CN101029471A - Non-cable single-tower stayed bridge - Google Patents
Non-cable single-tower stayed bridge Download PDFInfo
- Publication number
- CN101029471A CN101029471A CN 200710057061 CN200710057061A CN101029471A CN 101029471 A CN101029471 A CN 101029471A CN 200710057061 CN200710057061 CN 200710057061 CN 200710057061 A CN200710057061 A CN 200710057061A CN 101029471 A CN101029471 A CN 101029471A
- Authority
- CN
- China
- Prior art keywords
- tower
- bridge
- cable
- meters
- main
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 30
- 239000010959 steel Substances 0.000 claims abstract description 30
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 4
- 230000007704 transition Effects 0.000 claims description 8
- 230000008878 coupling Effects 0.000 claims description 3
- 238000010168 coupling process Methods 0.000 claims description 3
- 238000005859 coupling reaction Methods 0.000 claims description 3
- 230000004044 response Effects 0.000 claims description 3
- 210000002435 tendon Anatomy 0.000 claims 1
- 239000004567 concrete Substances 0.000 description 26
- 238000010276 construction Methods 0.000 description 20
- 238000009432 framing Methods 0.000 description 9
- 230000008901 benefit Effects 0.000 description 6
- 238000000034 method Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 238000006243 chemical reaction Methods 0.000 description 4
- 238000000465 moulding Methods 0.000 description 4
- 239000004744 fabric Substances 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 240000007594 Oryza sativa Species 0.000 description 1
- 235000007164 Oryza sativa Nutrition 0.000 description 1
- 241001417495 Serranidae Species 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 229920001971 elastomer Polymers 0.000 description 1
- 239000000806 elastomer Substances 0.000 description 1
- 229920006334 epoxy coating Polymers 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 235000009566 rice Nutrition 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
本发明公开了一种独塔无背索斜拉桥包括桥墩和设置在桥塔与主梁之间的斜索；桥塔由牵索塔臂和配重塔臂构成，牵索塔臂为竖向设置，其迎索面斜度为3.1∶5，背索面斜度为2∶5，牵索塔臂下部的宽度大于其上部的宽度；配重塔臂为水平方向设置；牵索塔臂与配重塔臂通过桥梁主塔大横梁及连续配重仓连接为一体；牵索塔臂与配重塔臂汇集于桥梁主墩；主梁采用预应力钢筋混凝土拉杆大悬臂脊骨梁结构，主梁为单箱单室截面，主梁每索间距设两道撑梁，撑梁为倒T形截面，在设置撑梁相应位置处主梁箱室内设置有横隔板，横隔板顶面与主梁顶板之间设置有空隙；悬臂—主梁—悬臂按二次抛物线变化；撑梁内设置有横向预应力钢束；主墩基础采用沉井，其余墩位采用钻孔灌注桩。
The invention discloses a single-tower cable-stayed bridge without back cables, which includes a bridge pier and cables arranged between the bridge tower and the main girder; It is arranged in the direction, the slope of the up-cable plane is 3.1:5, the slope of the back-cable plane is 2:5, the width of the lower part of the drag tower arm is greater than the width of the upper part; the counterweight tower arm is set in the horizontal direction; the drag tower arm It is integrated with the counterweight tower arm through the large beam of the bridge main tower and the continuous counterweight warehouse; the cable tower arm and the counterweight tower arm are gathered at the main pier of the bridge; the main beam adopts a prestressed reinforced concrete tie rod large cantilever spine beam structure, The beam is a single-box single-chamber cross-section, and two brace beams are provided for each cable distance of the main beam. There is a gap between the top of the main beam; the cantilever-main beam-cantilever changes according to the quadratic parabola; the transverse prestressed steel bundle is arranged in the support beam; the foundation of the main pier adopts caissons, and the rest of the pier positions adopt bored piles.
Description
Technical field
The present invention relates to a kind of bridge, especially relate to a kind of cable stayed bridge.
Background technology
At present, cable stayed bridge itself is the bridge type of comparative maturity, mainly comprises symmetrical cloth cable stayed-cable bridge, asymmetric cloth cable stayed-cable bridge and back-cable-free cable-stayed bridge.Wherein, the bridge tower of symmetrical drag-line is the form of structure that Longspan Bridge often adopts for girder provides certain pre-jacking force and resiliency supported; The bridge tower of asymmetric cloth cable stayed-cable bridge is not necessarily honest, but the Suo Li of bridge tower both sides remains in a basic balance, and its duty and standard cable stayed bridge are as broad as long; Back-cable-free cable-stayed bridge is then different fully, and a bridge tower only side bears oblique cord power, and the common feature of above-mentioned several different structure bridges is: girder adopts steel work, and slim and graceful steel work girder reduces the structure difficulty of bridge tower; Bridge tower inclination certain angle, the dead-weight balanced oblique cord power of dependence body of the tower; The weight requirements of body of the tower has determined that the size of body of the tower is bigger.
The powerful overturning moment that the bridge tower of back-cable-free cable-stayed bridge needs balance guy rope power to produce.That is, body of the tower must have enough resistance to capsizings, be slightly larger than under the mobile load Light Condition that the beam body produces overturning moment, be slightly less than the overturning moment of whole loads at the mobile load full load.Conventional back-cable-free cable-stayed bridge bridge tower is to rely on the deadweight of bridge tower guy rope section to realize that each of bridge tower section cross section must be corresponding with the oblique cord horizontal force for this reason, and bridge tower tilts more, and the operating efficiency of body of the tower deadweight is high more.Simultaneously, for reduce the horizontal force that bridge tower bears as far as possible, conventional back-cable-free cable-stayed bridge can strengthen the elevation angle of oblique cord as far as possible, and the horizontal force that body of the tower bears during like this to the equal support effect of girder is littler.This just means, for strengthening the elevation angle of oblique cord, must improve tower height and restriction body of the tower gradient, and restriction body of the tower gradient means the reduction of counterweight efficient.Whether based on such contradiction, conventional back-cable-free cable-stayed bridge can be selected a bridge tower that the figure is more too fat to move, also can't take tower height on the height into account and coordinate with the ratio of striding the footpath, has lost the inborn dynamics of structure U.S..In addition, back-cable-free cable-stayed bridge is different from adoptable floating or half floating system of conventional cable stayed bridge, and its girder is must be with body of the tower fixed or other thrust measure is provided for girder.Therefore, how to make bridge not only have novel bridge type, brand-new system, and can reach harsh dbjective state, become the key technical problem of bridge design research aspect.
The girder of two only leaning tower back-cable-free cable-stayed bridges of rope face mainly is to adopt The Concrete Structure Design in the prior art, and its design difficulty is very big, needs the completed state of more accurate control structure; In addition, be different from the linear elasticity of steel, concrete has the advantages that to shrink and creep, and has strengthened design difficulty again.Though and the steel work girder is slimmer and more graceful than concrete structure girder, can reduce the requirement for bearing capacity of king-tower largely.
Up to now, also do not have a kind of rational in infrastructurely, bridge type coordinates, attractive in appearance, and can reduce the non-cable single-tower stayed bridge of the concrete structure of construction costs.
Summary of the invention
Technical problem to be solved by this invention provides a kind of rational in infrastructure, and bridge type coordinates, attractive in appearance, and can reduce the non-cable single-tower stayed bridge of the concrete structure of construction costs.Under the prerequisite of tower height and the eurythmy of striding the footpath, has the inborn dynamics of structure U.S. with this bridge type that guarantees back-cable-free cable-stayed bridge, non-cable single-tower stayed bridge of the present invention has been broken through the processed conventionally bottleneck of Stayed Cable Bridge king-tower make, and king-tower is made up of the counterbalance tower arm of horizontal direction and tower arm for slewing guy two parts of inclination.Counterbalance tower arm is transferred to the engineering material of wasting the guy rope district in the conventional back-cable-free cable-stayed bridge on the higher counterbalance tower arm of counterweight efficient, not only strengthened arrow square with main pier, had vehicle-driving simultaneously concurrently, the most important thing is, removed the dependence of tower arm for slewing guy, for design is more coordinated, bridge more attractive in appearance provides basic premise to deadweight.When definite bridge main beam structure, the concrete girder cost is well below steel work, and when dead load was not in leading position in whole loads, construction costs was the primary factor of bridge design.
In order to solve the problems of the technologies described above, the technical scheme that non-cable single-tower stayed bridge of the present invention is achieved is: comprise bridge pier and be arranged on bridge tower and girder between oblique cord; Described bridge tower is made of tower arm for slewing guy and counterbalance tower arm, and described tower arm for slewing guy is vertical the setting, and its cable surface-facing gradient is 3.1: 5, and back cable surface gradient is 2: 5, and the width of described tower arm for slewing guy bottom is greater than the width on its top; Described counterbalance tower arm is the horizontal direction setting; Described tower arm for slewing guy and described counterbalance tower arm connect as one by bridge main tower cross bearer and continuous counterweight storehouse; Described tower arm for slewing guy and described counterbalance tower arm come together in bridge master pier; Described girder adopts the big cantilever spine beam of prestressed reinforced concrete pull bar structure, described girder is the single box single chamber cross section, the every rope spacing of described girder is established twice support beam, described support beam is the inverted T-shaped cross section, the indoor diaphragm that is provided with of support beam corresponding position girder case is being set, be provided with the space between described diaphragm end face and the described girder top board, in order to avoid the overall load response of described girder driving local stress and bridge coupling; Described girder carries out the transition to the case height by an end cantilever, carries out the transition to other end cantilever by the case chamber again and changes by second-degree parabola; Be provided with transverse prestress steel bundle in the described support beam; Main pier foundation in the described bridge pier adopts open caisson, and bored pile is adopted in all the other pier positions.
Non-cable single-tower stayed bridge of the present invention, wherein, 65 meters of described tower arm for slewing guy overall heights, less than striding 1/2 of footpath, is made up of two tower walls by described tower arm for slewing guy with the height on top for tread, and wall thickness is 1.5 meters, is positioned at the both sides distribution of girder; Described tower arm for slewing guy connects by the wing stull in four roads, 8 meters beginnings more than tread, and tower arm for slewing guy carries out the transition to counterbalance tower arm; The 44 hole large-tonnage steel twisted wire group anchors that described bridge tower adopts; Described counterbalance tower arm relies on full framing to support.11.6 meters of described girder overall withs are made up of an end cantilever, case chamber and other end cantilever successively, and its each section width is followed successively by 3.8 meters, 4.0 meters and 3.8 meters; The deck-molding normal reach is 2.325 meters, and deck-molding is gradient to 4.325 meters by 2.325 meters according to the second-degree parabola track in 30 meters scopes of distance tower root cross bearer; Described support beam overall height is 50cm, the wide 40cm in the edge of a wing, the wide 20cm of web; Top, the base plate thickness in cross section, described girder case chamber are 25cm, and web thickness is 40cm; The indoor diaphragm thickness of described girder case is 20cm.Oblique cord in the described non-cable single-tower stayed bridge has 18 pairs, and the rope distance between adjacent two ropes is 6.5 meters.
Compared with prior art, the invention has the beneficial effects as follows;
(1) owing to the bridge tower in the non-cable single-tower stayed bridge of the present invention is made up of the counterbalance tower arm of horizontal direction and tower arm for slewing guy two parts of inclination, therefore, counterbalance tower arm is transferred to the engineering material of wasting the guy rope district in the conventional back-cable-free cable-stayed bridge on the higher counterbalance tower arm of counterweight efficient, not only strengthened arrow square with main pier, had vehicle-driving simultaneously concurrently, the most important thing is, removed the dependence of tower arm for slewing guy, for design is more coordinated, bridge more attractive in appearance provides basic premise deadweight.Thereby the bridge type that has guaranteed back-cable-free cable-stayed bridge has the inborn dynamics of structure U.S. under the prerequisite of tower height and the eurythmy of striding the footpath.
(2) non-cable single-tower stayed bridge of structure of the present invention is used the material of this service condition harshness of concrete to finish the construction of pontic, thereby avoided the high steel work agent structure of cost, only finish the construction of pontic with 40% of steel work master bridge budget, for Construction unit has saved substantial contribution, created good economic benefit.
Description of drawings
Fig. 1-the 1st, the structural representation of non-cable single-tower stayed bridge of the present invention;
Fig. 1-2 is the lateral view of the described cable stayed bridge of Fig. 1-1;
Fig. 2-the 1st, the structural perspective of bridge tower in the non-cable single-tower stayed bridge of the present invention;
Fig. 2-the 2nd, the lateral view of bridge tower shown in Fig. 2-1;
Fig. 2-the 3rd, the front view of bridge tower shown in Fig. 2-1;
Fig. 3 is the stand under load course schematic diagram of bridge tower in the non-cable single-tower stayed bridge of the present invention;
Fig. 4-1 is to Fig. 4-the 10th, the construction process of bridge tower in the non-cable single-tower stayed bridge of the present invention;
Fig. 5 is a non-cable single-tower stayed bridge middle girder structural representation of the present invention;
Fig. 6 is the support of girder shown in a Fig. 5 beam outline drawing.
Be the explanation of main position Reference numeral in the Figure of description below:
Be the explanation of main position Reference numeral in the Figure of description below:
100---bridge tower 10---tower arm for slewing guy 11---Ying Suomian
12---dorsal funciculus face 13---tower arm for slewing guy bottom 14---tower arm for slewing guy tops
15---wing stull 16---tread 20---counterbalance tower arms
110#---main pier 108#, 109#---supports the counterbalance tower arm pier
51---1# drive rest pier 52---2# drive rest pier 53---3# drive rest piers
54---4# drive rest pier 60---passive buttress 200---girders
300---oblique cord 201---support web 202---prestressed strands
203---diaphragms 204---support web and diaphragm tie point
205---the support beam
The specific embodiment
The present invention is described in further detail below in conjunction with the drawings and specific embodiments.
Shown in Fig. 1-1 and Fig. 1-2, non-cable single-tower stayed bridge of the present invention comprise bridge pier and be arranged on bridge tower 100 and girder 200 between oblique cord 300; Described oblique cord has 18 pairs, and the rope distance between adjacent two ropes is 6.5 meters; Main pier foundation in the described bridge pier adopts open caisson, and bored pile is adopted in all the other pier positions.Respectively the bridge tower 100 that relates among the present invention and the characteristics of girder 200 are described in detail below.
The design feature of bridge tower, stand under load course and constructure scheme and construction process in the non-cable single-tower stayed bridge of the present invention.
Shown in Fig. 2-1, Fig. 2-2 and Fig. 2-3, described bridge tower 100 is made of the counterbalance tower arm 20 of vertical tower arm for slewing guy 10 and level, described counterbalance tower arm 20 is transferred to the engineering material of wasting the guy rope district in the conventional back-cable-free cable-stayed bridge on the higher counterbalance tower arm of counterweight efficient, so not only strengthened arrow square with main pier, had vehicle-driving simultaneously concurrently, the most important thing is, removed the dependence of 10 pairs of deadweights of tower arm for slewing guy, for design is more coordinated, bridge more attractive in appearance provides basic premise.If: the support pier of counterbalance tower arm 20 is 108# and 109# pier, and main pier is the 110# pier.Described tower arm for slewing guy 10 overall heights are 65 meters, it meets rope face 11 gradients is 3.1: 5, dorsal funciculus face 12 gradients are 2: 5, tread 16 is 60 meters with the height on top, this value is according to less than 1/2 determining of striding the footpath, described tower arm for slewing guy 10 is made up of two tower walls, and wall thickness is 1.5 meters, and is positioned at the both sides of girder 200; Described tower arm for slewing guy 10 connects by the wing stull in four roads, the width of described tower arm for slewing guy bottom 13 is greater than the width on its top 14, in tread 16 above 8 meters beginnings, described tower arm for slewing guy 10 carries out the transition to counterbalance tower arm 20, two tower walls are connected to integral body by king-tower cross bearer and continuous counterweight cabin (having vehicle-driving concurrently), described tower arm for slewing guy 10 comes together in 110# master's pier with counterbalance tower arm 20, closely is connected to sharp keen and is full of the powerful integral body of strength sense by the prestressed strand 202 in two tower walls; Described counterbalance tower arm 20 relies on full framings to support, and the 44 hole large-tonnage steel twisted wire group anchors that described bridge tower 100 adopts have been started the beginning of China's prestressing force application level thus.
The stand under load course of non-cable single-tower stayed bridge bridge tower of the present invention is: because the bridge tower 100 that relates among the present invention is made up of rigidly connected two large divisions, a part is vertical tower arm for slewing guy 10, and another part is the counterbalance tower arm 20 of level.When guy rope not, vertical tower arm for slewing guy 10 relies on configuration and meets the plain bars of rope face 11 and the deadweight moment of flexure that stiff skeleton is born whole leaning tower arm; Counterbalance tower arm 20 relies on full framing to support, and does not stress in principle.When beginning during guy rope, along with Suo Li with Ta Nei is prestressed progressively applies, the rope face 10 of the meeting pressurized gradually of tower arm for slewing guy 10, and rely on the vertical prestressing steel bundle opposing oblique cord bending moment produced by level force of dorsal funciculus face 12.Simultaneously, the pressure that puts on counterbalance tower arm 20 full framings descends gradually, and tower arm weight is transferred to 110# master's pier 110 gradually by horizontal prestressed strand.Final when full-bridge is completed, tower arm for slewing guy 10 and counterbalance tower arm 20 are finished the system conversion, reach the design work state.At this moment, the weight of bridge tower is born by 110# master's pier substantially, support counterbalance tower arm Dun108#Dun and 109# pier a part of reaction of bearing still is provided, this part counter-force is the safety stock of the overturning moment of opposing oblique cord generation, (this counter-force is the design condition of counterbalance tower arm pier 108,109# crossbeam) makes the Dun110#Dun of winner be in state of axial compression forever under the mobile load effect.Suppose that the counterbalance tower arm 20 that relies on full framing to support does not in principle stress before the system conversion, the support stiffness that its basic prerequisite is a full framing reaches and three identical levels in permanent pier position.According to the structure and the stand under load characteristics of bridge tower 100, to further consider that in specific implementation process the cooperatively interacting of the configuration mode, bridge tower concreting stage of bridge tower stiff skeleton and plain bars structure, bridge tower construction technology are to the compliance of bridge tower stiffness variation etc.
The final constructure scheme of formulating is promptly pressed specific 4 temporary rest piers of pitch arrangement as shown in Figure 3 between 109# and 110# pier.Wherein: 3 drive rest piers (comprising 1# drive rest pier 51,2# drive rest pier 52 and 3# drive rest pier 53), can adjust the supporting force of each drive rest pier by jack.A passive buttress 60 participates in work in the specific time.
Because the bridge tower in the non-cable single-tower stayed bridge of the present invention is a large volume concrete structural, can not finish by one-time-concreting, full framing also can not support the concrete weight of whole bridge towers fully.The concrete bridge tower that substep is built must be different from global formation, finishes with the stretch-draw of final suspension cable with each progressively enforcement of building the stage, and the reaction of bearing of each pier position of bridge tower, the concrete stand under load level of each layer bridge tower etc. are all in continuous variation.The stress that the bridge tower concrete is sealed up for safekeeping in the inside, back that is shaped fully can directly influence its duty in long-term use, therefore, need design a cover proper construction technology according to the stand under load course of bridge tower, eliminates the construction stress of bridge tower to greatest extent.Describe among the present invention according to the determined bridge tower construction process of the stand under load course of bridge tower to Fig. 4-10 below in conjunction with Fig. 4-1:
Stage 1: shown in Fig. 4-1, build 2 meters high scopes of 109～110# pier king-tower on the full framing.
Stage 2: shown in Fig. 4-2, it is meter high to build tower arm to 3.5, partial dismantling part support; Build each drive rest pier synchronously, i.e. 1# drive rest pier 51,2# drive rest pier 52 and 3# drive rest pier 53.
Stage 3: shown in Fig. 4-3, lay cushion block, closely connected at the Dun Ding of 1# drive rest pier 51,2# drive rest pier 52 and 3# drive rest pier 53 respectively with the tower arm; Build the part of passive buttress 60 except that pier cap simultaneously.
Stage 4: shown in Fig. 4-4, apply top lift in order: apply 2# drive rest pier 52 top lifts to 650 ton, apply 1# drive rest pier 51 top lifts to 800 ton, apply 3# drive rest pier 53 top lifts to 600 ton, replenish 2# drive rest pier 52 top lifts to 600 ton; Build the remainder of passive buttress 60 at last.
In this stage, jacking 2# drive rest pier 52 back king-towers upwards break away from support with the part, for safety, no longer consider the effect of full framing, and at this moment, the maximum principal tensile stress in each position of king-tower is 1.745MPa.Behind the jacking 1# drive rest pier 51, the maximum principal tensile stress 2.813MPa of king-tower apical margin, the hogging moment that the enough plain barss of the apical margin configuration of this king-tower sections are produced with opposing buttress active force.Behind the jacking 3# drive rest pier 53, the maximum principal tensile stress 2.24MPa of king-tower apical margin owing to increased fulcrum, has reduced the hogging moment at 1# drive rest pier 51 places.After replenishing jacking 2# drive rest pier 52, the maximum principal tensile stress 2.427MPa of king-tower apical margin has laid in certain compressive stress at the king-tower lower edge.After this stage finished, all interim the support entered the passive force mode that is subjected to.
Stage 5: shown in Fig. 4-5, build tower arm to 6.0 meter height, wait for that concrete strength is increased to 35MPa.
Stage 6: shown in Fig. 4-6, build tower arm to 9.0 meter height, wait for that concrete strength is increased to 35MPa; It is meter high uncontrolledly to build tower arm to 36 then; All in the standard allowed band, the major principal stress around the stress concentration point of local loading is at 2.28MPa for king-tower lower edge principal tensile stress.
Stage 7: shown in Fig. 4-7, build 108#～109# pier closure section, and it is built 3.5 meters high, on the basis that guarantees bearing capacity of foundation soil, build 4# drive rest pier 54;
Along with the beginning that this stage 108#～109# pier tower arm is built, near the rigidity of section at the tower arm least favorable place the 109# pier increases sharply, and along with building of king-tower finished, the stress of king-tower lower edge changes very little substantially.
Stage 8: shown in Fig. 4-8, treat that concrete reaches design strength after, lay cushion block at the Dun Ding of 4# drive rest pier 54, closely connected with the tower arm; 4# drive rest pier 54 is slowly evenly applied top power to 800 ton, and add progressively bed hedgehopping cushion block of parallels, treat that the buttress sedimentation ends the tight parallels of back pad fully, guarantee that the buttress counter-force is greater than 800 tons; According to the needs that king-tower steel bundle is installed, dismountable 3# drive rest pier 53, passive buttress 60 keeps.
Stage 9: shown in Fig. 4-9, it is meter high to build tower arm to 6.0, waits for that concrete strength is increased to 35MPa.
Stage 10: shown in Fig. 4-10, finish building of king-tower counterweight section; Build king-tower by the stage, treat that king-tower is built to finish, the intact oblique cord of stretch-draw is the dismountable buttress in Suo Li rear just.Should strengthen counter-force and settlement observation therebetween to each buttress.
According to above-mentioned construction process, all build finish after, the stress that each layer sealed up for safekeeping is less, meets the requirement of permanent duty, has reached the effect of expected design.Because the bridge tower body of the tower stress system among the present invention is reasonable, after applying whole bridge tower prestressing force and oblique cord power, the duty of counterbalance tower arm is very good.
The bridge tower of non-cable single-tower stayed bridge of the present invention adopts the high grade large volume concrete structural, and the rigidity of counterbalance tower arm constantly changed with the stage of building, and is the construction that is difficult to finish bridge tower as if the form of construction work with routine.
The design feature of non-cable single-tower stayed bridge middle girder of the present invention is described below in conjunction with Fig. 5 and Fig. 6:
As shown in Figure 5, girder 200 in the bridge of the present invention adopts the big cantilever spine beam structure of prestressed reinforced concrete pull bar (support beam 205), 11.6 meters of girder overall withs, 3.8 rice (cantilever)+4.0 meter (case chamber)+3.8 meters (cantilever), 2.325 meters of deck-molding normal reaches, deck-molding is gradient to 4.325 meters by 2.325 meters in 30 meters scopes of distance tower root cross bearer, presses second-degree parabola and changes.Girder 200 is the single box single chamber cross section, and top, base plate standard thickness are 25cm, and the web standard thickness is 40cm.Girder 200 every rope spacings are established twice pull bar (support beam 205), establish together for promptly per 3.25 meters.Pull bar (support beam 205) has been represented the stress of same member under different stand under load operating modes, does not apply Suo Liqian and is the support beam, and applying Suo Lihou is pull bar.Support beam 205 is the inverted T-shaped cross section, and overall height is 50cm, the wide 40cm in the edge of a wing, the width 20cm of support web 201.Support beam 205 corresponding positions are being set, the indoor diaphragm 203 that is provided with of girder case, the thickness of diaphragm 203 is 20cm, highly is not that the trunkful chamber is provided with, the end face of diaphragm 203 does not contact with the top board of girder 200, to avoid girder 200 driving local stresses and overall load response coupling.In the support beam 205 transverse prestress cable wire 202 (also can be described as prestressed draw-bar) is set, prestressed cable 202 (pull bar) pulls complete at oblique cord installation toe-out, Suo Li is delivered to the web of girder case chamber in operational phase.Steel concrete support beam 205 guarantees the safety of wing plates before oblique cord power loads, and when stretch-draw steel bundle 202 finished, the pressure of 202 pairs of structures of steel bundle was born by support beam 205 and the diaphragm 203 that runs through the case chamber, at this moment to the duct grouting of steel bundle 202.When applying oblique cord power, the pressure that is stored in the support beam 205 discharges, and forms the force mode that is subjected to that prestressed draw-bar is delivered to oblique cord power main tank chamber web.
The steel work girder of the concrete girder 200 of non-cable single-tower stayed bridge of the present invention in compared to existing technology, its difference is: at first, C50 is concrete allow normal stress be 0～-17.5MPa, and the Q345 steel be 210～-210MPa, as can be seen, when girder 200 adopts concrete structures, completed state that more accurate control structure; Simultaneously, be different from the linear elasticity of steel, concrete has the advantages that to shrink and creep.Non-cable single-tower stayed bridge of the present invention adopts ballast bed two-wire Light Railway Bridge, and the second stage of dead load and mobile load intensity are far longer than the ordinary highway bridge, and the beam body is far smaller than the ordinary highway bridge from focusing on proportion shared in whole loads.The deadweight that reduces with steel work girder in the prior art accounts for the very little advantage of proportion of whole loads and not obvious.And the advantage of concrete structure is cost well below steel work, and when dead load was not in leading position in whole loads, construction costs became primary factor, and this is the immediate cause that non-cable single-tower stayed bridge of the present invention adopts concrete structure.The non-cable single-tower stayed bridge of structure of the present invention is used the material of this service condition harshness of concrete to finish the construction of pontic, thereby avoided the high steel work agent structure of cost, only finish the construction of pontic with 40% of steel work master bridge budget, for Construction unit has saved substantial contribution, created good economic benefit.
In addition, in the design of non-cable single-tower stayed bridge of the present invention, for solving support beam excessive problem of compressive stress under cordless power situation.At first, strengthen the configuration of compressive reinforcement in the flanging that is subjected to of support beam; Strengthen the protective effect of stirrup simultaneously to compressive reinforcement; Secondly, adopt the corner of shaped steel protection pressure zone, prevent that the cross section loss from bringing adverse effect.Once more, the tie point 204 that supports web and diaphragm is designed to arc transition, strengthens the efficient of tensile reinforcement, as shown in Figure 6.
In the design of non-cable single-tower stayed bridge of the present invention, be near the problem suitable the solution dropper belt rope hole, that the direction across bridge tensile stress is excessive, taked the method for restriction crack developing.In addition, the construction measure of restriction crack developing is in the non-cable single-tower stayed bridge of the present invention: the crack that lacing wire produces in order to opposing direction across bridge tensile stress, prolong along bridge to carrying out in the control crack.Steel plate then is used for preventing to carry on to the crack that stress produces along bridge, and dowel then can guarantee steel plate and concrete globality.But, even if the length in crack can limit, the appearance in crack still can cause reinforcing bar to lose efficacy gradually, for this reason, is necessary to do the organic elastomer application on the dropper belt surface, and epoxy coating is done in lacing wire and steel plate.
Although in conjunction with the accompanying drawings the preferred embodiments of the present invention are described above; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; rather than it is restrictive; those of ordinary skill in the art is under enlightenment of the present invention; not breaking away under the scope situation that aim of the present invention and claim protect, can also make a lot of forms, these all belong within the protection of the present invention.
Claims (4)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100570611A CN100519943C (en) | 2007-04-03 | 2007-04-03 | Non-cable single-tower stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100570611A CN100519943C (en) | 2007-04-03 | 2007-04-03 | Non-cable single-tower stayed bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101029471A true CN101029471A (en) | 2007-09-05 |
| CN100519943C CN100519943C (en) | 2009-07-29 |
Family
ID=38715008
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2007100570611A Active CN100519943C (en) | 2007-04-03 | 2007-04-03 | Non-cable single-tower stayed bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100519943C (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101591888B (en) * | 2008-05-28 | 2012-03-07 | 龙建路桥股份有限公司 | Method for pre-pressing bracket in construction of beam of main tower of bridge |
| CN102644238A (en) * | 2012-05-03 | 2012-08-22 | 中铁十局集团有限公司 | Back-cable-free cable-stayed bridge with single pylon and double cable surfaces |
| CN102829898A (en) * | 2012-08-08 | 2012-12-19 | 广西交通科学研究院 | Internal force detecting method for hanger rod with shock absorber |
| CN106906751A (en) * | 2017-04-25 | 2017-06-30 | 中铁四局集团有限公司 | Construction Method of Vertical Prestressing in Arc-shaped Section of Main Tower of Extra Large Cable-Stayed Bridge |
| CN109722981A (en) * | 2019-01-23 | 2019-05-07 | 上海绿地建设(集团)有限公司 | A kind of landscaping walking-bridge and its construction method of installation using Sarasota structure |
| CN111119056A (en) * | 2019-09-12 | 2020-05-08 | 中电建路桥集团有限公司 | Construction method for steel-concrete combined section of inclined tower tip |
| CN111335135A (en) * | 2020-03-23 | 2020-06-26 | 中铁十局集团第八工程有限公司 | Bridge device based on combination of concrete box girder and steel box girder and construction method |
| CN111395625A (en) * | 2020-04-24 | 2020-07-10 | 北京市建筑设计研究院有限公司 | Horizontal force self-balancing suspension cable hanging roof structure |
| CN112048987A (en) * | 2020-08-12 | 2020-12-08 | 中铁大桥勘测设计院集团有限公司 | Single-tower space cable-surface ground anchor cable-stayed bridge under limited space condition under bridge |
| CN113481846A (en) * | 2021-06-26 | 2021-10-08 | 华设设计集团股份有限公司 | UHPC beam unit for bridge tower, UHPC beam, bridge tower and construction method thereof |
| CN114427196A (en) * | 2022-01-12 | 2022-05-03 | 中建国际建设有限公司 | Flexible anti-inclination automatic control system for construction of inclined tower cable-stayed bridge |
-
2007
- 2007-04-03 CN CNB2007100570611A patent/CN100519943C/en active Active
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101591888B (en) * | 2008-05-28 | 2012-03-07 | 龙建路桥股份有限公司 | Method for pre-pressing bracket in construction of beam of main tower of bridge |
| CN102644238A (en) * | 2012-05-03 | 2012-08-22 | 中铁十局集团有限公司 | Back-cable-free cable-stayed bridge with single pylon and double cable surfaces |
| CN102829898A (en) * | 2012-08-08 | 2012-12-19 | 广西交通科学研究院 | Internal force detecting method for hanger rod with shock absorber |
| CN106906751A (en) * | 2017-04-25 | 2017-06-30 | 中铁四局集团有限公司 | Construction Method of Vertical Prestressing in Arc-shaped Section of Main Tower of Extra Large Cable-Stayed Bridge |
| CN109722981B (en) * | 2019-01-23 | 2024-04-12 | 上海绿地建设(集团)有限公司 | Landscape walking bridge using cable tower structure and installation and construction method thereof |
| CN109722981A (en) * | 2019-01-23 | 2019-05-07 | 上海绿地建设(集团)有限公司 | A kind of landscaping walking-bridge and its construction method of installation using Sarasota structure |
| CN111119056A (en) * | 2019-09-12 | 2020-05-08 | 中电建路桥集团有限公司 | Construction method for steel-concrete combined section of inclined tower tip |
| CN111335135A (en) * | 2020-03-23 | 2020-06-26 | 中铁十局集团第八工程有限公司 | Bridge device based on combination of concrete box girder and steel box girder and construction method |
| CN111395625A (en) * | 2020-04-24 | 2020-07-10 | 北京市建筑设计研究院有限公司 | Horizontal force self-balancing suspension cable hanging roof structure |
| CN112048987A (en) * | 2020-08-12 | 2020-12-08 | 中铁大桥勘测设计院集团有限公司 | Single-tower space cable-surface ground anchor cable-stayed bridge under limited space condition under bridge |
| CN113481846A (en) * | 2021-06-26 | 2021-10-08 | 华设设计集团股份有限公司 | UHPC beam unit for bridge tower, UHPC beam, bridge tower and construction method thereof |
| CN114427196A (en) * | 2022-01-12 | 2022-05-03 | 中建国际建设有限公司 | Flexible anti-inclination automatic control system for construction of inclined tower cable-stayed bridge |
| CN114427196B (en) * | 2022-01-12 | 2023-12-12 | 中建国际建设有限公司 | Flexible anti-tilting automatic control system for construction of inclined tower cable-stayed bridge |
Also Published As
| Publication number | Publication date |
|---|---|
| CN100519943C (en) | 2009-07-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101029471A (en) | Non-cable single-tower stayed bridge | |
| CN103821079B (en) | A kind of combined box beam bridge spanning the sea and construction method thereof | |
| CN102286938B (en) | Diagonal tension system reinforcement structure suitable for large-span box girder bridge and continuous rigid frame bridge | |
| CN103290784B (en) | Arched girder conjugative bridge construction method for hanging | |
| CN201155080Y (en) | Large-span V-shaped continuous rigid frame bridge | |
| CN102535327B (en) | Through prestress steel truss and concrete combined continuous steel structure bridge and construction method thereof | |
| CN101619562A (en) | Hollow continuous rigid frame bridge structure and cantilever buckling, hanging and pouring construction method | |
| CN103898834B (en) | A kind of steel tube concrete combination beam and truss-like Sarasota cable-stayed bridge and construction method thereof | |
| CN114781026B (en) | A construction control method for a single-tilted-tower cable-stayed bridge | |
| CN110565501B (en) | A side span consolidation-tower beam semi-floating hybrid system concrete beam cable-stayed bridge | |
| CN106012872B (en) | Cable-stayed reinforcement system and construction method for continuous rigid frame bridges without back-cable | |
| CN107761542A (en) | One kind arch oblique pull combined system bridge and its construction method | |
| CN106638265A (en) | Steel reinforced concrete beam rigid framework bridge | |
| CN106567320A (en) | Local gravity rigidity and assisting stay cable structural system of long-span cable-stayed bridge | |
| CN115387234A (en) | Template system of lower beam of ultrahigh rhombic tower pier and construction method | |
| CN104562944B (en) | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system | |
| CN206545162U (en) | Without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull | |
| CN104929381A (en) | Steel-support non-cohesive steel strand lower support type prestress floor reinforcing method | |
| CN209428971U (en) | The Y structure construction bracket structure of battered leg stress can be adjusted in real time | |
| CN214832022U (en) | Supporting device for preventing and controlling down-warping of box girder | |
| CN108004932A (en) | Constructed the method for steel reinforced concrete combination beam using beam mode is transported under beam | |
| CN116556204A (en) | Construction method of V-shaped pier prestress pull rod | |
| CN208039060U (en) | A kind of steel box arch rib bowstring arch bridge binder steel skeleton external wrapping concrete hangs die body system | |
| CN208072166U (en) | Hybrid combining beam three stride continuous suspension bridge | |
| CN202202267U (en) | Cable-stayed system reinforcement structure suitable for large-span box girder bridges and continuous rigid frame bridges |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 300051 No. 239, Yingkou Road, Heping District, Tianjin Patentee after: Tianjin municipal engineering design and Research Institute Co.,Ltd. Address before: 300051 No. 239, Yingkou Road, Heping District, Tianjin Patentee before: TIANJIN MUNICIPAL ENGINEERING DESIGN & Research Institute |