WO2019149271A1 - 一种混合配置frp筋与普通钢筋的拼装混凝土墩体系 - Google Patents

一种混合配置frp筋与普通钢筋的拼装混凝土墩体系 Download PDF

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Publication number
WO2019149271A1
WO2019149271A1 PCT/CN2019/074424 CN2019074424W WO2019149271A1 WO 2019149271 A1 WO2019149271 A1 WO 2019149271A1 CN 2019074424 W CN2019074424 W CN 2019074424W WO 2019149271 A1 WO2019149271 A1 WO 2019149271A1
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Prior art keywords
frp
pier
assembled
ordinary steel
rib
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PCT/CN2019/074424
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English (en)
French (fr)
Inventor
王震宇
蔡忠奎
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横琴共轭科技有限公司
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Priority to US16/967,270 priority Critical patent/US11926976B2/en
Publication of WO2019149271A1 publication Critical patent/WO2019149271A1/zh

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/07—Reinforcing elements of material other than metal, e.g. of glass, of plastics, or not exclusively made of metal
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/02—Piers; Abutments ; Protecting same against drifting ice
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0604—Prismatic or cylindrical reinforcement cages composed of longitudinal bars and open or closed stirrup rods
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/085—Tensile members made of fiber reinforced plastics

Definitions

  • the invention relates to a prefabricated segment assembling concrete pier, in particular to a prefabricated segment assembling concrete pier system with a mixed configuration of FRP bars and ordinary steel bars. .
  • FRP Fiber Reinforced Polymer
  • the object of the present invention is to provide a prefabricated segment assembled concrete pier system with a mixed configuration of FRP bars and ordinary steel bars.
  • Ordinary steel bars are prone to rust after chloride ion erosion and lead to continuous reduction of steel bar diameter.
  • the standard value of tensile strength is between 400MPa and 500MPa, and the corresponding tensile yield strain is between 0.2% and 0.3%. Because the hardening coefficient after yielding is small, it approximates the ideal elastoplastic constitutive.
  • FRP rib has excellent resistance to chloride ion erosion.
  • two longitudinal stiffeners of FRP and ordinary steel bars are arranged in the pier, so that the ordinary steel bars are located inside the FRP bars in the plane, which improves the thickness of the protective layer of ordinary steel bars, effectively delaying the initial corrosion time of the steel bars, and thus Effectively delay the performance degradation caused by longitudinal steel corrosion during the service life of the bridge structure; at the same time, use the linear elastic characteristics of FRP bars to improve the post-yield stiffness, bearing capacity, energy dissipation capacity and displacement ductility of the pier, thus effectively reducing the pier under seismic excitation.
  • the maximum displacement response and its discreteness improve the self-resetting ability of the pier, reduce the residual displacement after the earthquake, and improve the usability and repairability of the pier after the earthquake.
  • the invention provides a prefabricated segment assembled concrete pier system with a mixed configuration of FRP bars and ordinary steel bars, comprising a concrete cap, an assembled pier body, a through longitudinal reinforcement and an unbonded prestressed tendon, wherein the assembled pier body is composed of one or one
  • the above prefabricated segments are composed of the FRP ribs and the ordinary steel bars, and the concrete caps and the assembled piers are connected together with the unbonded prestressing tendons to form a complete pier system.
  • each prefabricated section can be the same to reduce the assembly difficulty and improve the construction efficiency; or different, to reduce the prefabrication of the pier.
  • the upper and lower end faces of each prefabricated segment may be flat.
  • the shear force generated by the earthquake is mainly transmitted through the frictional shear mechanism mainly between the upper and lower adjacent segments; in addition, the upper and lower end faces of the prefabricated segment are required according to the seismic design requirements. It is also possible to set single or multiple anti-shear keys, so that the upper and lower adjacent two segments after the assembly are engaged with each other, which can effectively improve the shear bearing capacity at the joint.
  • the types of ordinary steel bars used for longitudinal reinforcement are HRB400, HRB500, HRBF400, HRBF500, HRB400E, HRB500E, HRBF400E, HRBF500E.
  • the types of FRP bars used for the longitudinal reinforcement are BFRP, CFRP, GFRP and AFRP.
  • Corrugated tunnels are reserved for concrete caps and prefabricated sections.
  • the reserved corrugated tunnel is realized by means of a pre-buried metal bellows.
  • the corrugated pipe is made of galvanized reinforced metal corrugated pipe.
  • the corrugated pipe should meet the requirements of the standard "metal corrugated pipe for prestressed concrete (JG 225-2007)".
  • JG 225-2007 The lower end of the unbonded prestressed tendon is anchored in the concrete cap.
  • the types of prestressed tendons used for unbonded prestressed tendons are steel strands, prestressed threaded bars or FRP prestressed tendons.
  • a FRP rib and an ordinary steel bar are placed in the same bellows at the same time.
  • a longitudinal rib positioning bracket is designed.
  • a positioning bracket is placed every 2 ⁇ 5 meters to ensure that the position of the FRP ribs and the ordinary longitudinal ribs in the bellows is basically unchanged.
  • the FRP rib with excellent corrosion resistance is located on the outer side, and the ordinary steel bar which is easily eroded by chloride ions is located on the inner side, so that the thickness of the concrete protective layer of the ordinary steel bar is significantly increased, and the ordinary steel bar is greatly delayed.
  • the initial rust time which significantly improves the durability of the pier.
  • the longitudinal steel bar of the invention is composed of ordinary steel bars with lower yield point and FRP bars with higher elasticity and higher strength, which can significantly improve the stiffness of the pier after yielding, thereby reducing the maximum displacement response and dispersion of the pier under seismic excitation. And effectively improve the self-resetting ability of the pier, reduce the residual deformation after the earthquake, and improve the post-earthquake functionality of the bridge structure.
  • the effective bearing of the bearing capacity, post-yield stiffness, peak bearing capacity and ultimate displacement angle of the pier can be realized, so as to achieve the design of the multi-performance level of the pier.
  • the pier of the invention has outstanding hysteretic energy consumption capability, and can effectively absorb and dissipate energy input into the bridge structure during an earthquake, so that no additional energy damper or isolation bearing is needed, thereby reducing the construction cost of the bridge.
  • the longitudinal ribs of the pier are covered by high-strength grouting material, and there are metal bellows and stirrups in addition to the grout. Therefore, the longitudinal ribs generally do not undergo compression buckling damage under earthquake action; on the other hand, they are constrained by metal bellows.
  • the high-strength grout can participate in the compression together with the concrete, so the compressive stress level of the concrete is low and the damage is not large. Therefore, the repair of the bridge pier proposed by the present invention is difficult, and it is helpful to realize the rapid recovery of the bridge traffic network in the disaster area.
  • the assembly pier of the invention has the advantages of simple assembly process, low operation precision for assembly, and no need for large equipment during transportation and lifting, which is flexible in construction and high in efficiency, and is convenient for rapid bridge construction.
  • FIG. 1 is a schematic cross-sectional view of the assembled strut of the mixed reinforcement section according to Embodiment 1;
  • FIG. 2 is a schematic cross-sectional view of the assembled strut of the mixed reinforcement section according to Embodiment 1;
  • FIG. 3 is a schematic view of the through longitudinal reinforcement positioning bracket of Embodiment 1;
  • FIG. 5 is a cross-sectional view showing the assembled bridge pier of the mixed reinforcement section according to Embodiment 3.
  • Embodiment 1 as shown in FIG. 1 , a prefabricated segment assembly pier system of a mixed configuration FRP rib and ordinary steel bar, including a concrete cap 1, an assembled pier 2, a through longitudinal rib 6 and an unbonded prestress Rib 7.
  • the assembled pier body is vertically stacked by a certain number of prefabricated segments 4, and is pulled into the entire pier by the unbonded prestressed tendons.
  • Each prefabricated segment 4 is a circular end section having the same cross-sectional dimension, and the segment height is the same. The height of the segment is 1.5 to 4 times the size of the long side of the section, so that the plastic hinge of the pier can be fully developed to ensure the seismic energy dissipation capacity, and the volume and weight of the single segment can be easily assembled.
  • Each prefabricated segment 4 is arranged with the same number of reserved corrugated channels 5 at the same cross-sectional location. Therefore, after the assembly, it is ensured that the reserved corrugated tunnel 5 and the prestressed tendon bore 8 are vertically penetrated.
  • the through longitudinal ribs 7 are placed into the reserved corrugated holes. If the length of the single through longitudinal rib 7 is smaller than the height of the pier body, the through longitudinal rib 7 is lengthened by mechanical connection, welding or lashing connection.
  • the through longitudinal ribs 7 are made of FRP ribs and ordinary steel bars, and the ratio of the reinforcement ratios is between 0.5 and 2.0.
  • the hybrid configuration of the two longitudinal ribs can effectively improve the post-yield stiffness of the pier, thereby comprehensively improving the seismic performance and self-resetting ability of the pier. More importantly, as shown in Fig. 2, the FRP ribs with corrosion resistance on the cross section are located on the outer side, and the ordinary rebar which is susceptible to corrosion is located on the inner side, which can significantly improve the durability of the pier.
  • a positioning bracket 13 is placed every 2 to 5 meters along the longitudinal direction of the longitudinal rib. The positioning bracket is shown in Fig. 3.
  • Embodiment 2 as shown in FIG. 4, the difference between this embodiment and the foregoing Embodiment 1 is that the pier is a rectangular thin-walled hollow section, and the four corners of the section are provided with a circular metal bellows 9 to reserve a corrugated hole 5, The rest are made of flat metal bellows to reserve the corrugated holes. Only one FRP rib is placed in each circular reserved corrugated hole, and one FRP rib and one ordinary reinforcing bar are placed in each flat corrugated hole.
  • the FRP ribs and the prefabricated segments of the ordinary steel bars are assembled into a rectangular thin-walled hollow section, the FRP ribs can be used to make the FRP ribs close to the edge of the section, so that the tensile strength of the FRP rib can be more fully utilized and improved.
  • the rigidity of the pier after yielding at the same time, it ensures that the ordinary steel bar has a large protective layer thickness, significantly prolongs the initial corrosion time, and effectively improves the durability of the pier in the erosive environment.
  • Embodiment 3 as shown in FIG. 5, the difference between the present embodiment and the foregoing Embodiment 1 is that the FRP ribs and the ordinary steel bars only pass through several sections of the lower part of the assembled pier body, and are not arranged along the entire pier body.
  • the bending moment at the bottom of the pier is the largest under earthquake action, and the upward bending moment from the bottom of the pier is gradually reduced.
  • the longitudinal reinforcement ratio can be gradually reduced, and finally cut off at a reasonable height.
  • the determination of the longitudinal rib cutoff position shall be in accordance with the relevant seismic design specifications.
  • the unit length cost of the FRP rib is higher than that of the ordinary steel bar, when the height of the FRP rib and the prefabricated section of the ordinary steel bar is large, the FRP rib can be effectively reduced under the premise of ensuring the seismic performance is unchanged.
  • the amount of use and the amount of ordinary steel bars significantly increase economic efficiency and help to improve construction efficiency.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，包括混凝土承台(1)、拼装墩身(2)、贯通纵筋(6)和无粘结预应力筋(7)，拼装墩身(2)由一个或者一个以上预制节段(4)组成，贯通纵筋(6)由FRP筋和普通钢筋两种钢筋混合而成，并与无粘结预应力筋(7)一同将混凝土承台(1)、拼装墩身(2)连接成为完整墩体系。

Description

一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系 技术领域
本发明涉及一种预制节段拼装混凝土墩，特别是涉及一种混合配置FRP筋与普通钢筋的预制节段拼装混凝土墩体系。。
 背景技术
近几年，研究者对预制节段拼装桥墩进行了一些研究，以期实现钢筋混凝土墩的快速建造。该类型桥墩采用预制装配技术，先将墩身沿竖向划分为若干节段进行预制，再运输至桥址处进行拼装，拼装时一般采用无粘结预应力筋将各节段挤压连接成为整体桥墩构件，因为建造效率较高。然而，节段拼装桥墩由于存在较多拼接缝，其墩身严密程度与现浇钢筋混凝土墩相比有较大程度降低，雨水、河水尤其是海水等携带氯离子的侵蚀介质更易通过拼接缝渗入墩身内部。氯离子侵蚀将显著加速桥墩纵向钢筋的锈蚀，从而导致桥墩承载力的严重退化，继而引发整个桥梁结构的安全性问题。因此，有必要进行深入研发以延缓或避免节段拼装桥墩接缝处纵向钢筋的锈蚀问题。然而，目前尚缺乏提高节段拼装桥墩耐久性的有效方案。
另一方面，当前设计预制节段拼装桥墩的研发及应用大都致力于提高桥墩的建造效率或减小桥墩震后自身损伤程度，而十分缺乏可同时减小桥墩震时最大位移反应及震后残余位移的研究。既有研究表明，提高桥墩屈服后刚度可有效减小桥墩震时最大位移响应及其离散性，并可显著提高构件自复位能力，确保桥墩遭受地震灾害后的功能性，保证震后救灾及重建工作的顺利开展。但是，能够有效提高节段拼装桥墩屈服后刚度的成熟方案尚未见报道。
近年来，纤维增强复合材料（Fiber Reinforced Polymer, FRP）因具有轻质、高强、耐腐蚀等优良特性，在桥梁工程及建筑领域的应用日益普遍。应用FRP织物、板材及FRP筋提高结构或构件抗震性能的研究已取得较多成果。因此，应用FRP筋提高节段拼装桥墩屈服后刚度及耐久性，为解决前述预制节段拼装桥墩研究中存在的两大问题提供了新的思路。但是，应用FRP筋解决上面所述两大问题的具体研发与应用尚未见诸报道。
 技术问题
本发明的目的是提供一种混合配置FRP筋与普通钢筋的预制节段拼装混凝土墩体系。普通钢筋遭受到氯离子侵蚀后易发生锈蚀并导致钢筋直径不断减小，其抗拉强度标准值在400MPa~500MPa之间，相应的抗拉屈服应变在0.2%~0.3%之间，且普通钢筋因屈服后的硬化系数很小，近似符合理想弹塑性本构。FRP筋具有优秀的抗氯离子侵蚀性能，其抗拉强度范围在600MPa~2200MPa之间，其极限拉应变在1.0%~4.4%之间，且FRP筋在拉应力小于极限拉应变时基本保持线弹性应力应变关系。因此，在桥墩中同时配置FRP筋与普通钢筋两种纵向受力筋，令普通钢筋在平面内位于FRP筋的内侧，提高了普通钢筋的保护层厚度，有效推迟了钢筋初始锈蚀时间，从而可有效延缓桥梁结构服役期内因纵向钢筋锈蚀导致的性能退化；同时，利用FRP筋的线弹性特征提高桥墩的屈服后刚度、承载力、耗能能力和位移延性，从而有效减小桥墩在地震激励下的最大位移反应及其离散性，提高桥墩自复位能力、减小震后残余位移，提高桥墩震后使用性及易修复性。
 技术解决方案
本发明提供一种混合配置FRP筋与普通钢筋的预制节段拼装混凝土墩体系，包括混凝土承台、拼装墩身、贯通纵筋和无粘结预应力筋，所述拼装墩身由一个或者一个以上预制节段组成，所述贯通纵筋由FRP筋和普通钢筋两种钢筋混合而成，并与无粘结预应力筋一同将混凝土承台、拼装墩身连接成为完整墩体系。
各个预制节段的几何尺寸、配筋构造和所用材料可以相同，以降低拼装难度，提高施工效率；也可不同，以降低桥墩预制成本。各预制节段的上下端面可以是平面，如此，上下相邻两节段之间主要通过摩擦抗剪机制有效传递地震作用下产生的剪力；另外，根据抗震设计需要，预制节段的上下端面还可以设置单个或多个抗剪键，如此，拼装后的上下相邻两节段相互咬合，可有效提高拼接缝处的抗剪承载力。
通纵筋所用普通钢筋的类型为HRB400、HRB500、HRBF400、HRBF500、HRB400E、HRB500E、HRBF400E、HRBF500E。贯通纵筋所用FRP筋的类型为BFRP筋、CFRP筋、GFRP筋及AFRP筋。
混凝土承台、各预制节段均预留波纹孔道。预留波纹孔道采用预埋金属波纹管的方式实现，波纹管采用镀锌加强型金属波纹管，波纹管应符合规范《预应力混凝土用金属波纹管（JG 225-2007）》的要求。无粘结预应力筋的下端锚固于混凝土承台中，桥墩拼装时筋束依次穿过各预制节段中预留的内壁光滑的预应力筋孔道，筋束上部锚固于预应力筋锚具凹槽中。无粘结预应力筋所用的预应力筋类型为钢绞线、预应力螺纹钢筋或FRP预应力筋。
 同一个波纹管内同时放置一根FRP筋和一根普通钢筋，为准确定位两纵筋几何位置，设计贯通纵筋定位支架。沿纵筋竖向，每隔2~5米放置一个定位支架，即可确保FRP筋与普通纵筋在波纹管内的位置基本不变。
 有益效果
本发明对比已有技术具有以下优点：
本发明所提供的桥墩中，具有优秀耐腐蚀能力的FRP筋位于外侧，而易受氯离子侵蚀的普通钢筋位于内侧，使得普通钢筋的混凝土保护层厚度显著增加，极大程度上推迟了普通钢筋的初始锈蚀时间，从而显著提高了桥墩的耐久性。
本发明的纵向钢筋由屈服点较低的普通钢筋和弹性且强度较高的FRP筋混合而成，可显著提高桥墩屈服后刚度，从而减小桥墩在地震激励下最大位移反应及其离散性，并有效提高桥墩自复位能力，减小震后残余变形，提高桥梁结构震后功能性。
通过调整普通钢筋与FRP钢的配置比例，可实现对桥墩的屈服承载力、屈服后刚度、峰值承载力及极限位移角的有效控制，从而实现桥墩多性能水准下的设计。
本发明所提桥墩自身具有突出的滞回耗能能力，可有效吸收并耗散地震时输入至桥梁结构的能量，因此无需另外设置耗能阻尼器或隔震支座，从而降低桥梁建设成本。
桥墩纵筋被高强灌浆料包裹，且灌浆料之外尚有金属波纹管及箍筋约束，故在地震作用下纵筋一般不会发生受压屈曲破坏；另一方面，受金属波纹管约束的高强灌浆料可与混凝土一同参与受压，故混凝土受压应力水平与较低、破坏程度不大。因此本发明提出的桥墩震后修复难度小，有助于实现灾区桥梁交通网络的快速恢复。
本发明所提桥墩在拼装过程简单，对拼装时操作精度要求不高；且运输及吊装时无需大型设备，建造灵活、效率高，有助于实现桥梁快速建设。
 附图说明
图1是实施例1所述混合配筋节段拼装桥墩剖面示意图；
图2是实施例1所述混合配筋节段拼装桥墩横截面示意图；
图3是实施例1所述贯通纵筋定位支架示意图；
图4是实施例2所述混合配筋节段拼装桥墩横截面示意图；
图5是实施例3所述混合配筋节段拼装桥墩剖面示意图。
附图中各部件的标记如下：1.承台；2.拼装墩身；3.预应力筋锚具凹槽；4.预制节段；5.预留波纹孔道；6.贯通纵筋；7.无粘结预应力筋；8.预应力筋孔道；9.金属波纹管；10.普通钢筋；11.FRP筋；12.箍筋；13.贯通纵筋定位支架。
 本发明的最佳实施方式
以下结合附图详细描述本发明的实施例，对本发明作进一步的描述。各附图中相同的标号表示相同的元件。下面的实施例是示例性的，旨在解释本发明，而不能理解为对本发明的限制。
实施例1，如图1所示，本发明一种混合配置FRP筋与普通钢筋的预制节段拼装桥墩体系，包括混凝土承台1、拼装墩身2、贯通纵筋6和无粘结预应力筋7。拼装墩身由一定数量的预制节段4竖向叠放而成，并通过无粘结预应力筋7张拉成为桥墩整体。各预制节段4为截面尺寸相同的圆端形截面，且节段高度相同。节段高度为截面长边尺寸的1.5～4倍，如此既能使桥墩塑性铰充分开展以确保抗震耗能能力，又能使单个节段体积及重量较小而易于拼装。各预制节段4在相同截面位置布置有相同数量的预留波纹孔道5。因此，拼装后可确保预留波纹孔道5及预应力筋孔道8上下贯通。待各预制节段4拼装完成并张拉完预应力筋6后，将贯通纵筋7置入预留波纹孔道。若单根贯通纵筋7长度小于墩身高度，则通过机械连接、焊接或绑扎连接的方式对贯通纵筋7进行接长。贯通纵筋7由FRP筋与普通钢筋混合而成，两者配筋率比值在0.5~2.0之间。混合配置两种纵筋可有效提高桥墩的屈服后刚度，从而综合提高桥墩抗震性能和自复位能力。更重要的是，如图2所示，在截面上耐腐蚀的FRP筋位于外侧，易受腐蚀的普通钢筋位于内侧，如此可显著提高桥墩的耐久性。为确保施工时同一波纹管内的两根纵筋的几何位置与设计一致，沿纵筋竖向，每隔2~5米放置一个定位支架13，该定位支架如图3所示。待放入贯通纵筋7之后，对预留波纹孔道5进行压力灌浆，确保灌浆充盈密实。贯通纵筋收到周围灌浆料、金属波纹管9及箍筋12的约束，因此在地震作用下不易发生受压损伤。而且，由于灌浆料的协同抗压，地震时混凝土压应力及塑性损伤均不大。因此该类桥墩具有优于现浇桥墩的耐久性和震后功能性，有助于降低桥梁维护成本，实现桥梁的快速建造，确保重要桥梁结构的震后畅通。
实施例2，如图4所示，本实施例与前述实施例1的不同之处在于，桥墩为矩形薄壁空心截面，截面四个角部采用圆形金属波纹管9预留波纹孔道5，其余均采用扁形金属波纹管预留波纹孔道。各圆形预留波纹孔道仅放置一根FRP筋，各扁形波纹孔道内同时放置一根FRP筋与一根普通钢筋。当混合配置FRP筋与普通钢筋的预制节段拼装桥墩为矩形薄壁空心截面时，采用该配筋截面布置方案可使得FRP筋靠近截面边缘，从而可更加充分地利用FRP筋抗拉强度，提高桥墩屈服后刚度；同时，确保普通钢筋具有较大保护层厚度，显著延长初始锈蚀时间，有效提高桥墩在侵蚀环境中的耐久性。
实施例3，如图5所示，本实施例与前述实施例1的不同之处在于，FRP筋与普通钢筋仅贯通拼装墩身下部若干节段，而不沿整个墩身布置。对于悬臂桥墩，地震作用下墩底弯矩最大，从墩底向上弯矩逐渐减小。抗震设计时根据桥墩弯矩分布，可逐渐减少纵筋配筋率，并最终在某合理高度处进行截断。纵筋截断位置的确定应符合相应抗震设计规范规定。由于FRP筋单位长度成本高于普通钢筋，因此当普混合配置FRP筋与普通钢筋的预制节段拼装桥墩的高度较大时，采用此方案可在保证抗震性能不变的前提下有效减少FRP筋用量及普通钢筋用量，显著提高经济效益，并有助于提高施工效率。
 最后说明的是，以上实例仅用于说明本发明的技术方案而非限制。

Claims (10)

  1. 一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，包括混凝土承台（1）、拼装墩身（2）、贯通纵筋（6）和无粘结预应力筋（7）；其特征在于：所述拼装墩身（2）由一个或者一个以上预制节段（4）组成，所述贯通纵筋（6）由FRP筋和普通钢筋两种钢筋混合而成，并与无粘结预应力筋（7）一同将混凝土承台（1）、拼装墩身（2）连接成为完整墩体系。
  2. 一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，包括混凝土承台（1）、拼装墩身（2）、贯通纵筋（6）和无粘结预应力筋（7）；其特征在于：所述拼装墩身（2）由两个或者两个以上预制节段（4）组成，所述贯通纵筋（6）由FRP筋和普通钢筋两种钢筋混合而成，并与无粘结预应力筋（7）一同将混凝土承台（1）、拼装墩身（2）连接成为完整墩体系，FRP筋与普通钢筋仅贯通拼装墩身下部若干节段，而不沿整个墩身布置。
  3. 根据权利要求1或2所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：各预制节段（4）的上下端面为是平面或者设置抗剪键。
  4. 根据权利要求1或2所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：混凝土承台（1）、各预制节段（4）均预留波纹孔道（5），同一个波纹管内同时放置一根FRP筋和一根普通钢筋。
  5. 根据权利要求1或2所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：普通钢筋在平面内位于FRP筋的内侧。
  6. 根据权利要求1所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：贯通纵筋（6）所用普通钢筋的类型为HRB400、HRB500、HRBF400、HRBF500、HRB400E、HRB500E、HRBF400E、HRBF500E；贯通纵筋（6）所用FRP筋的类型为BFRP筋、CFRP筋、GFRP筋及AFRP筋。
  7. 根据权利要求5所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：无粘结预应力筋（7）的下端锚固于混凝土承台（1）中，桥墩拼装时筋束依次穿过各预制节段（4）中预留的内壁光滑的预应力筋孔道（8），筋束上部锚固于预应力筋锚具凹槽（3）中。
  8. 根据权利要求1或2所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：无粘结预应力筋（7）所用的预应力筋类型为钢绞线、预应力螺纹钢筋或FRP预应力筋。
  9. 根据权利要求1或2所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：FRP筋与普通钢筋混配筋率比值在0.5~2.0之间，在平面内对称布置。
  10. 根据权利要求1或2所述一种混合配置FRP筋与普通钢筋的拼装混凝土墩体系，其特征在于：拼装墩身为矩形薄壁空心截面，截面四个角部采用圆形金属波纹管（9）预留波纹孔道（5），其余均采用扁形金属波纹管预留波纹孔道，各圆形预留波纹孔道仅放置一根FRP筋，各扁形波纹孔道内同时放置一根FRP筋与一根普通钢筋。
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