A Comprehensive Investigation on Shear Performance of Improved Perfobond Connector

This paper presents an easily installed improved perfobond connector (PBL) designed to reduce the shearconcentration of PBL. The improvement of PBL lies in changing the straight penetrating rebar to the Z-typepenetrating rebar. To study the shear performance of improved PBL, two PBL test specimens which containstraight penetrating rebar and six improved PBL test specimens which contain Z-type penetrating rebars weredesigned and fabricated, and push-out tests of these eight test specimens were carried out to investigate andcompare the shear behavior of PBL. Additionally, Finite Element Analysis (FEA) models of the PBL specimenswere established and validated against the test results. Through FEA, the effects of concrete grade, perforatedplate’s aperture, Z-type penetrating rebar’s diameter, Z-type penetrating rebar’s bending angle, and bending lengthon shear behaviors were discussed. The results indicate that (1) Compared with PBL specimens with straightpenetrating rebars, Z-type penetrating rebar can significantly improve the shear resistance and shear stiffnessof the specimens. This enhanced performance can be mainly attributed to the increased adhesion of the transverserebar. (2) By comparing the load-slip curve, the slip of PBL test specimens which contain straight penetratingrebar increases rapidly and the bearing capacity decreases rapidly after concrete craking, while the bearingcapacity of Z-type penetrating rebar specimens decreases first and then increases gradually, showing betterductility. (3) The stress of the PBL shear connector with Z-type penetrating rebar is more uniform than thePBL shear connector with straight penetrating rebar, and the overall deformation is more uniform. (4) The higherthe concrete grade, the higher the shear bearing capacity and the better ductility of the new PBL. Increasing theaperture of the perforated plate or the diameter of the rebar has a very limited effect on the improvement of theshear capacity of PBL. Through the systematic analysis of the mechanical properties of Z-type penetrating rebarPBL specimen, the experimental reference is provided for improving the structure and design of new type PBL.

Shear Behaviors of Steel-Plate Connections for Timber-Concrete Composite Beams with Prefabricated Concrete Slabs

To promote the development of timber-concrete composite(TCC)structures,it is necessary to propose the assembly-type connections with high assembly efficiency and shear performances.This article presented the experimental results of the innovative steel-plate connections for TCC beams using prefabricated concrete slabs.The steel-plate connections consisted of the screws and the steel-plates.The steel-plates were partly embedded in the concrete slabs.The concrete slabs and the timber beams were connected by screws through the steel-plates.The parameters researched in this article included screw number,angle steel as the reinforcement for anchoring,and shallow notches on the timber surface to restrict the slip of the steel-plates.Experimental results were discussed in terms of failure modes,ultimate bearing capacities,and slip moduli.It was found that increasing the number of screws could lead to the obvious improvement on the ultimate bearing capacities and the slip moduli at the ultimate state;and the angle steel as the reinforcement showed the slight influence on the ultimate bearing capacities and the slip moduli.The application of the shallow notch can greatly improve the ultimate bearing capacities and the slip moduli.The calculation models for the ultimate bearing capacities and the slip moduli of the steel-plate connections with and without shallow notches were proposed,which showed good accuracy compared with the experimental results.

两种树脂桩修复方法对漏斗状根管粘结强度的影响

目的:对比同种树脂直接法与间接法制成的石英纤维桩修复漏斗状根管在不同截面上纤维桩与根管牙本质间微推出的粘结强度,为临床应用提供依据.方法:收集大小相近完整的上中切牙22颗,随机分为2组,预备成漏斗状根管,一组用直接法完成石英纤维树脂桩修复,另一组用间接法完成石英纤维树脂桩修复.两组中各随机抽取1颗制成切片后,用扫描电镜观察试件桩与牙本质间图像;其余用于微推出实验,制成切片后用微推出方法检测两种方法粘结强度的大小,分析桩的类型和牙根不同部位对于纤维桩与根管牙本质微推出粘结强度的影响.结果:直接法与间接法制成石英纤维桩修复漏斗状根管时,桩的类型及牙根不同部位这两个因素对纤维桩与根管牙本质间微推出粘接强度均有显著性影响(P<0.05),两个因素之间交互作用对粘接强度影响显著(P<0.05).结论:间接法制成石英纤维桩修复单根漏斗状根管中根颈部、根中部、根尖部的纤维桩与根管牙本质间微推出粘接强度均分别显著高于直接法;间接法组:根颈部的粘接强度显著高于根中部,根中部的粘接强度显著高于根尖部;直接法组:根颈部的粘接强度显著高于根中部与根尖部,根中部与根尖部的粘接强度没有显著差异.

桩道牙本质壁的不同处理对纤维桩粘接强度的影响

目的:比较使用自粘接型树脂水门汀粘接纤维桩时,经3种不同方法处理桩道牙本质壁后对纤维桩粘接强度的影响。方法:收集30颗因正畸需拔除的健康下颌单根管前磨牙进行截冠、常规根管治疗、桩道预备后随机分为3组,每组10颗;使用不同方法对桩道牙本质壁进行处理:Ⅰ组(对照组):手动注射器冲洗;Ⅱ组(超声组):超声冲洗;Ⅲ组(激光组):Er:YAG激光冲洗。使用自粘接桩核树脂水门汀将纤维桩粘接完毕后切片进行薄片推出实验。采用双因素方差分析检验桩道牙本质壁的不同处理方法及桩道的不同深度(根颈部,根中部,根尖部)对纤维桩粘接强度的影响,并用万能显微镜观察试件的破坏方式,对结果进行Chi-Square检验。设定检验标准α=0.05。结果:各组粘接强度差异有统计学意义,Ⅱ组和Ⅲ组的粘接强度显著高于Ⅰ组(P<0.05),桩道不同深度纤维桩的粘接强度差异无统计学意义(P=0.082);各组破坏方式以混合破坏为主,但Ⅱ组和Ⅲ组中桩道牙本质壁—树脂水门汀破坏比例较Ⅰ组明显降低。结论:使用自粘接型树脂水门汀时,经超声或激光处理预备后的桩道可显著提高纤维桩的粘接强度。桩道深度对纤维桩的粘接强度无影响。

离体牙经不同根管封闭剂充填后纤维桩剪切粘结强度的对比研究

目的:研究不同根管封闭剂对两种纤维桩固位力的影响。方法:24颗离体上颌中切牙,截冠、预备根管,按根管封闭材料及纤维桩不同均分为4组。C-RP组:Cortisomol丁香酚类封闭剂,Rebilda Post纤维桩;C-ML组:Cortisomol封闭剂,Mac-rolockTM Post纤维桩;G-RP组:Guttaflow非丁香酚类封闭剂,Rebilda Post纤维桩;G-ML组:Guttaflow封闭剂,MacrolockTM Post纤维桩。自酸蚀粘结剂将纤维桩粘固,牙根切成1.5 mm薄片,行薄片推出实验,并观察断裂模式。扫描电镜观察粘结界面的显微结构。结果:C-RP、C-ML、G-RP、G-ML 4组剪切粘结强度(MPa)分别为5.89±2.89、7.46±2.71、7.66±3.00、9.24±3.03,C-RP粘结强度最低(P<0.05)。牙根颈、中、根尖部的剪切粘结强度依次降低(P<0.01)。扫描电镜观察:相比根尖部,颈部有明显树脂突;使用Guttaflow封闭剂组混合层厚度以及树脂突数目、长度优于使用Cortisomol组。结论:使用丁香酚类根管封闭会降低纤维桩剪切粘结强度;纤维桩修复后根尖部的粘结强度有待增强。

Bond Performance of Adhesively Bonding Interface of Steel-Bamboo Composite Structure

The steel-bamboo composite structure is a newly developed structure,combining phyllostachys pubescens(also called Moso bamboo)plywood and cold-formed thin-walled steel with structural adhesive.The reliability of steelbamboo interface is the premise of composite effect.13 specimens were prepared to investigate the failure modes and mechanism of the steel-bamboo interface on the basis of push-out test,and the strain difference analysis method was proposed to study the distribution of shear stress.The results show that the main failure modes of steel-bamboo interface are adhesion failure and splitting of bamboo plywood.The shear stress is not evenly distributed along the longitudinal direction of the interface,showing a shape of“larger at two ends and smaller in the middle”.The lower end of the interface is the initial location of the interface failure and the shear stress concentration degree is positively correlated with the thickness of the externally bonded bamboo plate.The shear resistance of steel-bamboo interface can be enhanced by improving the adhesion between steel and structural adhesive and ameliorating the quality of bamboo products.

Evaluation of interfacial properties in SiC composites using an improved cohesive element method

A two-dimensional axisymmetric finite element model based on an improved cohesive element method was developed to simulate interfacial debonding, sliding friction, and residual thermal stresses in SiC composites during single-fiber push-out tests to extract the interfacial bond strength and frictional stress. The numerical load–displacement curves agree well with experimental curves,indicating that this cohesive element method can be used for calculating the interfacial properties of SiC composites.The simulation results show that cracks are most likely to occur at the ends of the experimental sample, where the maximum shear stress is observed and that the interfacial shear strength and constant sliding friction stress decrease with an increase in temperature. Moreover, the load required to cause complete interfacial failure increases with the increase in critical shear strength, and the composite materials with higher fiber volume fractions have higher bearing capacities. In addition, the initial failure load increases with an increase in interphase thickness.

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].

Mechanical performance of shear studs and application in steel-concrete composite beams

This work experimentally investigates the effects of shear stud characteristics on the interface slippage of steel-concrete composite push-out specimens. ABAQUS is used to establish a detailed 3D finite element(FE) model and analyze the behavior of push-out specimens. The modeling results are in good agreement with the experimental results. Based on parametrical analysis using the validated FE approaches, the effects of important design parameters, such as the diameter, number, length to diameter ratio, and yield strength of studs, concrete strength and steel transverse reinforcement ratio, on the load-slip relationship at the interface of composite beams are discussed. In addition, a simplified approach to model studs is developed using virtual springs with an equivalent stiffness. This approach is demonstrated to be able to predict the load-displacement response and ultimate bearing capacity of steel-concrete composite beams. The predicted results show satisfactory agreement with experimental results from the literature.

不同根管封闭剂的封闭性能及粘接性能的体外研究

目的:体外比较三种根管封闭剂的根尖封闭性能及粘接性能,为临床操作选择适宜的根管封闭剂提供参考依据。方法:选取人单根前磨牙72颗,随机分为三个实验组(每组20颗)和一个对照组(12颗)。实验组分别用氧化锌丁香油封闭剂(ZOE组)、AH Plus封闭剂(AH Plus组)、iRoot SP封闭剂(iRoot SP组)配合大锥度牙胶尖行单尖法充填;对照组只用大锥度牙胶尖行单尖法充填。从实验组各选取10颗,对照组选取6颗,采用染色法测定根尖微渗漏长度,比较不同根管封闭剂的根尖封闭性能;将剩余的实验组(各10颗)及对照组(6颗)制作成薄片试件,使用万能材料试验机进行薄片推出实验,记录根管填充物从根管中被推出时的粘接力,比较不同根管封闭剂的粘接性能。结果:AH Plus组和iRoot SP组的根尖微渗漏长度小于对照组和ZOE组;不同组的根管填充物从根管中被推出的粘接力差异具有统计学意义(P<0.05),AH Plus组的根管填充物从根管中被推出的粘接力最大。结论:AH Plus封闭剂和iRoot SP封闭剂的根尖封闭性能优于氧化锌丁香油封闭剂,AH Plus根管封闭剂的粘接性能最佳。

Experimental Study on Shear Behavior of New-Type Steel-Concrete Composite Bridge Deck

To alleviate deck fatigue failure and regular pavement damage,which are congenital deficiencies of highway steel bridge deck structure,this paper proposes a newtype of composite bridge deck,consisting of steel tubular connectors and steel-reactive powder concrete (RPC). Push-out tests were conducted to study the newdeck's shear performance. During the experimental process,specimens were divided into two groups which are composed of steel tubular connectors with or without penetrative bars set in. Then,researchers analyzed destroyed models and mechanisms of the composite structure under shear forces. Results showed that test models in two groups,once destroyed,displayed similar shear fracture,which appeared on the lower margin of the steel tubular wall along the welds. Meanwhile,RPC under the connector,for varied tests,was crushed at the same stage,although the large shear and bending deformation just occurred on connectors with penetrative bars. Additionally,shear capacity of specimens with penetrative bars,compared with the ones without bars,unexpectedly decreased by 20%,but the structural ductility was 1.75 times as much,and the ductility coefficients of specimens were all larger than 3.5,demonstrating certain deformation capacity.

Interfacial Shear Strength Measurements of SiC Fiber-Reinforced Titanium Composites

A continuous loading push-out test technique was used to measure the interfacial shear strength of SiC fiber reinforced Ti matrix composites. The interfacial shear strength of samples as-fabricated and after heat exposed at 700 and 800℃ for 50 h was successfully determined. It has been found that the interfacial shear strength of the specimen exposed at 700℃ was higher than that of as-prepared and exposed samples at 800℃. The shear strength of the as-prepared samples was about 112.45 MPa, and increased to about 153.77 MPa after heat-treating at 700℃ for 50 h, but decreased to 133.11 MPa after treating at 800℃ for 50 h. Scanning electron microscope （SEM） was used to investigate the interfacial morphology of the samples. The brittle phase was the main products of interface for samples exposed at 800℃, and the interface was easily peeled off.

根管再湿润对纤维桩粘接强度及粘接耐久性的影响

目的 利用薄片推出实验检测脱水及再湿润过程中纤维桩与根管各区段的粘接强度及粘接耐久性,以期为临床桩核修复提供实验依据.方法 将36颗离体牙用随机数字表均分为过干燥组、再湿润组及对照组,分别进行纤维桩粘接,将牙根横向切割为1.0 mm厚的切片,每颗牙选取根颈部、根中部和根尖部各2个切片,即刻及水储存2个月后进行薄片推出实验,并对破坏试件进行扫描电镜观察.结果 过干燥组、再湿润组和对照组纤维桩即刻实验的粘接强度分别为（5.97±1.97）、（7.67±2.19）和（8.46±2.35）MPa 水储存2个月后粘接强度分别为（2.08±1.67）、（2.99±1.48）、（3.22±1.43）MPa.即刻实验和水储存2个月后,过干燥组与再湿润组、过干燥组与对照组间差异均有统计学意义（P＜0.05）.根颈段牙本质比根管其他区段能提供更大的粘接强度（P＜0.05） 水储存对纤维桩粘接强度有显著影响（P＜0.05）.结论 根管过度吹干处理可影响纤维桩的粘接强度及粘接耐久性.水灌注可使过干燥管壁牙本质重新恢复湿润状态,恢复纤维桩正常的粘接强度及粘接耐久性.

Behavior and strength of headed stud shear connectors in ultra-high performance concrete of composite bridges

This study presents an experimental and numerical investigation on the static behavior of headed stud shear connectors in ultra-high performance concrete (UHPC) of composite bridges. Four push-out specimens were tested. It was found that no cracking, crushing or splitting was observed on the concrete slab, indicating that UHPC slab exhibited good performance and could resist the high force transferred from the headed studs. The numerical and experimental results indicated that the shear capacity is supposed to be composed of two parts stud shank shear contribution and concrete wedge block shear contribution. The stiffness increment of a stud in UHPC was at least 60% higher than that in normal strength concrete. Even if the stud height was reduced from 6d to 2d, there was no reduction in the shear strength of a stud. Short stud shear connectors with an aspect ratio as small as 2 could develop full strength in UHPC slabs. An empirical load-slip equation taking into account stud diameter was proposed to predict the load-slip response of a stud. The reliability and accuracy of the proposed load-slip equation was verified by the experimental and numerical load-slip curves.

Experimental study on behavior of mortar-aggregate interface after elevated temperatures

A push-out test program was designed and conducted to study the meso-scale behavior of mortaraggregate interface for concrete after elevated temperatures ranging from 20℃ to 600℃ with the concept of modeled concrete （MC） and modeled recycled aggregate concrete （MRAC）. The MCs and MRACs were designed with different strength grade of mortar and were exposed to different elevated temperatures. Following that the specimens were cooled to room temperature and push-out tests were conducted. Failure process and mechanical behaviors were analyzed based on failure modes, residual load-displacement curves, residual peak loads and peak displacements. It is found that failure modes significantly depended on specimen type, the elevated temperature and the strength grade of mortar. For MC, major cracks started to propagate along the initial cracks caused by elevated temperatures at about 80% of residual peak load. For MRAC, the cracks appeared at a lower level of load with the increasing elevated temperatures. The cracks connected with each other, formed a failure face and the specimens were split into several parts suddenly when reaching the residual peak load. Residual load-displacement curves of different specimens had similarities in shape. Besides, effect of temperatures and strength grade of mortar on residual peak load and peak displacement were analyzed. For MC and MRAC with higher strength of new hardened mortar, the residual peak load kept constant when the temperature is lower than 400℃ and dropped by 43.5% on average at 600℃. For MRAC with lower strength of new hardened mortar, the residual peak load began to reduce when the temperatures exceeded 200℃ and reduced by 27.4% and 60.8% respectively at 400℃ and 600℃. The properties of recycled aggregate concrete （RAC） may be more sensitive to elevated temperatures than those of natural aggregate concrete （NAC） due to the fact that the interracial properties of RAC are lower than those of NAC, and are deteriorated at lower temperatures.