incremental launching construction that step S8-S10 completes subsequent tube coupling is repeated, each section tube coupling will during pushing tow
Before entering water, it is filled to design water injection rate disposably to ballast tank in the tube coupling to prevent from floating, so sequentially pushing tow and to each
The water tank with water of water inlet pipe section, until first segment tube coupling smoothly reaches opposite bank predetermined position and terminates pushing tow；
S12: backfill foundation trench removes incremental launching device in tube coupling affiliated facility and working pit to the deep section in riverbed without backfill,
Backfilling working hole, completes entire underway incremental launching construction.
Further；It is described longitudinal direction trajectory line be it is arc-shaped, 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 two 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 at least 10cm higher than the foundation trench bottom, described
Stake end support 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, and the size shape of all tube couplings is all the same, 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 prefabricated place of special large dry dock, only needs to excavate the top of appropriate size on bank according to the actual situation
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 is reduced, 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 being not necessarily to 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 waterstop, waterproof performance is more preferable, normally
In the case of can accomplish it is watertight.
Detailed description of the invention
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 be briefly described, it should be apparent that, it is 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, is also possible to obtain other drawings based on these drawings.
Fig. 1 is underway incremental launching construction process schematic representation when riverbed is more gentle；
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 predetermined 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 predetermined 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 support；(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 support；
Each component meaning is as follows in Fig. 5: (a) tube coupling and stake end support elevation；(b) tube coupling and stake end support cross sectional view
I-I；(c) stake end support and tube coupling bottom surface transverse direction contact relation drawing J；(d) stake end support longitudinally contacts pass with tube coupling bottom surface
It is cross-sectional view K-K；(e) tube coupling and guide and limit steel bar three-dimensional figure.
Icon: 10- stream stage；The original bed-configuration line of 20-；The original riverbed bottom surface 30-；The longitudinal direction 40- trajectory line；
50- working pit；60- foundation trench；70- foundation trench cross-sectional outling line；80- supports stake；Parados after 90-；100- jack group；
110- pushes up iron；120- arc tube coupling prefab-form；130- template jacking bracket；140- tube coupling jacking bracket；150-
Arc-shaped guide rail；160- steel closure door；170- steel nose girder；180- tube coupling；190- foundation trench backfill material；200- working pit backfill material；
210- end supports；220- ballast tank；The deep section in the riverbed 230-；The gentle section in the riverbed 240-；250- steel pile casting；260-
Cast-in-situ bored pile；1801- guide and limit steel bar；2101- guide pad；2102- stainless steel plate；2103- polytetrafluoroethylene (PTFE) is sliding
Block.
Specific embodiment
Technical solution 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
Personnel's every other embodiment 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 description the present invention and simplify description, rather than the device or element of indication or suggestion meaning must have a particular orientation,
It is constructed and operated in a specific orientation, therefore 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
To be mechanical connection, it is also possible to be electrically connected；It can be directly connected, can also can be indirectly connected through an intermediary
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 abandon each section tube coupling 180 traditional method that successively sinking is docked under water, use instead straight
The method for entering underwater foundation trench 60 from continuous 180 structure of tube coupling of bank pushing tow is connect, incremental launching method simple process, cost can be given full play to
Low advantage, while overcoming immersed tube tunnel sinking complex process, defect at 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 more gentle when underway push construction method and riverbed rise
Underway push construction method when lying prostrate larger, horizontal direction scale bar is bigger than vertical scale bar in figure, real work hole 50
The ratio of slope sheet gradient shown in figure is small.
Specifically, as shown in Figure 1, underway push construction method provided in this embodiment has when riverbed is more gentle
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 where bed contour line 20, underway longitudinal direction trajectory line 40 is designed, longitudinal trajectory line 40 should be arc-shaped, and arc track is answered
It is matched as far as possible with gentle 240 bottom profile of section in riverbed, the ratio between the horizontal distance of circular arc and vertical height are typically no less than 50.Wherein
Longitudinal trajectory 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. dredge digging foundation trench 60 and progress basement process, foundation trench cross section along longitudinal trajectory line 40 is designed 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 at least 30cm lower than design 180 bottom surface of tube coupling, and reasonable slope should be arranged to prevent non-return in 60 two sides of foundation trench
It becomes silted up, extends appropriate location ashore in longitudinal trajectory line 40 and excavate pushing tow working pit 50, the length of working pit 50 should be according to list
Section 180 length of 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 10cm higher than excavating 60 bottom of foundation trench.
As shown in figure 5, support 80 top of stake is arranged stake end support 210, stake end support 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 plays level 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 period 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 comprehensively consider work
It is determined after cheating the factors such as the limitation of 50 lands used and construction period.After conserving to tube coupling 180, 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 to pushing tow are supported with tube coupling jacking bracket 140, 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: retracting pushing tow jack, the prefabricated second section tube coupling 180 of shuttering in working pit 50, with first segment tube coupling 180
Continuous structure is formed, after being conserved to tube coupling 180, 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, guarantee the section tube coupling system gross weight when water of water tank injection certain volume
Power is greater than suffered buoyancy in water.
S9: the tube coupling 180 and steel nose girder 170 to pushing tow are supported with tube coupling jacking bracket 140, 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 the second section tube coupling.
S10: starting jack group 100, along 150 the second section of pushing tow tube coupling 180 of arc-shaped guide rail advance tube coupling away from
From.
S11: subsequent each 180 pushing tow of section tube coupling is successively carried out referring to above-mentioned S8-S10 process.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 supports 210 tops and do not fall on an end support 210 that (or steel nose girder 170 is too low collision stake end support 210
Risk), (or drawing water) can be additionally filled the water by the ballast tank 220 in a few section tube couplings 180 in front end be allowed to suitably fall (on or
It is floating) it is adjusted, auxiliary guiding control can also be carried out by the way that olecranon is arranged in 170 front end of steel nose girder.
Left and right linkage during pushing tow by jack group 100 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 guiding, once 180 horizontal trajectory of tube coupling deviates from planned course, pushing tow should be suspended, should take 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
It is disposably 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 water inlet pipe 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, the steel closure door 160 and steel removed on first segment tube coupling 180 are 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, finally using working pit backfill 200 backfilling workings of material hole 50, complete entire underway incremental launching construction.
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, underway longitudinal direction trajectory line is designed
40, longitudinal trajectory line 40 should be circular arc, and arc track should be matched with gentle 240 bottom profile of section in riverbed as far 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 the horizontal distance of circular arc and vertical height are general
Not less than 50.Wherein longitudinal trajectory 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 under water along planned course line and dig foundation trench 60 and progress basement process, foundation trench cross-sectional outling line
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 at least 30cm lower than design 180 bottom surface of tube coupling, and reasonable slope should be arranged to prevent non-return silt, to river in 60 two sides of foundation trench
Groove depth dissection 230 is without excavating.Extend appropriate location ashore in longitudinal trajectory 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 should suitably encrypt support stake 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 10cm higher than excavating 60 bottom of foundation trench.As shown in figure 5, stake end support 210, stake end is arranged in support 80 top of stake
Support 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 period 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 comprehensively consider work
It is determined after cheating the factors such as the limitation of 50 lands used and construction period.After conserving to tube coupling 180, 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 to pushing tow are supported with tube coupling jacking bracket 140, 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
Length by increasing top iron 110 solves.
S8: retracting pushing tow jack, the prefabricated second section tube coupling 180 of shuttering in working pit 50, with first segment tube coupling 180
Continuous structure is formed, after being conserved to tube coupling 180, 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, guarantee the section tube coupling system gross weight when water of water tank injection certain volume
Power is greater than suffered buoyancy in water.
S9: the tube coupling 180 and steel nose girder 170 to pushing tow are supported with tube coupling jacking bracket 140, 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 the second section tube coupling.
S10: starting jack group 100, along 150 the second section of pushing tow tube coupling 180 of arc-shaped guide rail, one tube coupling 180 of advance
Distance.
S11: subsequent each 180 pushing tow of section tube coupling is successively carried out referring to above-mentioned S8-S10 process.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 supports 210 tops and do not fall on an end support 210 that (or steel nose girder 170 is too low collision stake end support 210
Risk), (or drawing water) can be additionally filled the water by the ballast tank 220 in a few section tube couplings 180 in front end be allowed to suitably fall (on or
It is floating) it is adjusted, auxiliary guiding control can also be carried out by the way that olecranon is arranged in 170 front end of steel nose girder.
Left and right linkage during pushing tow by jack group 100 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
Guiding is adjusted, once 180 horizontal trajectory of tube coupling deviates from planned course, should suspend pushing tow, and 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 water inlet pipe 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, to the deep section in riverbed 230 without backfill, the deep section 230 in riverbed
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 by above two underway push construction method, can generate it is following the utility model has the advantages that
(1) it is not necessarily to the prefabricated place of special large dry dock, only needs to excavate the top of appropriate size on bank according to the actual situation
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 is asked, the construction of foundation trench 60 is 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 being not necessarily to 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 waterstop, waterproof performance 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.
Firstly, 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 support 210 answer
At least than the high 10cm of foundation trench cross-sectional outling line 70, reasonable slope should be arranged to prevent non-return silt in 60 two sides of foundation trench.
As also shown in fig. 4, specific step is as follows for the cast-in-situ bored pile method of installation support stake 80 in step s3:
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 guarantee 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, tube coupling 180 is with 210 thin portion structure of stake end support as shown in figure 5, tube coupling 180 is in step S3-S11
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.In
It supports and stake end support 210 is set at the top of stake 80, stake end support 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 and a pair of of stake top guide pad 2101, which match, plays horizontal direction guide and limit
Effect.Polytetrafluoroethylene (PTFE) sliding block 2103 and 180 bottom surface of tube coupling are in tangent relation, and the transfer rolling of polytetrafluoroethylene (PTFE) sliding block 2103 can
Frictional resistance when the two is opposite to be slided is effectively reduced.
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
Pipe present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: its according to
So be possible to modify the technical solutions described in the foregoing embodiments, or to some or all of the technical features into
Row equivalent replacement；And these are modified or replaceed, 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: design underway longitudinal direction trajectory line, 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 trajectory line, excavating pushing tow working pit on bank, excavate foundation trench under water, should when there is the deep section in riverbed
Riverbed depth sectionized area is without excavating；
S3: constructing a pair of of support stake at interval of certain distance in foundation trench, an end support be installed on pile top, when there is the deep section in riverbed
When, support stake is suitably encrypted in the riverbed depth sectionized area；
S4: parados, jack group, top iron, arc tube coupling prefab-form, template jack after being set gradually in pushing tow working pit
Support, tube coupling jacking bracket, arc-shaped guide rail；
S5: the prefabricated first segment tube coupling of shuttering in working pit after conserving to tube coupling, assembles ballast tank simultaneously 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 to pushing tow are supported with tube coupling jacking bracket, arc tube coupling prefab-form is withdrawn, at tube coupling bottom
Face is symmetrically installed two groups of guide and limit steel bars；
S7: starting jack group, along the distance of arc-shaped guide rail pushing tow first segment tube coupling one tube coupling of advance；
S8: retracting jack group, the prefabricated second section tube coupling of shuttering in working pit, forms continuous structure with first segment tube coupling,
After to tube coupling maintenance, ballast tank is assembled in tube coupling and connects hydraulic pipeline；
S9: the tube coupling and steel nose girder to pushing tow are supported with tube coupling jacking bracket, tube coupling prefab-form is withdrawn, in the second section tube coupling
Bottom surface is symmetrically installed two groups of guide and limit steel bars；
S10: starting jack group, along the distance of arc-shaped guide rail pushing tow the second section tube coupling one tube coupling of advance；
S11: the incremental launching construction that step S8-S10 completes subsequent tube coupling is repeated, each section tube coupling will enter water during pushing tow
Before, it is filled to design water injection rate disposably 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 predetermined position and terminates pushing tow；
S12: backfill foundation trench removes incremental launching device in tube coupling affiliated facility and working pit to the deep section in riverbed without backfill, backfills
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 trajectory 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 are 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 at least 30cm lower than design tube coupling bottom surface, and the foundation trench two 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 at least 10cm higher than the foundation trench bottom, and stake end support 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
Section, the size shape of all tube couplings is all the same, 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
With underwater type of bridge transition, the tube coupling top surface of the riverbed depth sectionized area is provided with anti-guarantor of casting anchor for riverbed depth sectionized area
Sheath, and the tube coupling of the riverbed depth sectionized area is internally provided with the ballast structure to neutral buoyancy.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810169838.1A CN108360384B (en) | 2018-02-28 | 2018-02-28 | Underway push construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810169838.1A CN108360384B (en) | 2018-02-28 | 2018-02-28 | Underway push construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108360384A CN108360384A (en) | 2018-08-03 |
| CN108360384B true CN108360384B (en) | 2019-11-22 |
Family
ID=63002890
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810169838.1A Active CN108360384B (en) | 2018-02-28 | 2018-02-28 | Underway push construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108360384B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109944605B (en) * | 2019-04-04 | 2024-03-12 | 上海市城市建设设计研究总院（集团）有限公司 | Pipe-jacking pipe joint prefabricated part with slotted holes and pipe-jacking construction method |
| 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 |
Family Cites Families (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3701682A1 (en) * | 1987-01-22 | 1988-08-04 | Strabag Bau Ag | METHOD FOR PRODUCING A LONG-STRETCHED CONSTRUCTION |
| JP3404566B2 (en) * | 1998-10-12 | 2003-05-12 | 大成建設株式会社 | How to build an underwater tunnel |
| KR20090107333A (en) * | 2008-04-08 | 2009-10-13 | 정병영 | Immersed Bridge System of Complex Type and The Construction Method Thereof |
| KR100993631B1 (en) * | 2008-06-12 | 2010-11-11 | 삼성중공업 주식회사 | A Bridge Structure of Floating Type |
| CN202865755U (en) * | 2012-08-31 | 2013-04-10 | 中交第二航务工程局有限公司 | Immersed tunnel pipe joint axis positioning system |
| CN103147462A (en) * | 2013-03-22 | 2013-06-12 | 王余富 | Slotting incremental launching construction method |
| CN103711986B (en) * | 2013-11-29 | 2016-11-02 | 中交第四航务工程局有限公司 | The pushing tow system of factory law tube coupling prefabricated construction and pushing method |
| CN104532876B (en) * | 2014-12-17 | 2017-02-22 | 北京工业大学 | Deep see immersed type tunnel based on rigidity carrier |
| CN107700543A (en) * | 2017-09-01 | 2018-02-16 | 中交第航务工程局有限公司 | Longitudinally adjusted system and method after immersed tube tunnel final joint implantation |
| CN107700544A (en) * | 2017-09-01 | 2018-02-16 | 中交第航务工程局有限公司 | Off-lying sea immersed tube installation method |
-
2018
- 2018-02-28 CN CN201810169838.1A patent/CN108360384B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108360384A (en) | 2018-08-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104196034B (en) | A kind of utilize steel sheet pile as the foundation ditch construction method in supporting cofferdam | |
| CN102691294B (en) | Construction method of underground continuous wall | |
| CN102094425B (en) | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam | |
| CN105386408B (en) | Deep-water bridge pile foundation construction method | |
| CN104612162B (en) | A kind of Deep Foundation Pit of Metro Stations excavation construction method | |
| CN107313431B (en) | Close on not contour foundation pit method for synchronously constructing | |
| CN106930321B (en) | The construction method of underground structure is built in a kind of stake of pipe-jacking with large diameter combination hole | |
| CN106369223A (en) | Pipe-jacking construction method for mealy sand stratum | |
| CN110017144B (en) | Loess tunnel three-step construction method considering substrate reinforcement treatment | |
| CN106402490A (en) | Silty soil stratum pipe-jacking jacking construction method based on tool pipe with steel sleeve head | |
| CN105756091B (en) | A kind of Metro station excavation construction method of control adjacent building composition deformation | |
| CN103741657A (en) | Construction method of large multifunctional over-water construction platform | |
| CN206512723U (en) | A kind of multiple-layer horizontal coupling beam double-row pile and underground pipe gallery monolithic construction | |
| CN104060615B (en) | Newly-built foundation pit supporting construction is utilized to remove the construction method of underground obstacle | |
| CN102966108A (en) | Construction method of deep foundation pit close to building and adopting underground structure as internal support | |
| CN108842819A (en) | A kind of urban track traffic cable run method for tunnel construction | |
| CN100510281C (en) | Semi-inverse construction method of super large diameter, ultra-burial depth storage pond | |
| CN108360384B (en) | Underway push construction method | |
| CN206888992U (en) | A kind of water-bed mine shield tunnel combination docking structure form | |
| CN104164881A (en) | Piling wall overlapping cantilever foundation pit support construction method and structure | |
| CN109707002B (en) | Device and method for accurately positioning, sinking and installing large water intake head | |
| CN110374109B (en) | Application method of construction method pile enclosure in comprehensive pipe gallery foundation pit | |
| CN106498957A (en) | Steel sheet pile cofferdam construction platform and integral construction method | |
| CN207554049U (en) | Box culvert relays pushing tow system | |
| CN105507322A (en) | Drying cutting method for foundation pit steel tube plug pile in immersed tube tunnel cofferdam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: No. 928, yuhangtang Road, Xihu District, Hangzhou City, Zhejiang Province 310011 Patentee after: Zhejiang shuzhijiaoyuan Technology Co.,Ltd. Address before: No. 928, yuhangtang Road, Xihu District, Hangzhou City, Zhejiang Province 310011 Patentee before: ZHEJIANG PROVINCIAL INSTITUTE OF COMMUNICATIONS PLANNING DESIGN & RESEARCH Co.,Ltd. |
|
| CP01 | Change in the name or title of a patent holder | ||
| CP03 | Change of name, title or address |
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 |
|
| CP03 | Change of name, title or address |