Evaluation of the Shear Strength of Perfobond Rib Connectors in Ultra High Performance Concrete

Since the previous strength prediction models for the perfobond rib connector were proposed based upon the results of push-out tests conducted on concretes with compressive strength below 50 MPa, push-out test is performed on perfobond shear connectors applying ultra high performance concretes with compressive strength higher than 80 MPa to evaluate their shear resistance. The test variables are chosen to be the diameter and number of dowel holes and, the change in the shear strength of the perfobond rib connector is examined with respect to the strength of two types of UHPC: steel fiber-reinforced concrete with compressive strength of 180 MPa and concrete without steel fiber with compressive strength of 80 MPa. The test results reveal that higher concrete strength and larger number of holes increased the shear strength, and that higher increase rate in the shear strength was achieved by the dowel action. The comparison with the predictions obtained by the previous models shows that the experimental results are close to the values given by the model proposed by Oguejiofor and Hosain [1].

Design of Eco-friendly Ultra-high Performance Concrete with Supplementary Cementitious Materials and Coarse Aggregate

Aiming to investigate the mix design of eco-friendly UHPC with supplementary cementitious materials and coarser aggregates, we comprehensively studied the workability, microstructure, porosity, compressive strength, flexural strength, and Young’s modulus of UHPC. Relationship between compressive strength and Young’s modulus was obtained eventually. It is found that the compressive strength, flexural strength, and Young’s modulus of UHPC increase by 19.01%, 10.81%, and 5.99%, respectively, when 40 wt% cement is replaced with supplementary cementitious materials. The relationship between compressive strength and Young’s modulus of UHPC is an exponential form.

Development of Optimal Structural System for Hybrid Cable-Stayed Bridges Using Ultra High Performance Concrete

This study developed an optimal structural system for the hybrid cable-stayed bridge expected to have a durable lifetime of 200 years and of which major structural members are made of ultra high performance concrete (UHPC) with 200 MPa-class compressive strength. This innovative cable-stayed bridge system makes it possible to reduce each of the construction and maintenance costs by 20% compared to the conventional concrete cable-stayed bridge by improving significantly the weight and durability of the bridge. Therefore, detail design is carried out considering a real 800 m cable-stayed bridge and the optimal structure of the hybrid cable-stayed bridge is proposed and verified.

Dynamic Mechanical Behaviour of Ultra-high Performance Fiber Reinforced Concretes

Ultra-high performance fiber reinforced concretes （UHPFRC） were prepared by replacing 60% of cement with ultra-fine industrial waste powder. The dynamic mechanical behaviour of UHPFRC with different fiber volume fraction was researched on repeated compressive impact in four kinds of impact modes through split Hopkinson pressure bar （SHPB）. The experimental results show that the peak stress and elastic modulus decrease and the strain rate and peak strain increase gradually with the increasing of impact times. The initial material damage increases and the peak stress of the specimen decreases from the second impact with the increasing of the initial incident wave. Standard strength on repeated impact is defined to compare the ability of resistance against repeated impact among different materials. The rate of reduction of standard strength is decreased by fiber reinforcement under repeated impact. The material damage is reduced and the ability of repeated impact resistance of UHPFRC is improved with the increasing of fiber volume fraction.

Seismic Performance of Steel Reinforced Ultra High-strength Concrete Columns

The seismic performance of steel reinforced ultra-high-strength concrete columns(SRSHC) with various shear-span ratios(λ) were studied through a series of experiments.The concrete compressive cube strength value of experimental specimens ranged from 92.9 MPa to 108.1 MPa.The main experimental variables affecting seismic performance of specimens were axial load ratio and stirrup reinforcement ratio.The columns(λ=2.75) subjected to low cyclic reversed lateral loads failed mainly in the flexural-shear mode failure and columns(λ≤2.0) subjected to low cyclic reversed lateral loads failed mainly in the shear mode failure.Shear force-displacement hysteretic curves and skeleton curves were drawn.Coefficient of the specimen displacement ductility was calculated.Experimental results indicate that ductility decreases with axial pressure ratio increasing,and increases with stirrup reinforcement ratio increasing.Limit values of axial pressure ratio and minimum stirrup reinforcement ratio of columns are proposed to satisfy definite ductility requirement.The suggested values provide a reference for engineering application and for the amendment of the current Chinese design code of steel reinforced concrete composite structures.

Different Curing Systems on Mechanical Properties of Ultra-High Performance Concrete with Coarse Aggregate

High durability and high tensile strength makes ultra-high performance concrete( UHPC) an ideal material for bridges,while its early shrinkage in the construction of cast-in-situ mass concrete leads structure crack-easily,which restricts the application of UHPC in deck system. Whether reasonable amount of coarse aggregate can influence the strength of UHPC and improve the shrinkage performance or reduce the cost is still in doubt. Besides,in order to improve its constructability and workability, whether autoclaved curing system of UHPC can be changed remains to be further researched. In response to these circumstances, a systematic experimental study on the strength of UHPC mixed with coarse aggregate in different ratios has been presented in this paper. The three curing systems,namely standard curing,180-200 ℃/1. 1 MPa autoclaved curing,and hot water curing were tested to reveal the relationship between UHPC's properties and curing systems,and the UHPC ' s microstructure was also preliminarily studied by scanning electron microscope( SEM). The experimental research can draw the following conclusions. Under the condition of the same mix ratio, autoclaved curing guarantees the highest compressive strength,followed by hot water curing and standard curing. The compressive strength of concrete increases with the temperature in the range of 25 to 90 ℃ hot water curing,and high temperature in precuring period can speed up the strength development of UHPC,but the sequence of precuring period does not obviously affect the results. In 90 ℃ hot water and autoclaved curing,the strength is over 150 MPa,and it has little relation with gravel ratio. While the value increases first and then decreases in a lower temperature curing with the increasing of gravel amount,even only about 80 MPa at room temperature. The strength increases moderately along with the increase of the curing age by standard curing,especially in the initial stage.

Flexural Bond Behavior of Rebar in Ultra-High Performance Concrete Beams Considering Lap-Splice Length and Cover Depth

This study intends to find out the correlation between the cover depth and the bond characteristics of UHPC through pull-out tests of UHPC specimens with different cover depths and bond tests of rebar using flexural members. In this experimental study, specimens are fabricated with the lap-splice length as test variable in relation with the calculation of the lap-splice length for 180- MPa UHPC. Moreover, specimens are also fabricated with the cover depth as test variable to evaluate the effect of the cover depth on the UHPC flexural members. The load-displacement curves are analyzed for each of these test variables to compute the lap-splice length proposed in the K-UHPC structural design guideline and to evaluate the influence of the cover depth on the flexural members. As a result, the stability of the structural behavior can be significantly enhanced by increasing slightly the cover depth specification of the current UHPC Structure Design Guideline from the maximum value between 1.5 times of rebar diameter and 20 mm to the maximum value between 1.5 times of rebar diameter and 25 mm.

拼接成型UHPC免拆模板钢筋混凝土柱的抗震性能

为研究超高性能混凝土(UHPC)免拆模板钢筋混凝土(URC)柱的抗震性能,选取UHPC免拆模板拼接方式和表面处理方式为试验设计参数,制作并完成了9个URC柱和1个钢筋混凝土(RC)柱的拟静力加载试验。模板拼接方式为螺栓加角钢连接、螺栓连接和环氧树脂砂浆连接;表面处理方式为光面处理、气泡膜印花处理和设肋处理,通过拟静力试验研究了模板拼接方式及表面处理方式对该类柱抗震性能的影响。此外,基于平截面假定,提出了URC柱的正截面偏压承载力计算式。结果表明:峰值荷载前,UHPC模板与核心混凝土黏结面无明显破坏,URC柱表现出良好的整体性,尤其是采用螺栓加角钢连接的URC柱,即使加载至极限位移时,也没有发生界面黏结失效破坏;与普通RC柱相比,URC柱的承载力提高了6.4%~43.3%,延性提高了11.4%~48.7%,耗能能力提高了27.7%~85.3%;三种连接方式中,采用螺栓加角钢连接的URC柱承载力最高,连接最可靠。最后,基于平截面假定提出的公式计算值与试验值吻合较好,可为工程应用提供参考。

预应力UHPC槽形节段与整体式混凝土板组合梁受剪性能

将预制的UHPC槽形节段通过干缝连接和预应力张拉形成槽形梁,再与整体现浇的混凝土板组合成的组合梁,称为预应力UHPC槽形节段与整体式混凝土板组合梁(PUCS-MCS组合梁)。它是一种能充分发挥不同材料的性能、施工方便且整体性能好的新型桥梁结构。为探究其抗剪性能,开展了9根模型梁的试验。分析了接缝数、接缝处剪力键数、剪跨比、UHPC钢纤维体积率、配箍率和纵筋率等参数对试件变形、破坏模式、抗剪承载力的影响;基于试验研究结果,提出了PUCS-MCS组合梁抗剪承载力计算方法。结果表明:PUCS-MCS组合梁均为剪压破坏,所有梁在开裂前的荷载-挠度曲线差异不大,在开裂后刚度不断下降;PUCS-MCS组合梁的抗剪承载力随接缝处剪力键数、UHPC钢纤维掺量、配箍率和纵筋率的增大而增大,随干接缝数量增加和剪跨比的增大而减小,其中影响最显著的是干接缝和剪力键,影响最小的是钢纤维掺量和配箍率,因此PUCS-MCS组合梁可不配箍筋,并可采用较低钢纤维掺量的UHPC。

钢-UHPC组合桥面板横向负弯矩区受弯性能研究

为明确横向负弯矩作用下,剪力键形式、接缝设置情形、配筋率和钢混界面黏结状态等参数对钢-超高性能混凝土(ultra-high-performance concrete,UHPC)组合板受力性能的影响,完成了8块组合板局部足尺模型静力弯曲试验及有限元参数分析。试验结果表明:开孔板(perfobond leiste,PBL)试件的名义开裂强度(对应最大裂缝宽度为0.05 mm)较栓钉试件提高16.8%;矩形齿缝试件的名义开裂强度较整浇试件降低16%~23%;UHPC层钢筋配筋率从1.96%增加到2.82%时,名义开裂强度提高16.2%;钢板-UHPC界面涂油除黏PBL试件的初裂强度和名义开裂强度较界面黏结试件分别降低10.1%和5.8%。数值分析结果表明:PBL贯穿钢筋的存在、PBL和栓钉间距的减小能有效提高组合板的开裂后刚度;PBL开孔钢板上的孔径和孔间距对组合板的受力性能影响较小。

氯盐环境下UHPC-NC界面黏结性能试验研究

氯盐环境作为一种较为常见的化学侵蚀环境,研究其对超高性能混凝土(ultra-high performance concrete,UHPC)和普通混凝土(normal concrete,NC)界面耐久性能的影响对于UHPC加固混凝土结构和UHPC-NC组合结构的工程应用均具有重大的现实意义.基于此,通过在常规环境以及氯盐环境下的推出试验,获得了干湿循环次数(0次、25次、50次)、氯盐浸泡天数(0 d、50 d、100 d)及界面处理方式(钢丝刷刷毛、高压水射流冲毛、表面缓凝处理)对UHPC-NC界面黏结强度、界面黏结刚度及界面黏结滑移曲线的影响.结果表明:在100 d试验周期内,干湿循环及氯盐浸泡作用造成的界面黏结强度损失率不超过20%;氯盐环境作用时长的增加会导致界面黏结刚度的降低;随着界面粗糙度的增加,UHPC-NC试件的界面黏结强度以及界面黏结刚度均会增加;界面粗糙度的提高有助于界面抗氯盐侵蚀能力的提升.受到界面处理方法的影响,UHPC-NC试件经历干湿循环及氯盐浸泡后,荷载滑移曲线呈现2种不同的形式,分别对应光滑界面(钢丝刷刷毛界面)和其他界面(高压水射流冲毛界面和缓凝剂处理界面).各组试件的黏结滑移曲线在荷载到达峰值前趋于一致;荷载到达峰值后,前者存在荷载骤降段及持荷段,后者则随着滑移量的增加荷载不断降低.根据UHPC-NC黏结滑移曲线特征,提出了黏结滑移建议模型.

UHPC在T梁桥错孔拼宽湿接缝中的设计研究

装配式桥梁拼宽改造会出现错孔拼宽的情况,由于新旧桥错孔布置导致活荷载作用下新旧桥竖向变形在横向不协调,常规的普通混凝土拼接湿接缝方案难以满足车辆荷载产生的横向拉应力。以某高速公路改扩建项目中3×30m预应力混凝土T梁错孔拼宽改造为背景,在常规对孔拼接缝方案的基础上,结合超高性能混凝土(UHPC)抗拉性能,研究了一种不等宽柔性拼接方案,并采用有限元软件建立在最不利错孔15m情况下T梁实体模型,分析温度、车辆荷载、沉降对T梁拼接缝处的受力性能。结果表明:该结构在单项运营荷载及运营荷载组合作用下,结构受力满足材料性能要求,方案可行。

简支变结构连续小箱梁桥负弯矩区UHPC-NC组合桥面板抗裂性研究

针对当前简支变结构连续小箱梁桥负弯矩区钢束易堵孔、运营中桥面开裂病害等问题,提出一种无负弯矩钢束的UHPC-NC组合桥面板结构。以一座3×30 m简支变结构连续小箱梁桥为研究对象,以正常使用极限状态梁体不开裂为控制准则确定UHPC合理构造尺寸,对所提出的负弯矩组合桥面板结构进行1∶2的缩尺模型试验。试验显示:裂缝首先出现于UHPC-NC交界面处的普通混凝土部分,随后逐渐向UHPC层沿伸,且C50混凝土开裂、梁体破坏对应的截面弯矩分别为3 520,9 152 kN·m(考虑1∶8弯矩缩尺比),大于正常使用极限状态、承载能力极限状态梁体截面弯矩3 300,5 838 kN·m,即该组合桥面板结构满足小箱梁的抗裂与承载能力要求。基于试验结果建立精细化有限元模型,采用参数分析法研究UHPC厚度对梁体开裂荷载、极限承载力等方面的影响。结果表明:梁体开裂弯矩主要由UHPC上覆层厚度决定,相较于普通钢筋混凝土梁,5 cm厚的UHPC上覆层可将梁体开裂弯矩提高28.9%,7.5 cm厚的UHPC上覆层可将梁体开裂弯矩提高41.6%;在配筋率不变的情况下,增大UHPC层厚度对梁体承载力无显著提升。综合考虑梁体受力性能以及施工便利性,建议背景工程UHPC厚度取10 cm。

不同类型钢纤维UHPC无腹筋梁受剪性能试验

基于单点加载下4根超高性能混凝土无腹筋梁构件受剪破坏试验结果,研究其受剪性能,以钢纤维类型为主要研究参数,分析钢纤维类型对无腹筋梁的受剪承载力、裂缝发展形态、挠度和韧性等发展规律。结果表明:端钩型钢纤维对提高超高性能混凝土无腹筋梁的受剪承载力、阻滞裂缝发展及控制试件变形能力作用优于光滑平直型和波浪型钢纤维,而端钩型Ⅱ钢纤维优于端钩型Ⅰ钢纤维;端钩型Ⅰ和光滑平直型钢纤维增韧效果较好,但分担纵筋拉力较少;波浪型钢纤维分担纵筋拉力较多,提高超高性能混凝土无腹筋梁抗裂性的效果较好,但增韧效果较差。经对比分析,陈璇公式计算值精确度较高,离散程度小。

部分充填式窄幅钢箱-UHPC组合梁抗裂性能

为研究部分充填式窄幅钢箱-UHPC组合梁的抗裂性能,开展了4根不同钢纤维掺量的部分充填式窄幅钢箱-UHPC组合梁与1根部分充填式窄幅钢箱-NC组合梁静力加载试验。试验表明:在负弯矩作用下,部分充填式窄幅钢箱-UHPC组合梁裂缝呈现数量多、短小且密集的特点;同等配筋率的条件下,不同钢纤维掺量(0、1%、2%和3%)部分充填式窄幅钢箱-UHPC组合梁与部分充填式窄幅钢箱-NC组合梁相比,在弹性阶段其刚度明显提高,最大裂缝宽度随钢纤维掺量的增加而减少,开裂强度分别提高了36.0%、48.8%、82.0%和112.0%,UHPC显著提高了组合梁的抗裂性能;可以参考按照JTG 3362—2018中裂缝宽度式乘以0.8的修正系数来计算部分充填式窄幅钢箱-UHPC组合梁裂缝宽度。

MgO膨胀剂对超高性能混凝土(UHPC)工作性的影响及其机理研究

超高性能混凝土(UHPC)因卓越的耐久性能和力学性能而在工程领域具有广阔的应用前景。然而,UHPC收缩性较大,限制了其进一步推广和发展。氧化镁(MgO)膨胀剂具有膨胀稳定、活性可控的特点,并且与UHPC相适应,因此被视为有良好应用前景的UHPC膨胀剂。本研究旨在探讨不同活性和掺量的MgO膨胀剂对UHPC工作性的影响,并通过XRD和SEM等手段进一步解释不同活性MgO膨胀剂对UHPC工作性的影响机理。研究结果表明,在掺入MgO膨胀剂的UHPC中,在低速剪切下观察到剪切稠化现象,而在高速剪切下观察到剪切稀化现象。与水泥颗粒相比,MgO膨胀剂颗粒对水具有更强的吸附能力。因此,MgO膨胀剂的活性越高,UHPC的流动性降低越显著,且UHPC的动态屈服应力增加,这在实际工程中需要更多的泵送能量。

钢-UHPC轻型组合结构短栓钉抗剪性能试验研究

通过6个钢-超高性能混凝土(ultra-high performance concrete,UHPC)轻型组合结构短栓钉推出试验,对其抗剪承载力、破坏形态、栓钉应变及荷载-滑移曲线进行了研究,探讨了栓钉直径、长度、数量以及界面黏结对短栓钉抗剪性能的影响规律.结果表明:所有试件均为栓钉根部剪切破坏,UHPC板除栓钉根部沿承压方向部分UHPC压碎外,其余部分保持完好,UHPC可以抵抗栓钉传递的高压应力;栓钉根部截面屈服后应力强化阶段明显,栓钉发生剪切破坏时,栓钉根部上侧应变超过3500με;长径比为2.0的短栓钉在UHPC中也能发挥全部强度;所有试件的荷载-滑移曲线分为弹性、弹塑性和塑性3个阶段,所有短栓钉的最大滑移量均小于4 mm,工程应用时应按照弹性剪力连接件进行设计;栓钉直径对栓钉抗剪性能提高最显著,直径16 mm的栓钉比直径13 mm的栓钉的抗剪承载力和极限滑移分别提高了46.4%和11%,弹性刚度和塑性刚度分别提高了35.8%和59.1%,增加栓钉长度和界面黏结能有效提高栓钉的剪切刚度,长径比为3.0的栓钉比长径比为2.5的栓钉的弹性刚度提高了12.3%,界面有黏结试件比界面无黏结试件的弹性刚度提高了17.4%;相同间距内,合理增加更多栓钉有利于提高整体抗剪强度,但会降低延性变形能力.最后,结合实验数据和国内外UHPC中栓钉推出试验结果,建立了UHPC中栓钉荷载-滑移曲线和抗剪承载力预测表达式,计算值与试验值吻合良好.

FRP网格-UHPC复合加固RC梁抗弯性能有限元分析

我国建筑、桥梁等结构大多已接近使用年限,亟需加固改造。为解决新旧接触界面易产生剥离、新加结构与原有部分无法共同受力的问题,改善传统加固方法,采用FRP网格-UHPC复合加固钢筋混凝土梁。用ABAQUS有限元软件进行数值模拟分析,模拟结果与试验结果吻合较好,能够准确模拟FRP网格增强超高性能混凝土(UHPC)复合加固钢筋混凝土梁的抗弯性能。分析FRP网格横、纵向结点数和复合加固层粘结长度等参数对加固梁受弯性能的影响,结果显示,随着粘结长度的增加,加固效果提升显著,承载力最大提升幅度为121.929%;通过增加横向网格结点数,可以有效地增强FRP网格与UHPC之间的机械锚固能力,从而使承载力提升。研究成果为FRP网格-UHPC加固混凝土结构提供参考。

钢-薄层UHPC组合桥面结构中PBL剪力键抗剪性能试验

为探究钢-超高性能混凝土(UHPC)组合桥面结构中PBL剪力键的抗剪性能,以抗剪钢板尺寸、贯穿钢筋设置和端部承压状态为试验参数,完成了16个PBL试件的推出试验。结果表明:(1)随着抗剪钢板尺寸的增加,试件由UHPC榫无明显损伤时的钢板剪断破坏转变为UHPC榫局部压碎或整体压碎后的钢板剪断破坏,PBL的极限承载力随之相应提高,但其延性系数无明显变化;(2)贯穿钢筋对PBL承载能力的影响与UHPC榫的损伤状态密切相关,其对PBL抗剪承载能力的提高由榫无明显损伤时的5.3%增加到榫局部压碎时的9.7%和榫整体压碎时的14.9%;(3)对于钢-UHPC组合桥面结构中平行阵列布置的多列PBL,当列间距不小于10倍贯穿钢筋直径或12倍抗剪钢板厚度时,相邻列剪力键间相互作用的影响较小。基于试验结果,提出了适用于组合桥面结构中PBL剪力键的抗剪承载力计算公式,并以本文及其它文献的试验结果验证了其适用性。