CN105507127A - Arch rib face internal multi-point restrained and distributed tied-arch bridge - Google Patents
Arch rib face internal multi-point restrained and distributed tied-arch bridge Download PDFInfo
- Publication number
- CN105507127A CN105507127A CN201610020319.XA CN201610020319A CN105507127A CN 105507127 A CN105507127 A CN 105507127A CN 201610020319 A CN201610020319 A CN 201610020319A CN 105507127 A CN105507127 A CN 105507127A
- Authority
- CN
- China
- Prior art keywords
- arch
- arch rib
- bridge
- rib
- span
- 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.)
- Pending
Links
- 238000005452 bending Methods 0.000 claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 230000006835 compression Effects 0.000 claims description 3
- 238000007906 compression Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 9
- 230000002708 enhancing effect Effects 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000002301 combined effect Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
本发明公开了一种拱肋面内多点约束及分布式系杆拱桥,通过在拱肋下方设置若干与拱肋相连的纵梁,形成分布式抵抗拱肋恒、活载作用和平衡水平推力的系杆;通过在纵梁上设置竖向立柱和斜腹杆与拱肋底面相连,在拱肋面内形成弹性约束支撑体系,从而增强拱肋的整体刚度、强度。与跨径拱桥相比,具有更小的跨中拱肋弯矩和拱脚的水平推力;具有更高的拱肋稳定性和稳定承载能力,更小的跨中变形,从而提高了行车舒适性;并减少基础施工工作量和费用。
The invention discloses a multi-point restraint and distributed tied rod arch bridge in the arch rib plane. A plurality of longitudinal beams connected with the arch rib are arranged under the arch rib to form a distributed resistance to the constant and live load of the arch rib and balanced horizontal thrust. The tie rods; by setting vertical columns and diagonal rods on the longitudinal beams to connect with the bottom surface of the arch ribs, an elastic restraint support system is formed in the arch rib surface, thereby enhancing the overall rigidity and strength of the arch ribs. Compared with the span arch bridge, it has smaller mid-span arch rib bending moment and horizontal thrust of arch foot; has higher arch rib stability and stable bearing capacity, and smaller mid-span deformation, thus improving driving comfort ; And reduce the workload and cost of foundation construction.
Description
技术领域technical field
本发明属于一种系杆拱桥,特别是一种拱肋面内多点约束及分布式系杆拱桥。The invention belongs to a tie-bar arch bridge, in particular to a multi-point constrained and distributed tie-bar arch bridge in the arch rib plane.
背景技术Background technique
系杆拱桥是将拱与梁两种基本结构形式组合在一起,共同承受荷载,充分发挥梁受弯、拱受压的结构性能和组合作用,拱端的水平推力用拉杆承受,使拱端支座不产生水平推力。目前,以混凝土为主要材料的拱桥在营运过程中,在温度、车辆荷载等荷载作用下,拱肋跨中常会出现横桥裂缝,少数出现跨中明显下挠变形,承载能力和行车舒适性能力明显下降。Tied arch bridge is a combination of two basic structural forms of arch and beam, which jointly bear the load, give full play to the structural performance and combined effect of beam bending and arch compression, and the horizontal thrust of the arch end is supported by tie rods, so that the arch end support No horizontal thrust is produced. At present, during the operation of arch bridges with concrete as the main material, under the action of temperature, vehicle load and other loads, transverse bridge cracks often appear in the mid-span of arch ribs, and a few have obvious downward deflection in the mid-span. Significantly decreased.
现有技术中,如中国专利CN1483895A设计了一种轨道交通与城市道路一体化系杆拱桥,该系杆拱桥通过设置加劲纵梁和横梁,加劲纵梁施加纵向预应力以克服恒、活载引起的拱肋水平推力,该方法用料较多、增加基础施工费用,不易对老旧桥梁进行施工;中国专利CN101638883A设计了一种拱桥,该拱桥在桥面和拱圈之间设置多根传递载荷的构件,传递载荷的构件从拱圈成放射状延伸至桥面用来减小跨中弯矩,该方法增大了桥面的弯矩,降低了行车的舒适性。In the prior art, such as the Chinese patent CN1483895A, a tie-bar arch bridge integrated with urban roads is designed. The tie-bar arch bridge is provided with stiffened longitudinal beams and beams, and the stiffened longitudinal beams are applied longitudinal prestress to overcome the constant and live loads. The horizontal thrust of the arch rib, this method uses more materials, increases the cost of foundation construction, and is not easy to construct the old bridge; Chinese patent CN101638883A designs an arch bridge, and the arch bridge is provided with multiple load-transferring bridges between the bridge deck and the arch ring The components that transmit the load extend radially from the arch ring to the bridge deck to reduce the mid-span bending moment. This method increases the bending moment of the bridge deck and reduces the driving comfort.
发明内容Contents of the invention
针对上述问题,本发明提供了一种拱肋面内多点约束及分布式系杆拱桥,通过在拱肋下增设纵梁、立柱和斜腹杆,降低拱桥跨中弯矩、变形和拱脚水平推力,将拱桥向最大跨径推进,并用于改善拱桥受力和承载能力,同时降低了施工费用。In view of the above problems, the present invention provides an arch bridge with multi-point constraints in the plane of the arch rib and distributed tie rods. By adding longitudinal beams, columns and diagonal members under the arch ribs, the mid-span bending moment, deformation and arch foot of the arch bridge can be reduced. Horizontal thrust pushes the arch bridge to the maximum span, and is used to improve the stress and bearing capacity of the arch bridge, while reducing construction costs.
本发明采取以下技术方案实现上述目的:The present invention takes the following technical solutions to achieve the above object:
拱肋面内多点约束及分布式系杆拱桥在拱肋(1)下方设置纵梁(2)、立柱(3)和斜腹杆(4),利用纵梁(2)、斜腹杆(4)及立柱(3)对拱肋(1)提供多点约束,纵梁(2)为水平方向,两端与拱肋(1)连接,形成分布式抵抗拱肋恒、活载作用和平衡水平推力的系杆;立柱(3)顶端与拱肋(1)连接,底端与纵梁(2)连接;斜腹杆(4)设置在两个立柱之间,斜腹杆(4)顶端与纵梁(2)和立柱(3)的交点连接,底端与另一立柱(3)和拱肋(1)的交点连接,在拱肋面内形成弹性约束支撑体系。In the multi-point restraint and distributed tie-bar arch bridge in the arch rib plane, longitudinal beams (2), columns (3) and diagonal members (4) are set under the arch ribs (1), and the longitudinal beams (2), diagonal members ( 4) and columns (3) provide multi-point constraints on the arch rib (1), the longitudinal beam (2) is in the horizontal direction, and the two ends are connected with the arch rib (1) to form a distributed resistance against the constant and live load of the arch rib and balance The tie bar for horizontal thrust; the top of the column (3) is connected with the arch rib (1), and the bottom end is connected with the longitudinal beam (2); the diagonal rod (4) is arranged between the two columns, and the top of the diagonal rod (4) It is connected with the intersection of the longitudinal beam (2) and the column (3), and the bottom end is connected with the intersection of another column (3) and the arch rib (1), forming an elastic restraint support system in the surface of the arch rib.
本发明的进一步技术方案是:纵梁(2)长度与拱肋(1)的跨径比值在0.2~0.5之间。A further technical solution of the present invention is: the ratio of the length of the longitudinal beam (2) to the span of the arch rib (1) is between 0.2 and 0.5.
本发明的进一步技术方案是:纵梁(2)的抗弯刚度与拱肋(1)抗弯刚度比值在0.5~1.0之间。A further technical solution of the present invention is: the ratio of the bending stiffness of the longitudinal beam (2) to the bending stiffness of the arch rib (1) is between 0.5 and 1.0.
本发明的进一步技术方案是:立柱(3)的轴向抗压刚度与拱肋(1)轴向抗压刚度比值在0.25~0.5之间。A further technical solution of the present invention is: the ratio of the axial compressive stiffness of the column (3) to the axial compressive stiffness of the arch rib (1) is between 0.25 and 0.5.
本发明的进一步技术方案是:纵梁(2)和立柱(3)均为钢结构。A further technical proposal of the present invention is: the longitudinal beam (2) and the column (3) are all steel structures.
本发明的有益效果是:The beneficial effects of the present invention are:
通过反复试验,设计出一种拱肋面内多点约束及分布式系杆拱桥,在拱肋下增设纵梁、立柱和斜腹杆,提供多点约束,改善了拱桥的传力途径,将拱跨中部分的荷载专递到纵梁上,由纵梁和拱肋共同承载荷载,增大了拱桥的承载能力和刚度,降低了拱肋跨中弯矩、拱脚水平推力,增大了拱肋的稳定性;减小了拱肋跨中的控制弯矩,即同样的截面和跨径下,可承载更大的荷载;减小了荷载作用下的拱肋跨中的最大挠度,提高了行车舒适性;减小了拱桥脚的水平推力与弯矩,减小了地基基础工程量;同种拱肋截面情况下,提高了拱桥的跨径;提高了拱的稳定性及承载能力;同跨径的拱桥,拱肋面内多点约束及分布式系杆拱桥具更佳经济效益。Through repeated experiments, an arch bridge with multi-point constraints in the arch rib plane and distributed tie rods was designed. Longitudinal beams, columns and diagonal bars were added under the arch ribs to provide multi-point constraints and improve the force transmission path of the arch bridge. The load in the middle part of the arch span is delivered to the longitudinal beam, and the load is jointly carried by the longitudinal beam and the arch rib, which increases the bearing capacity and stiffness of the arch bridge, reduces the mid-span bending moment of the arch rib and the horizontal thrust of the arch foot, and increases the arch bridge. The stability of the rib; the control bending moment in the span of the arch rib is reduced, that is, under the same section and span, it can carry a larger load; the maximum deflection of the span of the arch rib under the load is reduced, and the Driving comfort; the horizontal thrust and bending moment of the arch bridge feet are reduced, and the amount of foundation engineering is reduced; under the same arch rib cross-section, the span of the arch bridge is increased; the stability and bearing capacity of the arch are improved; The span arch bridge, multi-point restraint in the arch rib plane and distributed tie-bar arch bridge have better economic benefits.
附图说明Description of drawings
图1为本发明所述多纵梁拱肋面内多点约束及分布式系杆上承式拱桥结构图;Fig. 1 is the structural diagram of the multi-point restraint and distributed tie rod top-supported arch bridge in the multi-longitudinal arch rib plane of the present invention;
图2为本发明所述多纵梁拱肋面内多点约束及分布式系杆下承式拱桥结构图;Fig. 2 is the structural diagram of the multi-point restraint and distributed tie rod under-supported arch bridge in the multi-longitudinal arch rib plane of the present invention;
图3为本发明所述单纵梁拱肋面内多点约束及分布式系杆上承式拱桥结构图;Fig. 3 is the structural diagram of the multi-point restraint and distributed tie-rod top-supporting arch bridge in the single longitudinal beam arch rib plane of the present invention;
图4为本发明所述拱肋面内多点约束及分布式系杆上承式拱桥结构图。Fig. 4 is a structural diagram of the arch bridge with multi-point restraint in the arch rib plane and distributed tie rods in the present invention.
图中:1,拱肋;2,纵梁;3,立柱;4,斜腹杆。In the figure: 1, arch rib; 2, longitudinal beam; 3, column; 4, diagonal rod.
具体实施方式detailed description
下面结合附图1-4和实施例1-3对本发明进行说明。The present invention will be described below in conjunction with accompanying drawings 1-4 and embodiments 1-3.
实施例1:Example 1:
实施例1中的拱桥为上承式拱桥,跨径100.00m,钢筋混凝土箱形拱肋,净矢高为11.10m,矢跨比为1/9,下部结构主跨为组合式桥墩、明挖扩大基础,两边跨桥台为浆砌片石埋置式桥台、明挖扩大基础,在拱肋(1)下方增设纵梁(2)、立柱(3)和斜腹杆(4),拱肋(1)抗弯刚度和抗压刚度分别为7.23×1011kN·m2、1.24×108kN·m;架设长度分别为20m、35m和50m的水平钢桁架纵梁(2),其抗弯刚度和抗压刚度均分别为3.62×1011kN·m2、1.24×108kN·m,纵梁(2)与拱肋均为固接;拱肋(1)下方设置5根抗压刚度为3.10×107kN·m的竖直方向钢桁架立柱(3),立柱(3)顶端与拱肋(1)为铰接,底端与50m纵梁(2)固接,固接点分别为15m、20m、25m、30m和35m处,立柱(3)柱身与另两个纵梁固接;在相邻的两个立柱之间设置斜腹杆(4),斜腹杆(4)顶端与拱肋(1)和立柱的交点铰接,底端与另一立柱和50m纵梁(2)的交点固接,且相邻的斜腹杆相互连接。拱肋面内多点约束及分布式系杆拱桥的工程费用约为同跨径现有拱桥工程建造费用的73%,即现有100m跨径的拱桥工程建造相同的费用,采用拱肋面内多点约束及分布式系杆拱桥可把跨径增加至120m,同时增大了拱桥的承载能力和刚度,降低了拱肋跨中弯矩、拱脚水平推力,增大了拱肋的稳定性。The arch bridge in Example 1 is an overhead arch bridge with a span of 100.00m, a reinforced concrete box-shaped arch rib, a net rise height of 11.10m, and a rise-span ratio of 1/9. The foundation, the abutment on both sides is the embedded abutment of mortar rubble, the enlarged foundation of open cut, and the longitudinal beam (2), the column (3) and the diagonal rod (4) are added under the arch rib (1), and the arch rib (1 ) bending stiffness and compressive stiffness are 7.23×1011kN·m2 and 1.24×108kN·m respectively; horizontal steel truss longitudinal beams (2) with lengths of 20m, 35m and 50m are erected respectively, and their bending stiffness and compressive stiffness are both They are 3.62×1011kN m2 and 1.24×108kN m2 respectively, and the longitudinal beam (2) and the arch rib are fixed; five vertical steel bars with a compressive stiffness of 3.10×107kN m are installed under the arch rib (1). The truss column (3), the top of the column (3) is hinged to the arch rib (1), and the bottom end is fixed to the 50m longitudinal beam (2). ) column body is fixedly connected with the other two longitudinal beams; a diagonal rod (4) is set between two adjacent columns, the top of the diagonal rod (4) is hinged with the intersection of the arch rib (1) and the column, and the bottom end It is fixedly connected to the intersection of another column and the 50m longitudinal beam (2), and the adjacent diagonal bars are connected to each other. The engineering cost of the multi-point restraint and distributed tie-bar arch bridge in the arch rib plane is about 73% of the construction cost of the existing arch bridge project with the same span, that is, the construction cost of the existing arch bridge project with a span of 100m is the same. The multi-point restraint and distributed tie-bar arch bridge can increase the span to 120m, increase the bearing capacity and stiffness of the arch bridge, reduce the mid-span bending moment of the arch rib, and the horizontal thrust of the arch foot, and increase the stability of the arch rib .
实施例2:Example 2:
实施例2中的拱桥为下承式拱桥,跨径100.00m钢筋混凝土箱形拱肋,净矢高为11.10m,矢跨比为1/9,在拱肋(1)下方增设纵梁(2)、立柱(3)和斜腹杆(4),拱肋(1)抗弯刚度和抗压刚度分别为7.23×1011kN·m2、1.24×108kN·m;架设长度分别为20m、40m和50m的水平钢桁架纵梁(2),其抗弯刚度和抗压刚度均分别为5.10×1011kN·m2、1.24×108kN·m,纵梁(2)与拱肋均为固接;拱肋(1)下方设置6根抗压刚度为4.95×107kN·m的竖直方向钢桁架立柱(3),立柱(3)顶端与拱肋(1)为铰接,底端与50m纵梁(2)固接,固接点分别为15m、19m、23m、27m、31m和35m处,立柱(3)柱身与另两个纵梁固接;在相邻的两个立柱之间设置斜腹杆(4),斜腹杆(4)顶端与拱肋(1)和立柱的交点铰接,底端与另一立柱和50m纵梁(2)的交点固接,且相邻的斜腹杆相互连接。拱肋面内多点约束及分布式系杆拱桥的工程费用约为同跨径现有拱桥工程建造费用的75%,即现有100m跨径的拱桥工程建造相同的费用,采用拱肋面内多点约束及分布式系杆拱桥可把跨径增加至118m,同时增大了拱桥的承载能力和刚度,降低了拱肋跨中弯矩、拱脚水平推力,增大了拱肋的稳定性。The arch bridge in Example 2 is an under-supported arch bridge with a span of 100.00m reinforced concrete box-shaped arch ribs, a net rise height of 11.10m, and a rise-span ratio of 1/9. A longitudinal beam (2) is added below the arch rib (1) , columns (3) and diagonal rods (4), arch ribs (1) have bending stiffness and compressive stiffness of 7.23×1011kN m2 and 1.24×108kN m2 respectively; Steel truss longitudinal beam (2), its flexural rigidity and compressive rigidity are 5.10×1011kN m2, 1.24×108kN m2 respectively, longitudinal beam (2) and arch rib are all fixed; arch rib (1) below Set up 6 vertical steel truss columns (3) with a compressive stiffness of 4.95×107kN·m, the top of the columns (3) is hinged to the arch rib (1), and the bottom is fixed to the 50m longitudinal beam (2). The joints are respectively 15m, 19m, 23m, 27m, 31m and 35m, and the column body (3) is fixedly connected with the other two longitudinal beams; a diagonal web bar (4) is set between two adjacent columns, and the diagonal web The top of the bar (4) is hinged to the intersection of the arch rib (1) and the column, the bottom end is fixed to the intersection of another column and the 50m longitudinal beam (2), and the adjacent diagonal bars are connected to each other. The engineering cost of the multi-point restraint and distributed tie-bar arch bridge in the arch rib plane is about 75% of the construction cost of the existing arch bridge project with the same span, that is, the construction cost of the existing arch bridge project with a span of 100m is the same. The multi-point restraint and distributed tie-bar arch bridge can increase the span to 118m, increase the bearing capacity and stiffness of the arch bridge, reduce the mid-span bending moment of the arch rib, and the horizontal thrust of the arch foot, and increase the stability of the arch rib .
实施例3:Example 3:
实施例3中的拱桥为上承式拱桥,跨径100.00m,钢筋混凝土箱形拱肋,净矢高为11.10m,矢跨比为1/9,下部结构主跨为组合式桥墩、明挖扩大基础,两边跨桥台为浆砌片石埋置式桥台、明挖扩大基础,在拱肋(1)下方增设纵梁(2)、立柱(3)和斜腹杆(4),拱肋(1)抗弯刚度和抗压刚度分别为7.23×1011kN·m2、1.24×108kN·m;架设长度为45m、抗弯刚度和抗压刚度分别为7.23×1011kN·m2、1.24×108kN·m的水平钢桁架作为纵梁(2),纵梁(2)与拱肋均为固接;拱肋(1)下方设置4根抗压刚度为6.20×107kN·m的竖直方向钢桁架立柱(3),立柱(3)顶端与拱肋(1)为铰接,底端与纵梁(2)固接,固接点分别为18m、23m、27m和32m处,在相邻的两个立柱之间设置斜腹杆(4),斜腹杆(4)顶端与拱肋(1)和立柱的交点铰接,底端与另一立柱和50m纵梁(2)的交点固接,且相邻的斜腹杆相互连接。拱肋面内多点约束及分布式系杆拱桥的工程费用约为同跨径现有拱桥工程建造费用的80%,即现有100m跨径的拱桥工程建造相同的费用,采用拱肋面内多点约束及分布式系杆拱桥可把跨径增加至115m,同时增大了拱桥的承载能力和刚度,降低了拱肋跨中弯矩、拱脚水平推力,增大了拱肋的稳定性。The arch bridge in Example 3 is an overhead arch bridge with a span of 100.00m, a reinforced concrete box-shaped arch rib, a net rise height of 11.10m, and a rise-span ratio of 1/9. The foundation, the abutment on both sides is the embedded abutment of mortar rubble, the enlarged foundation of open cut, and the longitudinal beam (2), the column (3) and the diagonal rod (4) are added under the arch rib (1), and the arch rib (1 ) The bending stiffness and compressive stiffness are 7.23×1011kN m2 and 1.24×108kN m respectively; the erection length is 45m, and the bending stiffness and compressive stiffness are 7.23×1011kN m2 and 1.24×108kN m2 respectively The truss is used as the longitudinal beam (2), and the longitudinal beam (2) is fixedly connected to the arch rib; four vertical steel truss columns (3) with a compressive stiffness of 6.20×107kN·m are arranged under the arch rib (1), The top of the column (3) is hinged to the arch rib (1), and the bottom end is fixed to the longitudinal beam (2). The fixed points are respectively 18m, 23m, 27m and 32m, and a diagonal web is set between two adjacent columns. Rod (4), the top of the diagonal rod (4) is hinged with the intersection point of the arch rib (1) and the column, and the bottom end is fixedly connected with the intersection point of another column and the 50m longitudinal beam (2), and the adjacent diagonal rods are connected to each other connect. The engineering cost of the multi-point restraint and distributed tie-bar arch bridge in the arch rib plane is about 80% of the construction cost of the existing arch bridge project with the same span, that is, the construction cost of the existing arch bridge project with a span of 100m is the same. The multi-point restraint and distributed tie-bar arch bridge can increase the span to 115m, increase the bearing capacity and stiffness of the arch bridge, reduce the mid-span bending moment of the arch rib, and the horizontal thrust of the arch foot, and increase the stability of the arch rib .
实施例1-3与现有技术的受力参数对比如下表:Embodiment 1-3 is compared with the stressed parameters of the prior art as follows:
Claims (5)
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201610020319.XA CN105507127A (en) | 2016-01-13 | 2016-01-13 | Arch rib face internal multi-point restrained and distributed tied-arch bridge |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201610020319.XA CN105507127A (en) | 2016-01-13 | 2016-01-13 | Arch rib face internal multi-point restrained and distributed tied-arch bridge |
Publications (1)
Publication Number | Publication Date |
---|---|
CN105507127A true CN105507127A (en) | 2016-04-20 |
Family
ID=55715406
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN201610020319.XA Pending CN105507127A (en) | 2016-01-13 | 2016-01-13 | Arch rib face internal multi-point restrained and distributed tied-arch bridge |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN105507127A (en) |
Cited By (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN106677079A (en) * | 2017-01-09 | 2017-05-17 | 广西交通科学研究院有限公司 | Continuous arch bridge reinforcing method based on reduction of horizontal thrust of arch supports of arch bridge |
CN106702913A (en) * | 2017-01-09 | 2017-05-24 | 广西交通科学研究院有限公司 | Reinforcement method for reverse-arch structure based on decreasing of mid-span moment of arch bridge |
CN108411760A (en) * | 2018-04-09 | 2018-08-17 | 广西大学 | Pull rod arch bridge |
CN108547212A (en) * | 2018-07-02 | 2018-09-18 | 西北农林科技大学 | A kind of arch bridge structure that can prevent buckling deformation in arch rib face |
CN108677682A (en) * | 2018-08-09 | 2018-10-19 | 广西大学 | Novel Deck Arch Bridges |
CN111032959A (en) * | 2017-08-24 | 2020-04-17 | 维也纳工业大学 | Method for manufacturing a monolithic bridge and monolithic bridge |
Citations (12)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
RU2064547C1 (en) * | 1992-02-27 | 1996-07-27 | Юрий Павлович Кондрашов | Arch bridge |
CN201047060Y (en) * | 2007-05-09 | 2008-04-16 | 华东交通大学 | Truss type rope arch-type bridge structure |
CN201459588U (en) * | 2009-06-22 | 2010-05-12 | 中铁二院工程集团有限责任公司 | Midheight combined-structure arch bridge |
US20100281632A1 (en) * | 2009-05-08 | 2010-11-11 | Meheen H Joe | Tunable Load Sharing Arch Bridge |
CN201648978U (en) * | 2010-04-28 | 2010-11-24 | 中铁三局集团有限公司 | Tied arch support of bridge location cast-in-situ prestressed concrete continuous beam |
CN102108676A (en) * | 2009-12-29 | 2011-06-29 | 上海市政工程设计研究总院 | Arch bridge construction method for combined beam-steel arch combined system |
CN201962594U (en) * | 2011-04-17 | 2011-09-07 | 四川省交通厅公路规划勘察设计研究院 | Wind resistant and vibration damping structure for arch bridge suspender |
CN202247697U (en) * | 2011-10-15 | 2012-05-30 | 安徽华力建设集团有限公司 | Rigid frame arch bridge arch helmet template wood truss supporting structure |
CN103590321A (en) * | 2013-11-27 | 2014-02-19 | 中铁第四勘察设计院集团有限公司 | Steel tube truss arch bridge |
CN104264594A (en) * | 2014-09-10 | 2015-01-07 | 北京工业大学 | Self-balancing tied arch system for improving bearing force of PSC continuous box girder bridge and reinforcing method by applying self-balancing tie bar arch system |
RU2567253C1 (en) * | 2014-06-05 | 2015-11-10 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Уральский государственный университет путей сообщения" (УрГУПС) | Arched bridge |
CN205443900U (en) * | 2016-01-13 | 2016-08-10 | 广西大学 | Multiple spot restraint and distributed tied arch bridge in arch rib face |
-
2016
- 2016-01-13 CN CN201610020319.XA patent/CN105507127A/en active Pending
Patent Citations (12)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
RU2064547C1 (en) * | 1992-02-27 | 1996-07-27 | Юрий Павлович Кондрашов | Arch bridge |
CN201047060Y (en) * | 2007-05-09 | 2008-04-16 | 华东交通大学 | Truss type rope arch-type bridge structure |
US20100281632A1 (en) * | 2009-05-08 | 2010-11-11 | Meheen H Joe | Tunable Load Sharing Arch Bridge |
CN201459588U (en) * | 2009-06-22 | 2010-05-12 | 中铁二院工程集团有限责任公司 | Midheight combined-structure arch bridge |
CN102108676A (en) * | 2009-12-29 | 2011-06-29 | 上海市政工程设计研究总院 | Arch bridge construction method for combined beam-steel arch combined system |
CN201648978U (en) * | 2010-04-28 | 2010-11-24 | 中铁三局集团有限公司 | Tied arch support of bridge location cast-in-situ prestressed concrete continuous beam |
CN201962594U (en) * | 2011-04-17 | 2011-09-07 | 四川省交通厅公路规划勘察设计研究院 | Wind resistant and vibration damping structure for arch bridge suspender |
CN202247697U (en) * | 2011-10-15 | 2012-05-30 | 安徽华力建设集团有限公司 | Rigid frame arch bridge arch helmet template wood truss supporting structure |
CN103590321A (en) * | 2013-11-27 | 2014-02-19 | 中铁第四勘察设计院集团有限公司 | Steel tube truss arch bridge |
RU2567253C1 (en) * | 2014-06-05 | 2015-11-10 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Уральский государственный университет путей сообщения" (УрГУПС) | Arched bridge |
CN104264594A (en) * | 2014-09-10 | 2015-01-07 | 北京工业大学 | Self-balancing tied arch system for improving bearing force of PSC continuous box girder bridge and reinforcing method by applying self-balancing tie bar arch system |
CN205443900U (en) * | 2016-01-13 | 2016-08-10 | 广西大学 | Multiple spot restraint and distributed tied arch bridge in arch rib face |
Cited By (10)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN106677079A (en) * | 2017-01-09 | 2017-05-17 | 广西交通科学研究院有限公司 | Continuous arch bridge reinforcing method based on reduction of horizontal thrust of arch supports of arch bridge |
CN106702913A (en) * | 2017-01-09 | 2017-05-24 | 广西交通科学研究院有限公司 | Reinforcement method for reverse-arch structure based on decreasing of mid-span moment of arch bridge |
CN106702913B (en) * | 2017-01-09 | 2018-06-01 | 广西交通科学研究院有限公司 | The antiarch structural strengthening method reduced based on arch bridge mid span moment |
CN106677079B (en) * | 2017-01-09 | 2018-06-01 | 广西交通科学研究院有限公司 | The continuous arch bridge reinforcement means reduced based on arch bridge impost horizontal thrust |
CN111032959A (en) * | 2017-08-24 | 2020-04-17 | 维也纳工业大学 | Method for manufacturing a monolithic bridge and monolithic bridge |
CN111032959B (en) * | 2017-08-24 | 2021-10-08 | 维也纳工业大学 | Method for manufacturing a monolithic bridge and monolithic bridge |
CN108411760A (en) * | 2018-04-09 | 2018-08-17 | 广西大学 | Pull rod arch bridge |
CN108411760B (en) * | 2018-04-09 | 2023-10-03 | 广西大学 | Pull rod arch bridge |
CN108547212A (en) * | 2018-07-02 | 2018-09-18 | 西北农林科技大学 | A kind of arch bridge structure that can prevent buckling deformation in arch rib face |
CN108677682A (en) * | 2018-08-09 | 2018-10-19 | 广西大学 | Novel Deck Arch Bridges |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
CN105507127A (en) | Arch rib face internal multi-point restrained and distributed tied-arch bridge | |
CN203129026U (en) | Reinforced concrete arch bridge reinforced structure | |
CN104594194A (en) | Composite bridge deck applied to long-span bridges and city bridges | |
CN101338550A (en) | Double steel pipe-concrete composite structure bridge tower | |
CN103306428B (en) | Built-in heavy load beam member of novel composite truss | |
CN103774767A (en) | Combined type high-rise structure energy dissipation and shock absorption enhancement layer | |
CN101012670A (en) | Shearing wall constrained and galvanized iron sheet enveloped no-binding energy dissipating steel support and method for making same | |
CN107908822A (en) | The design method of prefabricated doubly-linked beam in a kind of overall assembled shear wall building structure | |
CN205443900U (en) | Multiple spot restraint and distributed tied arch bridge in arch rib face | |
CN102628296A (en) | Truss type steel-reinforced concrete framework side node with energy dissipation device | |
CN109296065A (en) | An assembled prestressed reinforced concrete frame structure | |
CN103216014A (en) | Assembling type frame structure joint | |
CN102425099A (en) | Large cantilever wave-truss composite PC bridge and its manufacturing method | |
CN102140775A (en) | Girder string continuous cable stayed bridge | |
CN205134177U (en) | Diaphragm connecting structure of corrugated steel web composite beam | |
CN203113624U (en) | Joist steel regionally confined concrete column with longitudinal bars | |
CN203514638U (en) | Built-in heavy-load beam member of novel composite truss | |
CN204401881U (en) | A kind of steel concrete-profile steel concrete column combined special-shaped column | |
CN103669721B (en) | A kind of method for designing of the reinforced concrete beam based on arching | |
CN104264574B (en) | Mid and minor spans precast concrete beam bridge prestressing tendon structure and method to set up thereof | |
CN201241309Y (en) | Steel tube beam viaduct | |
CN204509972U (en) | Multispan rigid framed arch | |
CN107974953A (en) | A kind of method of raising Y type bridge pier shock resistances | |
CN105256727A (en) | Transverse reinforcing device for corrugated steel web composite beam | |
CN205134735U (en) | High slag carbon fiber rod concrete beam |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
C06 | Publication | ||
PB01 | Publication | ||
SE01 | Entry into force of request for substantive examination | ||
SE01 | Entry into force of request for substantive examination | ||
WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20160420 |
|
WD01 | Invention patent application deemed withdrawn after publication |