CN104652285B - Large span self-anchored suspension bridge construction method for hanging and tower beam temporary anchoring device - Google Patents
Large span self-anchored suspension bridge construction method for hanging and tower beam temporary anchoring device Download PDFInfo
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- CN104652285B CN104652285B CN201510030958.XA CN201510030958A CN104652285B CN 104652285 B CN104652285 B CN 104652285B CN 201510030958 A CN201510030958 A CN 201510030958A CN 104652285 B CN104652285 B CN 104652285B
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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
Of the present inventionly provide a kind of tower beam temporary anchoring device, an end face of the first grills and an end face of the second grills are oppositely arranged, and form the acting surface of power transmission support; Support power transmission by power transmission support between two end faces that first grills and the second grills are oppositely arranged, in work progress, the horizontal force that end bay girder bears is passed to bridge tower; Be provided with jack in the telescopic sleeve be made up of inner core and urceolus, one end of jack is cemented on the steelframe that urceolus arranges away from the end of inner core, and the oil pipe of jack enters outer barrel by the oil pipe be arranged on outer tube side wall.Adopt a large span self-anchored suspension bridge construction method for hanging for tower beam temporary anchoring device, the horizontal force that end bay girder bears is passed to bridge tower by tower beam temporary anchoring device by the method in work progress.
Description
Technical field
The invention belongs to the construction field of suspension bridge, relate to self-anchored suspension bridge, be specifically related to a kind of double tower three across large span self-anchored suspension bridge construction method for hanging, and the temporary anchoring device of bridge tower and end bay girder.
Background technology
Self-anchored suspension bridge does not need huge anchorage compared with earth anchored suspension bridge, main push-towing rope is anchored in end bay end of main beam, horizontal component and the vertical force component of main push-towing rope is born by girder, its novel structure, handsome in appearance, reasonable stress, economic and practical, solve geological conditions and do not allow to build anchorage and the problem of building suspension bridge.
Self-anchored suspension bridge is anchored on girder due to main push-towing rope, in work progress, main push-towing rope produces huge horizontal component, so traditional construction method is " after first beam cable ", namely---> support sets up girder---> sets up main push-towing rope to set up support, and main push-towing rope two ends are anchored in beam-ends---> stretch-draw hoist cable---the > second phase mats formation---> striking.This method is owing to must set up full framing to install girder, inevitable interference navigation channel or road traffic, and exist be only suitable for setting up on shallow river that support is built, large span set up support costly, many, the safety of unsafe factor and the problem such as duration risk is high, this technique has become the principal element of restriction self-anchored suspension bridge extensive use.
In order to promote the application of this bridge type, constantly explore and improve construction method, thus self-anchored suspension bridge " First cable later girder " construction technology being arisen at the historic moment.By adopting relevant temporary measure, self-anchored suspension bridge also can be built by " First cable later girder " construction method, so not only avoids because setting up the economy and safety problem that support brings, while can avoid to traffic such as navigation channels interference problem.
Be different from the main push-towing rope anchorage of earth anchored suspension bridge, the anchor block of finished main cable shape of self-anchored suspension is positioned at end bay end of main beam, the Major Difficulties of employing " First cable later girder " construction technology is the equilibrium problem of main push-towing rope anchor block in hoisting process, namely how to balance the horizontal force of main push-towing rope.In girder beam section hoisting process, beam section gravity load passes to main push-towing rope by hoist cable, and along with the main push-towing rope power that increases of lifting sections number increases gradually, suffered by main push-towing rope anchor block, horizontal force also increases gradually.Because now girder not yet connects into entirety, self cannot bear pressure, needs to arrange anchoring temporarily system to balance main push-towing rope horizontal force, to ensure the balance and stability of end bay girder anchor block.
The method of current this difficult point of solution adopts to arrange anchoring temporarily system to balance the powerful horizontal force of main push-towing rope in work progress at end bay, main method can be divided into two large classes: 1. temporary ground anchor method, the method drag-line connects main push-towing rope anchor block and temporary ground anchor, and main push-towing rope power is passed to temporary ground anchor.Document
[1]utilize open caisson as interim anchorage, by the steel hinge line between open caisson and end floor beam, the tension force of main push-towing rope is passed to open caisson, as long as and abutment pier pile foundation of bearing platform meets bridge completion state.Document
[2]utilize existing access bridge pile foundation and abutment pier cushion cap as temporary ground anchor, shared tension of main cable.2. pier-beam temporary consolidation method, main push-towing rope power, by main push-towing rope anchor block and its bridge pier temporary consolidation, is passed to main bridge end bay buttress by the method.Document
[3-4]adopt prestressing force temporary consolidation device by the end bay end of main beam anchor block of first building and bridge pier temporary consolidation, bear main push-towing rope horizontal force by the thrust stiffness of main bridge end bay buttress.
The advantage of temporary ground anchor class methods is that Path of Force Transfer is clear, but due to needs excavation ground, arranges large volume temporary ground anchor, carry certain requirement, and economy is poor to ground; Use the interim drag-line connecting earth anchor, construction risk is larger simultaneously.Pier-beam temporary consolidation class methods need not arrange earth anchor, pier beam temporary anchoring device simple structure, and convenient disassembly is quick; But the thrust stiffness of end bay buttress is less, the horizontal force born is limited, is not suitable for large span.
Summary of the invention
For prior art Problems existing, the object of the invention is to, in self-anchored suspension bridge lifting construction process, for bridge tower and end bay girder provide a kind of temporary anchoring device, powerful horizontal force from main push-towing rope is passed to bridge tower bear, across the equilibrium problem across main push-towing rope horizontal force in the very large self-anchored suspension bridge lifting construction process in footpath in effectively solving.For the self-anchored suspension bridge needing to adopt " First cable later girder " to construct, apparatus of the present invention and technique fully can discharge the carrying potential of bridge tower, thus obviously promote limitation span.
Another object of the present invention is to, a kind of large span self-anchored suspension bridge construction method for hanging adopting above-mentioned temporary anchoring device is provided, achieve and lifting construction also can be adopted to build large span self-anchored suspension bridge in the area of foundation condition difference, effectively prevent the interference of existing self-anchored suspension bridge construction method to navigation channel and road traffic.
In order to realize above-mentioned technical assignment, the present invention adopts following technical scheme to be achieved:
A kind of tower beam temporary anchoring device, comprise be set in advance on bridge tower sidewall near in across the first pre-embedded steel slab of side, be set in advance in the second pre-embedded steel slab near end bay side on end bay girder sidewall, first pre-embedded steel slab is installed with the first grills, second pre-embedded steel slab is installed with the second grills, the longitudinal center line of the first grills and the second grills is on the axis that same is parallel with end bay girder vehicle heading, an end face of the first grills end face and the second grills is oppositely arranged, forms the acting surface of power transmission support;
Support power transmission by power transmission support between two end faces that first grills and the second grills are oppositely arranged, in work progress, the horizontal force that end bay girder bears is passed to bridge tower;
Described power transmission support comprises inner core and urceolus, realizes rotary type stretch between inner core and urceolus by screw thread pair connection;
Urceolus is provided with turbine ring by turbine ring stop collar, and turbine ring rotates under being arranged on the driven by motor on outer drum outer wall centered by the central axis of urceolus in turbine ring stop collar;
The inner side of turbine ring is symmetrically arranged with the flange stretching out turbine ring stop collar, inner core is processed with the groove externally threaded outer wall being axially processed with and coordinating with flange, flange is embedded in groove, and inner core rotates and does axial stretching relative to urceolus along groove and moves under the drive of turbine ring flange;
Be provided with jack in the telescopic sleeve be made up of inner core and urceolus, one end of jack is cemented on the steelframe that urceolus arranges away from the end of inner core, and the oil pipe of jack enters outer barrel by the oil pipe be arranged on outer tube side wall;
Jack bears the horizontal force between the first grills and the second grills for auxiliary inner core and urceolus.
Adopt a large span self-anchored suspension bridge construction method for hanging for tower beam temporary anchoring device as claimed in claim 1, the horizontal force that end bay girder bears is passed to bridge tower by tower beam temporary anchoring device by the method in work progress.
Construction method for hanging as above, it is concrete girder that this construction method is applicable to end bay girder, in across girder be the double tower three of steel girder across self-anchored suspension bridge structure, specifically comprise the following steps:
Step one, carries out basement process to the basis of the bridge tower of bridge, construction pier footing, bridge tower and end bay bridge pier;
Step 2, sets up end bay temporary rest pier or support, cast-in-situ concrete girder on end bay temporary rest pier or support, and stretch-draw prestressing force steel bundle, completes end bay main girder construction;
Step 3, support is installed girder toughened internal stress, the corresponding prestressed strand of stretch-draw;
Step 4, install the tower beam temporary anchoring device of bridge tower and end bay girder, carry out tower beam and connect temporarily, concrete steps are as follows:
Step 4.1, is installed with the first grills across on the first pre-embedded steel slab of side in close on bridge tower sidewall, end bay girder sidewall is installed with the second grills on the second pre-embedded steel slab of end bay side, form the acting surface of power transmission support;
Step 4.2, power transmission support is installed between two end faces that the first grills and the second grills are oppositely arranged, first inside being placed with the inner core being in condensed state of jack and urceolus is placed between two end faces that the first grills and the second grills be oppositely arranged, start jack, the end of urceolus is made to withstand on the end face of the second grills, the end of jack withstands on the end face of the first grills, is formed and supports in advance;
Step 4.3, starter motor, inner core stretches out relative to urceolus rotary type, makes the end of inner core withstand on the end face of the first grills, disable motor, and pin turbine ring, jack unloads power, realizes tower beam anchoring temporarily;
Step 5, erection cat road, installs main cable saddle and turns cable saddle and adjust pre-deviator; Cat road sets up main push-towing rope, and main push-towing rope afterbody scatters directly be anchored on the main push-towing rope anchor block of end bay end of main beam through turning strand after cable saddle, and main push-towing rope is installed suspension rod cord clip, installs suspension rod;
Step 6, across girder in lifting, in carry out temporarily hinged across the beam of girder is intersegmental, the horizontal component that main push-towing rope is applied to end bay girder passes to bridge tower by tower beam temporary anchoring device and bears; Synchronously stretch-draw is first carried out to the suspension rod in end bay girder section, and press control objectives pushing tow main cable saddle, for the power of balance portion main push-towing rope;
Step 7, in all lifted across the beam section of girder after, linear to target absolute altitude across girder in adjustment, overall across girder during beam section is welded into;
Step 8, remove tower beam temporary anchoring device, specific operation process is as described below: again start jack, makes the end of jack withstand on the end face of the first grills, form pre-support, lay down the power of inner core end, starter motor reverses, and inner core bounces back relative to urceolus rotary type, after having bounced back, lay down the power of jack again, due in complete across main girder construction, bear across girder during the horizontal component that main push-towing rope is applied to end bay girder is transferred to by bridge tower;
Remove the telescopic sleeve of inner core and urceolus composition, remove the first grills and the second grills;
Step 9, main push-towing rope anticorrosive construction, removes cat road, carries out second time stretch-draw to the suspension rod in end bay girder section, makes main cable alignment and stressedly to match with control objectives;
Step 10, removes end bay temporary rest pier or support, carries out Surfacing Construction, completes full-bridge construction.
Bridge tower as above is provided with a pair vertical spacing block for limiting the upper and lower both sides of tower beam temporary anchoring device.
Method of the present invention compared with the existing methods, has following Advantageous Effects:
(A) this hoisting construction process do not affect navigation channel normally open the navigation or air flight order prerequisite under, save interference expense, decrease risk factors, construction technology is simple and reliable, easy construction, and construction speed is fast, cost economic.
(B) do not need to arrange huge interim anchorage, overcome the shortcoming that large volume anchorage cannot be built in the bad location of geological condition, accelerate the duration simultaneously, reduce and drop into, save cost.
(C) tower beam temporary connecting device simple structure, easy construction, avoids the transfer of anchor point, reduces construction risk.
(D) the main pier thrust stiffness of bridge tower is large, can balance larger main push-towing rope horizontal force, is suitable for larger across footpath.
Accompanying drawing explanation
Fig. 1 is the plan structure schematic diagram of tower beam temporary anchoring device.
Fig. 2 is the main TV structure schematic diagram of tower beam temporary anchoring device.
Fig. 3 is the structural representation of the first grills and/or the second grills.
Fig. 4 is the overall structure schematic diagram of power transmission support.
Fig. 5 is the partial cutaway structural representation of power transmission support.
Fig. 6 to Figure 10 is large span self-anchored suspension bridge construction method for hanging process schematic.
In figure, the implication of each label is: 1-bridge tower, 2-end bay girder, across girder in 3-, 4-first pre-embedded steel slab, 5-second pre-embedded steel slab, 6-first grills, 7-second grills, 8-power transmission is supportted, (8-1)-inner core, (8-2)-urceolus, (8-3)-turbine ring stop collar, (8-4)-turbine ring, (8-5)-motor, (8-6)-flange, (8-7)-groove, (8-8)-jack, (8-9)-steelframe, (8-10)-oil pipe is imported and exported, 9-tower beam temporary anchoring device, 10-vertical spacing block, 11-pier footing, 12-end bay bridge pier, 13-end bay temporary rest pier or support, 14-girder toughened internal stress, 15-main push-towing rope, 16-main push-towing rope anchor block, 17-suspension rod cord clip, 18-suspension rod, 19-beam section.
Below in conjunction with drawings and Examples, particular content of the present invention is described in more detail.
Detailed description of the invention
Double tower three across self-anchored suspension bridge often in cross over navigation channel or road traffic across plaing a part, end bay plays a part to connect access bridge.For These characteristics, the present invention proposes a kind of end bay support cast-in-place, in across lifting working procedure, invent the equilibrium problem that a kind of tower beam temporary connecting device solves main push-towing rope horizontal force simultaneously.This tower beam connects bascule temporarily, and comparatively said method is 1. without the need to arranging temporary ground anchor system, and without the need to the transfer adopting drag-line to carry out anchor point, can reduce constructs drops into, and accelerates the duration, reduces risk.Comparatively said method 2., utilizes the main pier of existing bridge tower to balance main push-towing rope horizontal force, and main pier is the maximum pier of full-bridge size, large compared with abutment pier size many, rigidity is large many, and the horizontal force of balance is also just large many, thus 2. ratio method is suitable for across footpath larger, construction risk is less.
Defer to technique scheme, below provide specific embodiments of the invention, it should be noted that the present invention is not limited to following specific embodiment, all equivalents done on technical scheme basis all fall into protection scope of the present invention.
Embodiment 1:
The present embodiment provides a kind of tower beam temporary anchoring device, comprise be set in advance on bridge tower 1 sidewall near in across the first pre-embedded steel slab 4 of side, be set in advance in the second pre-embedded steel slab 5 near end bay side on end bay girder 2 sidewall, first pre-embedded steel slab 4 is installed with the first grills 6, second pre-embedded steel slab 5 is installed with the second grills 7, the longitudinal center line of the first grills 6 and the second grills 7 is on the axis that same is parallel with end bay girder 2 vehicle heading, an end face of the first grills 6 and an end face of the second grills 7 are oppositely arranged, form the acting surface of power transmission support 8,
Support power transmission by power transmission support 8 between two end faces that first grills 6 and the second grills 7 are oppositely arranged, in work progress, the horizontal force that end bay girder 2 bears is passed to bridge tower 1;
Described power transmission support 8 comprises inner core 8-1 and urceolus 8-2, realizes rotary type stretch between inner core 8-1 and urceolus 8-2 by screw thread pair connection;
Urceolus 8-2 is provided with turbine ring 8-4 by turbine ring stop collar 8-3, and turbine ring 8-4 is rotated under being driven by the motor 8-5 be arranged on urceolus 8-2 outer wall centered by the central axis of urceolus 8-2 in turbine ring stop collar 8-3;
The inner side of turbine ring 8-4 is symmetrically arranged with the flange 8-6 stretching out turbine ring stop collar 8-3, inner core 8-1 is processed with the groove 8-7 externally threaded outer wall being axially processed with and coordinating with flange 8-6, flange 8-6 is embedded in groove 8-7, inner core 8-1 under the drive of turbine ring 8-4 relative to urceolus 8-2 rotary type stretch, at inner core 8-1 relative to urceolus 8-2 axial stretching process flange 8-6 along groove 8-7 axially-movable;
In the telescopic sleeve be made up of inner core 8-1 and urceolus 8-2, jack 8-8 is installed, one end of jack 8-8 is cemented on the steelframe 8-9 that urceolus 8-2 arranges away from the end of inner core 8-1, and the oil pipe of jack 8-8 imports and exports 8-10 by the oil pipe be arranged on urceolus 8-2 sidewall, and to enter urceolus 8-2 inner;
Jack 8-8 bears the horizontal force between the first grills 6 and the second grills 7 for auxiliary inner core 8-1 and urceolus 8-2.
Described bridge tower 1 is provided with a pair vertical spacing block 10 for limiting tower beam temporary anchoring device about 9 both sides.
Embodiment 2:
The present embodiment provides a kind of large span self-anchored suspension bridge construction method for hanging adopting tower beam temporary anchoring device described in embodiment 1, the horizontal force that end bay girder 2 bears is passed to bridge tower 1 by tower beam temporary anchoring device by the method in work progress, this construction method is applicable to end bay girder 2 for concrete girder, in across girder 3 be the double tower three of steel girder across self-anchored suspension bridge structure, specifically comprise the following steps:
Step one, carries out basement process to the basis of the bridge tower 1 of bridge, construction pier footing 11, bridge tower 1 and end bay bridge pier 12, as shown in Figure 6;
Step 2, sets up end bay temporary rest pier or support 13, cast-in-situ concrete girder on end bay temporary rest pier or support 13, and stretch-draw prestressing force steel bundle completes end bay girder 2 and constructs;
Step 3, support is installed girder toughened internal stress 14, the corresponding prestressed strand of stretch-draw;
Step 4, install the tower beam temporary anchoring device 9 of bridge tower 1 and end bay girder 2, carry out tower beam and connect temporarily, concrete steps are as follows:
Step 4.1, is installed with the first grills 6 across on the first pre-embedded steel slab 4 of side in close on bridge tower 2 sidewall, end bay girder 2 sidewall is installed with the second grills 7 on the second pre-embedded steel slab 5 of end bay side, forms the acting surface of power transmission support 8;
Step 4.2, power transmission support 8 is installed between two end faces that the first grills 6 and the second grills 7 are oppositely arranged, first inside being placed with the inner core 8-1 being in condensed state of jack 8-8 and urceolus 8-2 is placed between two end faces that the first grills 6 and the second grills 7 be oppositely arranged, start jack 8-8, the end of urceolus 8-2 is made to withstand on the end face of the second grills 7, the end of jack 8-8 withstands on the end face of the first grills 6, is formed and supports in advance;
Step 4.3, starter motor 8-5, inner core 8-1 stretch out relative to urceolus 8-2 rotary type, make the end of inner core 8-1 withstand on the end face of the first grills 6, disable motor 8-5, pin turbine ring 8-4, jack 8-8 unloads power, realizes tower beam anchoring temporarily, as shown in Figure 7;
Step 5, erection cat road, installs main cable saddle and turns cable saddle and adjust pre-deviator; Cat road sets up main push-towing rope 15, main push-towing rope 15 afterbody through turn strand after cable saddle scatter directly be anchored in end bay girder 2 end main push-towing rope anchor block 16 on, main push-towing rope 15 is installed suspension rod cord clip 17, install suspension rod 18, as shown in Figure 8;
Step 6, across girder 3 in lifting, in carry out between beam section 19 across girder 3 temporarily hinged, the horizontal component that main push-towing rope 15 is applied to end bay girder 2 passes to bridge tower 1 by tower beam temporary anchoring device 9 and bears; Synchronously stretch-draw is first carried out to the suspension rod 18 on end bay girder 2 sections, and press control objectives pushing tow main cable saddle, for the power of balance portion main push-towing rope 15, as shown in Figure 9;
Step 7, in all lift across the beam section 19 of girder 3 after, linear to target absolute altitude across girder 3 in adjustment, across girder 3 entirety during beam section 19 is welded into;
Step 8, remove tower beam temporary anchoring device 9, specific operation process is as described below: again start jack 8-8, the end of jack 8-8 is made to withstand on the end face of the first grills 6, form pre-support, lay down the power of inner core 8-1 end, starter motor 8-5 reverses, inner core 8-1 bounces back relative to urceolus 8-2 rotary type, after having bounced back, lay down the power of jack 8-8 again, due in construct across girder 3 and complete, bear across girder 3 during the horizontal component that main push-towing rope 15 is applied to end bay girder 2 is transferred to by bridge tower 1;
Remove the telescopic sleeve that inner core 8-1 and urceolus 8-2 forms, remove the first grills 6 and the second grills 7;
Step 9, main push-towing rope 15 anticorrosive construction, removes cat road, carries out second time stretch-draw to the suspension rod 18 on end bay girder 2 sections, makes main push-towing rope 15 linear and stressedly to match with control objectives;
Step 10, removes end bay temporary rest pier or support 13, carries out Surfacing Construction, completes full-bridge construction, as shown in Figure 10.
Example of calculation:
The one that this example provides tower beam as described in Example 1 temporary anchoring device, the steel plate and the sectional dimension that adopt 30mm are 70 × 70mm, the first grills 6 that the square steel of thick 8mm is welded and the second grills 7 are of a size of 1100 × 2600 × 4100mm, the spacing of two grills front end faces is 1100mm, the retractable travel of power transmission support 8 is 320mm, inner/outer tube is Q345 steel, urceolus 8-2 length is 700mm, inner core 8-1 length is 800mm, the internal-and external diameter of inner core 8-1 is respectively 500mm, 560mm, the inner and outer diameter of urceolus 8-2 is respectively 550mm, 610mm, the flight pitch of its compacting is 10mm, screw thread depth of threat is 10mm, adopt the 4 cover STQ hydraulic jack of 150t and the motor 8-5 of 4 Y100L-2 types.Turbine ring 8-4 external gear and motor 8-5 module are 2, and pressure angle is 20 °, and tooth depth is 40mm; The reference diameter of turbine external gear is that the number of teeth is respectively 65 and 5.
This example provides a kind of construction method for hanging as described in Example 2, for large span self-anchored suspension bridge adopt as shown in Fig. 6 to Figure 10, main spanning footpath is arranged as (75+500+75) m, main span 500m is suspended-cable structure system, sag ratio f/l is 1/5, and the height of king-tower is 80m, and the main pier height that king-tower is corresponding is 17m, the overall with of steel box-girder is 41.6m, in across the spacing 6m of hoist cable.The main pier of bridge tower is of a size of 8050mm × 5000mm rectangular hollow section, and abutment pier is of a size of 4000mm × 2800mm square-section.
One, limitation span analysis
For needing the self-anchored suspension bridge of " First cable later girder " lifting construction, when all geometry such as bridge pier and king-tower size, main push-towing rope and girder form, material, parameters of loading are certain, adopt apparatus of the present invention and technique, obviously can promote limitation span.
Tower beam temporary anchoring device provided by the present invention is adopted to carry out the self-anchored suspension bridge construction method for hanging of constructing, shown by finite element analysis computation: under construction short-time situation, if when requiring that ultimate limit states and serviceability limit state meet simultaneously, in can reach 504m across across footpath; If when only requiring that ultimate limit states meets, in be 641m across attainable largest span.
Adopt the pier-beam temporary consolidation class construction method that pertinent literature is introduced, by main push-towing rope anchor block and its lower abutment pier temporary consolidation, computational analysis shows: under construction short-time situation, if when requiring that ultimate limit states and serviceability limit state meet simultaneously, in be 27m across largest span; If when only requiring that ultimate limit states meets, in be 46m across largest span.
To sum up, for the self-anchored suspension bridge needing to adopt " First cable later girder " to construct, apparatus of the present invention and technique fully can discharge the carrying potential of bridge tower, thus obviously promote limitation span.
Two, mechanics is adjusted:
1, inner/outer tube strength checking:
Inner core internal diameter 50cm, external diameter 56cm, height 80cm; Urceolus internal diameter 55cm, external diameter 61cm, height 79cm; The inner/outer tube depth of thread is 1cm; The main push-towing rope horizontal resultant transmitted by end bay girder is 91030.94KN, is born, the horizontal force F=91030.94 ÷ 4=22757.735KN that every covering device need be born by four these devices of cover
Inner/outer tube all adopts Q345 steel, axial permissible stress [σ]=200MPa
Minimum net cross-sectional area after inner/outer tube removing screw thread, opening is respectively:
A) 4 teeth groove are had outside inner core, perforate degree of depth 1cm, length 4cm, therefore:
A
in=[(56-1)
2-50
2] × π-4 × (4 × 1)=1633.34cm
2
B) urceolus is at jack fuel feed hole diameter 8cm, therefore
A
outward=[61
2-(55+1)
2] × π-8 × 5=1797.83cm
2
Inner/outer tube minimum cross-sectional area is:
A
min=A
in=1633.34cm
2
The axial load that single inner/outer tube device can bear is:
N＝1633.34×10
2×200×10
-3＝32666.72KN>F＝22757.735KN
So the bearing capacity of inner/outer tube meets the demands.
2, screw thread checking computations:
A, self-locking performance check:
Screw thread outside inner core, inside urceolus for being isosceles trapezoid, thread form angle α=30 °, pitch P=1cm, line number n=1, helical pitch: L=nP=1cm, central diameter d
2=55.5 × 2=111cm,
Lead angle lift angle
Check in, the friction factor f of steel
sbe 0.11 ~ 0.17, during startup, get maximum value, in running, get minimum value.
During startup,
In running,
So self-locking performance meets the demands.
The strength check of B, ridge:
Generally, the intensity of inside spin is lower than external spiral, so only need to check the ridge intensity inside urceolus, least favorable cross section is cross section, screw thread tooth base place, only needs the intensity checking this cross section.
1. the shear strength checking computations of weak section:
Nominal diameter d=2 × 55.5=111cm, b=0.7579cm, in this device, the number of turns z that screws of inner/outer tube is at least 18 circles.Check in, [the T]=120MPa of Q345
So the shear strength of ridge meets the requirements.
2. the flexural strength checking computations of dangerouse cross-section:
H=1cm, checks in, [σ] of Q345
w=210MPa
So the flexural strength of ridge meets the requirements.
To sum up, 1), 2) know, the intensity of ridge meets the demands.
Claims (4)
1. a tower beam temporary anchoring device, comprise be set in advance on bridge tower (1) sidewall near in across first pre-embedded steel slab (4) of side, be set in advance in the second pre-embedded steel slab (5) near end bay side on end bay girder (2) sidewall, it is characterized in that: the first pre-embedded steel slab (4) is installed with the first grills (6), second pre-embedded steel slab (5) is installed with the second grills (7), the longitudinal center line of the first grills (6) and the second grills (7) is on the axis that same is parallel with end bay girder (2) vehicle heading, an end face of the first grills (6) and an end face of the second grills (7) are oppositely arranged, form the acting surface of power transmission support (8),
Support power transmission by power transmission support (8) between two end faces that first grills (6) and the second grills (7) are oppositely arranged, in work progress, the horizontal force that end bay girder (2) bears is passed to bridge tower (1);
Described power transmission support (8) comprises inner core (8-1) and urceolus (8-2), realizes rotary type stretch between inner core (8-1) and urceolus (8-2) by screw thread pair connection;
Urceolus (8-2) is provided with turbine ring (8-4) by turbine ring stop collar (8-3), and turbine ring (8-4) is rotated under being driven by the motor (8-5) be arranged on urceolus (8-2) outer wall centered by the central axis of urceolus (8-2) in turbine ring stop collar (8-3);
The inner side of turbine ring (8-4) is symmetrically arranged with the flange (8-6) stretching out turbine ring stop collar (8-3), inner core (8-1) is processed with the groove (8-7) externally threaded outer wall being axially processed with and coordinating with flange (8-6), flange (8-6) is embedded in groove (8-7), inner core (8-1) under the drive of turbine ring (8-4) relative to urceolus (8-2) rotary type stretch, at inner core (8-1) relative to urceolus (8-2) axial stretching process flange (8-6) along groove (8-7) axially-movable;
In the telescopic sleeve be made up of inner core (8-1) and urceolus (8-2), jack (8-8) is installed, one end of jack (8-8) is cemented on the steelframe (8-9) that urceolus (8-2) arranges away from the end of inner core (8-1), and the oil pipe of jack (8-8) imports and exports (8-10) by the oil pipe be arranged on urceolus (8-2) sidewall, and to enter urceolus (8-2) inner;
Jack (8-8) bears the horizontal force between the first grills (6) and the second grills (7) for auxiliary inner core (8-1) and urceolus (8-2).
2. tower beam temporary anchoring device as claimed in claim 1, is characterized in that: described bridge tower (1) is provided with a pair vertical spacing block (10) for limiting the upper and lower both sides of tower beam temporary anchoring device (9).
3. adopt a large span self-anchored suspension bridge construction method for hanging for tower beam temporary anchoring device as claimed in claim 1, it is characterized in that: the horizontal force that end bay girder (2) bears is passed to bridge tower (1) by tower beam temporary anchoring device by the method in work progress.
4. construction method for hanging as claimed in claim 3, is characterized in that: described bridge tower (1) is provided with a pair vertical spacing block (10) for limiting the upper and lower both sides of tower beam temporary anchoring device (9).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510030958.XA CN104652285B (en) | 2015-01-21 | 2015-01-21 | Large span self-anchored suspension bridge construction method for hanging and tower beam temporary anchoring device |
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| CN201510030958.XA CN104652285B (en) | 2015-01-21 | 2015-01-21 | Large span self-anchored suspension bridge construction method for hanging and tower beam temporary anchoring device |
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| CN104652285A CN104652285A (en) | 2015-05-27 |
| CN104652285B true CN104652285B (en) | 2016-02-10 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106149569B (en) * | 2016-08-24 | 2018-02-02 | 长安大学 | The transforming methods of structural system of self-anchored suspension bridge First cable later girder construction |
| CN109137739B (en) * | 2018-09-12 | 2020-02-07 | 长安大学 | Tower anchor-pier anchor combined rapid construction method of self-anchored suspension bridge |
| CN109112967B (en) * | 2018-09-12 | 2023-07-25 | 长安大学 | Tower beam thrust connection device and quick construction method for self-anchored suspension bridge |
| CN110067183A (en) * | 2019-05-31 | 2019-07-30 | 中交一公局第三工程有限公司 | Fixed assembly and cable beam method for synchronously constructing |
| CN112647497B (en) * | 2020-12-16 | 2023-09-15 | 深圳钜联锚杆技术有限公司 | In-hole prestress supporting member, prestress anchor rod and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP5189545B2 (en) * | 2009-04-01 | 2013-04-24 | 三井住友建設株式会社 | Bridge erection method |
| CN101914897B (en) * | 2010-07-30 | 2011-08-31 | 中铁四局集团有限公司 | Construction method of single main cable inclined-suspender earth anchored suspension bridge |
| CN102154990B (en) * | 2011-05-13 | 2012-12-05 | 长沙理工大学 | Electing method for side span overhang-middle span cable-stayed three-tower self-anchored type combination suspension bridge |
| CN102373667A (en) * | 2011-09-29 | 2012-03-14 | 中铁五局集团建筑工程有限责任公司 | Method for constructing three-section type inhaul cable |
| CN103266573B (en) * | 2013-06-17 | 2015-12-09 | 中铁山桥集团有限公司 | Steel Box Girder of Self-Anchored Suspension beam unidirectional single-point three slideway synchronous push construction method |
| CN204418031U (en) * | 2015-01-21 | 2015-06-24 | 长安大学 | A kind of tower beam temporary anchoring device |
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