Journal articles on the topic 'Anchorage test'
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1
Claro, Cristiane Aparecida de Assis, Rosana Villela Chagas, Ana Christina Elias Claro Neves, and Laís Regiane da Silva-Concílio. "Comparative photoelastic study of dental and skeletal anchorages in the canine retraction." Dental Press Journal of Orthodontics 19, no. 1 (January 2014): 100–105. http://dx.doi.org/10.1590/2176-9451.19.1.100-105.oar.
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OBJECTIVE: To compare dental and skeletal anchorages in mandibular canine retraction by means of a stress distribution analysis. METHODS: A photoelastic model was produced from second molar to canine, without the first premolar, and mandibular canine retraction was simulated by a rubber band tied to two types of anchorage: dental anchorage, in the first molar attached to adjacent teeth, and skeletal anchorage with a hook simulating the mini-implant. The forces were applied 10 times and observed in a circular polariscope. The stresses located in the mandibular canine were recorded in 7 regions. The Mann-Whitney test was employed to compare the stress in each region and between both anchorage systems. The stresses in the mandibular canine periradicular regions were compared by the Kruskal-Wallis test. RESULTS: Stresses were similar in the cervical region and the middle third. In the apical third, the stresses associated with skeletal anchorage were higher than the stresses associated with dental anchorage. The results of the Kruskal-Wallis test showed that the highest stresses were identified in the cervical-distal, apical-distal, and apex regions with the use of dental anchorage, and in the apical-distal, apical-mesial, cervical-distal, and apex regions with the use of skeletal anchorage. CONCLUSIONS: The use of skeletal anchorage in canine retraction caused greater stress in the apical third than the use of dental anchorage, which indicates an intrusive component resulting from the direction of the force due to the position of the mini-implant and the bracket hook of the canine.
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Long, Zhe, Zhi-xin Yan, and Chun-bo Liu. "Shear Effects on the Anchorage Interfaces and Seismic Responses of a Rock Slope Containing a Weak Layer under Seismic Action." Mathematical Problems in Engineering 2020 (April 30, 2020): 1–11. http://dx.doi.org/10.1155/2020/1424167.
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The shear effects on the anchorage interfaces under seismic action is a key problem requiring urgent investigation in the field of rock and soil anchorages. In this paper, the model of rock slope with a weak layer was constructed by pouring, and the large-scale shaking table model test was completed. The shear strain on the anchorage interfaces and the acceleration of the slope were collected using built measurement systems. The shear effects on the two anchorage interfaces (a bolt-grout interface and a grout-rock interface) and seismic responses of the slope under seismic action were investigated. The distribution laws of the shear stress on the two anchorage interfaces along the axial direction of the bolt under seismic action were gained. The variations of the peak acceleration amplification coefficient on the slope surface, the magnitude, and the growth rate of peak shear stress on the anchorage interfaces under seismic action with different excitation directions and intensities were obtained. Furthermore, the positive relationship between the shear effect on the anchorage interfaces and the seismic response of slope was revealed. This study provides support for theoretical research, numerical simulation analysis, and aseismic design of rock and soil anchorages under dynamic conditions.
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Wei, Xing, and Jun Li. "Theoretical and Experimental Study on Cable-to-Irder Anchorages in Long-Span Cable-Stayed Bridges with Steel Box Girder." Advanced Materials Research 255-260 (May 2011): 1315–18. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1315.
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Cable anchorages are among the most important elements in a cable-stayed bridge, which are complex in structure and bear heavy load. There are three main forms in anchorage zone between girder and cable in modern long-span cable-stayed bridge with steel box girder, which are ear-plate form, anchor-box form and anchor-plate form. Combining theoretical analysis with the static test, static behavior and stress transfer pathway of three typical cable-to-girder anchorages were analyzed, and the differences of stress distribution and stress concentration among anchorage zones were pointed out. Based on the Von.Mises strength criterion, bearing safety of three typical cable-to-girder anchorages was evaluated. Finally, the measures to reform stress distribution and reduce stress concentration are discussed. Some useful conclusions were obtained, which would benefit the design of cable-to-girder anchorages.
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Keum, Moon Seoung, Jae Yoon Kang, Jong Sup Park, and Woo Tai Jung. "Performance Test of Swage Anchorage According to the Insert of CFRP Tendon." Key Engineering Materials 730 (February 2017): 452–56. http://dx.doi.org/10.4028/www.scientific.net/kem.730.452.
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Despite of the numerous advantages offered by the CFRP tendon, there are still problems to be solved. Among them, finding an effective anchoring method considering the material properties of CFRP constitutes a typically pending problem. Being an orthotropic material, the CFRP tendon presents risk of breakage under forces acting perpendicularly to the direction of the fibers. This implies that a new type of anchor should be developed for the CFRP tendon since the anchorages used for conventional steel strands cannot be readily applied. Moreover, following the growing interest given to the CFRP tendon, research is being relentlessly conducted to develop dedicated anchorages with improved performance. Accordingly, this paper presents an experimental study on the anchor performance of the swage anchorage known to be the most compact among the various types of anchor. The tests revealed that the swage anchor without insert developed about 92% of the tensile strength of the CFRP tendon whereas the swage anchor with metallic winding insert developed 100% of the tensile strength. From these results, it appears that the anchorage with outer diameter of 24 mm develops anchor performance higher than 95% of the tensile performance of the CFRP tendon and can potentially be exploited for post-tensioning.
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Zhao, Lin, Xian Ming Zeng, Shi Min Li, and Da Lu Lin. "Field Test Study of the Blast-Resistance Performance of Optimal Composite Anchorage Structure." Advanced Materials Research 250-253 (May 2011): 1474–77. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1474.
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This paper introduced the comparison test of new optimal composite anchorage structure and single anchorage structure. The measured results show that the particle acceleration of single anchorage structure is 2.22 times higher than that of the optimal composite anchorage structure. The dynamic strain of the former is 5.3~4.5 times higher than that of the latter. The blast-resistance of the optimal composite anchorage structure is 5.10 times higher than that of the single anchorage structure. Under the limit damage condition, the former is 4.13~3.40 higher than that of the latter. The optimal composite anchorage structure has excellent blast-resistance. Optimal weakened zone is between the reinforced support structure and the surround rock. Under the explosion condition, weakened zone is firstly deformed, cracked, crushed or densified, and at the same time, a great deal of blast energy is absorbed. Therefore, the crisis of the reinforced support structure is transferred into the weakened zone.
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McKay, K. S., and M. A. Erki. "Grouted anchorages for aramid fibre reinforced plastic prestressing tendons." Canadian Journal of Civil Engineering 20, no. 6 (December 1, 1993): 1065–69. http://dx.doi.org/10.1139/l93-137.
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Nonmetallic prestressing tendons, made of fibre-reinforced composite materials, are being proposed as alternatives to steel prestressing tendons for bridges and parking garage structures, where corrosion is the leading cause of structural deterioration. One type of commercially available nonmetallic tendons is made of pultruded aramid fibres. One of the main problems for these tendons, which is common to all nonmetallic tendons, is that the high ratio of the axial to lateral strength of fibre-reinforced materials requires special attention to the type of anchorage used. For the aramid tendon, the simplest grouted anchorage consists of a steel tube filled with nonshrink grout, into which the end of the tendon is embedded. This note presents the test results of a parametric study on grouted anchorages for pultruded aramid tendons. Key words: prestressed concrete, nonmetallic tendons, aramid fibre, grouted anchorage.
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Pham, Quang-Quang, Ngoc-Loi Dang, and Jeong-Tae Kim. "Smart PZT-Embedded Sensors for Impedance Monitoring in Prestressed Concrete Anchorage." Sensors 21, no. 23 (November 27, 2021): 7918. http://dx.doi.org/10.3390/s21237918.
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This study investigates the feasibility evaluation of smart PZT-embedded sensors for impedance-based damage monitoring in prestressed concrete (PSC) anchorages. Firstly, the concept of impedance-based damage monitoring for the concrete anchorage is concisely introduced. Secondly, a prototype design of PZT-embedded rebar and aggregate (so-called smart rebar–aggregate) is chosen to sensitively acquire impedance responses-induced local structural damage in anchorage members. Thirdly, an axially loaded concrete cylinder embedded with the smart rebar–aggregate is numerically and experimentally analyzed to investigate their performances of impedance monitoring. Additionally, empirical equations are formulated to represent the relationships between measured impedance signatures and applied compressive stresses. Lastly, an experimental test on a full-scale concrete anchorage embedded with smart rebar–aggregates at various locations is performed to evaluate the feasibility of the proposed method. For a sequence of loading cases, the variation in impedance responses is quantified to evaluate the accuracy of smart rebar–aggregate sensors. The empirical equations formulated based on the axially loaded concrete cylinder are implemented to predict compressive stresses at sensor locations in the PSC anchorage.
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Kim, Min Sook, and Young Hak Lee. "Load Carrying and Hydrostatic Performances of Innovative Encapsulated Anchorage System for Unbonded Single Strand." Advances in Civil Engineering 2019 (August 25, 2019): 1–16. http://dx.doi.org/10.1155/2019/7812623.
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A new anchorage system is proposed having a circular bearing plate and curvature between the bearing plate and the anchor head to improve stress concentration. A lid with a screw instead of the grouting method is also proposed to prevent moisture penetration. The details of the anchorage device have been chosen to reduce stress concentration based on the finite element analysis. Static load test, load transfer test, and hydrostatic test of fabricated devices were carried out according to ETAG 013 to evaluate the proposed design. As results, the anchorage slip and stabilization satisfied the recommendations of ETAG 013. The maximum load in the load transfer test was at least 1.1 times the ultimate tendon strength. The results of the hydrostatic test showed that the developed anchorage device is watertight to protect against corrosion. As a result of bursting force test, it was confirmed that the proposed anchorage device has more advantages than the conventional rectangular anchorage devices in terms of stress distribution.
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Shenghua, Zhang, and Huang Ying. "Performance Test of OVM Anchorage and Coupling." Prestress Technology 3, no. 05 (1999): 2–3. http://dx.doi.org/10.59238/j.pt.1999.05.001.
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Manea, A. M., M. D. Iozsa, C. Stan, and A. Ioniţă. "Finite element analysis for testing safety-belt anchorages." IOP Conference Series: Materials Science and Engineering 1235, no. 1 (March 1, 2022): 012048. http://dx.doi.org/10.1088/1757-899x/1235/1/012048.
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Abstract The passive safety of the vehicle is ensured by designing optimized restraint systems to protect the occupants during the accident. The safety-belts have the role of restraining the occupants of the car on the seat during an impact or in the event of a rollover. Their retention prevents or minimizes the impact between the occupants and the interior components of the passenger compartment. Two simplified models of seat structures are proposed to determine the strength of the safety-belts anchorages. The test of the anchorage for safety-belts of the two seat models is performed in accordance with Regulation no. 14 UNECE. For the two seat models, a three-dimensional resistance structure was made. The 3D models of the seats were inserted in the FEA software. The analysis of the models is done by the finite element method with the Static Structural module of the FEA software. A tensile force is applied during the test on the safety-belts anchorages. The traction force shall be applied in the direction corresponding to the seating position, at an angle of 10°±5° above the horizontal, in a plane parallel to the median longitudinal plane of the vehicle. During the tests the safety-belt anchorages shall withstand the entire period of application of the traction force and the upper safety-belt anchorage shall not be displaced during the test forward of a transverse plane passing through the R point of the seat.
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He, Xinrong, Guowei Li, Sidi Kabba Bakarr, Jiantao Wu, and Wei Yu. "Comparative Test on the Bond Damage of Steel and GFRP Bars Reinforcing Soft Rock Slopes." Applied Sciences 11, no. 23 (November 24, 2021): 11161. http://dx.doi.org/10.3390/app112311161.
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Soft rock slopes were anchored with traditional steel bars and new Glass Fibre Reinforced Polymer (GFRP) bars. The difference in the anchorage performance of the two kinds of anchorage elements in soft rock and expansive soil was studied by an in-situ test. The results show that cyclic load can aggravate the bond damage of the interface between grouting body and both kinds of bars used in soft rock. Compared with the number of cyclic loads applied, the previous maximum load is the main factor that influences the bond damage of the anchorage bar. Under constant loading, the interface bond behaviour of GFRP bar is better than the steel bar. Because of the small difference in elastic modulus between the GFRP bar and the grouting body, the interface bond around the GFRP bar can invoke more resistance of the grouting body efficiently which demonstrates its more effective anchorage performance than the steel bar under the same conditions. The anchorage structure of steel bar in soft rock can generate larger interfacial relative displacement with increasing load than the GFRP bar in the anchorage section, even though the elastic modulus of steel is much larger than GFRP. In the expansive soil, the anchorage structure deformations of steel and GFRP bars are almost the same because of the weaker bond at the interface of the grouting body and the surrounding soil than that of the bar interface. Under the ultimate loading of the anchorage structure in soft rock, the steel bar with 450 MPa which is less than its ultimate strength shows the failure of the bar body pulling-out, and the GFRP bar with 508 MPa which is larger than its ultimate strength shows the failure of the bar body by fracture. The steel bar anchorage structure in soft rock is destroyed at the interface around the grouting body. The results show that the GFRP bar performs more efficiently than the steel bar.
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Mu, Jian Chun, Hui Feng Xi, Yong He Wu, Sheng Qiang Li, and Guo Hui Yang. "Numerical Simulation Analysis of Pullout Test of Planting Steel - A New Reinforcement Technique." Advanced Materials Research 163-167 (December 2010): 3739–44. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.3739.
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The paper proposed a new reinforcement technique-planting steel technique. By numerical simulation analysis of planting steel, the load – slip curve, the load – stress curve and others were obtained. Meanwhile, ultimate bearing capacity of angle was calculated, and the ultimate bearing capacities with the same model at different anchorage depths were compared. With the anchorage depth increased, the ultimate bearing capacity increased too. But while the anchorage depth increased to a certain value, the ultimate bearing capacity no longer increased. All these provided a theoretical basis for the engineering application of planting steel technique.
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Huang, Bo, Anyang Wu, Shuang Zhang, Jiawei Wang, Bing Cao, Yihan Du, and Yue Zhang. "Design and Mechanical Properties of Flat Anchorage Limit Plate." Applied Sciences 13, no. 9 (May 3, 2023): 5638. http://dx.doi.org/10.3390/app13095638.
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To address the safety problems caused by clips being squeezed by jacks and wire slipping in the tensioning process of flat anchorages, we designed a limit plate to be used with a flat anchorage, and we studied the mechanical properties of the anchorage system after adding the limit plate through numerical simulation. Lastly, the limit plate was created and applied in a practical engineering scenario to test its safety performance. The results showed that the newly designed limit plate changed the butt position of the jack during tension, increased the hole distance, and hid the clips in the hole position of the limit plate, thus mitigating the safety hazard caused by the narrow surface tension construction in practice. The limit plate alleviated the stress concentration on the anchorage, and the extreme stress value decreased by 10–13%. Adverse effects, such as stress concentration caused by tension, were transferred to the replaceable limit plate, thus improving the reliability of the flat anchorage. The symmetrical tensioning scheme represented by sequential tensioning of holes 1, 4, 2, 5, and 3 is recommended, which produced the lowest extreme stress value of 685.55 kPa, which is 22.42 kPa lower than the maximum value of various other schemes.
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Li, Shao Jun, Xia Ting Feng, and Bing Rui Chen. "Stress Testing of Individual Steel Strands in a Multiple-Cable Single Borehole Anchorage for Geotechnical Engineering." Key Engineering Materials 340-341 (June 2007): 1351–56. http://dx.doi.org/10.4028/www.scientific.net/kem.340-341.1351.
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Multiple-cable single borehole anchorages are widely used in China, accepted and regarded as a very effective method for slope protection, landslide remediation and foundation ditch support. This paper presents a new method for testing tensional stresses of individual steel strands within anchor cables in single boreholes. A rig has been designed to permit testing of cables within a single borehole, including two special features: a metal plate that distributes tension between strands of a cable and a sensing device that measures the stress in each individual strand. The feasibility of the method has been demonstrated by an in situ tensional stress test on anchor cables at a landslide remediation site that successfully measured the forces on individual steel strands fastened to different anchorage segments within a borehole. The steel cable strands displayed nonlinear extension characteristics; and the length of anchorage segments and grout strength met design criteria. The results confirm that this design of anchorage is satisfactory and can provide valuable data for future design and construction.
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Choi, Hyun Ki. "The Effect of Anchorage Strength with Anchorage Capacity in Flat Plate." Key Engineering Materials 627 (September 2014): 245–48. http://dx.doi.org/10.4028/www.scientific.net/kem.627.245.
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The punching shear on the flat plate slab-column connection can bring about the reason of the brittle punching shear failure which may result of collapsing the whole structure. From the development of residential flat plate system, the shear reinforcement is developed for preventing the punching shear. This study proposed 3 reinforcements that are increased to bond capacity using lateral bar, the structure test is performed. As performed test result, because slabs not keep enough bond length, slab is failed before shear reinforcement's yield strength duo to anchorage of slip. According to result, FEM analyzed an effect of slab thickness and concrete compressive. The study suggests shear strength formula that possible a positive shear reinforcement in slab-column connection.
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Zhang, Si Feng, Long Zhang, Lin Li, and Xiu Guang Song. "Study on the Interfacial Shear Stress Distribution Characteristics of Geotechnical Prestressed Anchorage Structure." Advanced Materials Research 919-921 (April 2014): 773–76. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.773.
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The ultimate bearing capacity of prestressed anchorage structure is directly related to the interfacial shear stress distribution characteristics of the inner anchorage section. Firstly, the axial stress distribution characteristics of the inner anchorage section for the geotechnical prestressed anchorage structure under tensile load are further studied by indoor similarity model test, and the corresponding fitting formula is established. Based on this result and the force equilibrium conditions of rod body’s micro-segment, the rod body interfacial shear stress distribution characteristics formula is also derived, which fits well with the results of the indoor model test. The research achievements have important significance for the further study on stress distribution characteristics of the inner anchorage section.
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Pokorný, P., J. Čech, P. Tej, and M. Vokáč. "The influence of total reinforcement anchorage length on misinterpretation of the impact of hot-dip galvanised steel corrosion on its bond strength with concrete." Koroze a ochrana materialu 60, no. 1 (March 1, 2016): 13–20. http://dx.doi.org/10.1515/kom-2016-0003.
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Abstract To begin with, the intorduction of this paper summarises literature sources that wrongly interpret results of the bond strength between hot-dip galvanised reinforcements and concrete. The influence of the total reinforcement anchorage length on the bond strength results assessment was studied in detail. The numeric analysis of beam models with various testing anchorage lengths (the analysis input data comprised the results of previous bond strength tests carried out in a laboratory) unambiguously confirmed that when the bond strength between concrete and hot-dip galvanised reinforcement with a sufficient test anchorage length is tested in a beam test, the negative impact of the coating corrosion on bond strength with concrete may be biased. It is more objective to test bond strength with concrete in a pull-out test where a very short test reinforcement anchorage length is set out as a standard.
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Li, Haifeng, Kun Wang, Zizhang Dong, and Tao Liu. "Study on Anchorage Performance of New High-Strength Fast Anchorage Agent." Applied Sciences 12, no. 17 (August 25, 2022): 8494. http://dx.doi.org/10.3390/app12178494.
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To achieve the efficient, rapid construction of prestressed anchor cables, in this study, through an indoor pull-out test and field basic test, we investigated the mechanical behavior, expansion, drawing performance and bond properties of a new type of high-strength, fast anchorage agent. We analyzed the influence of the water material ratio and curing time on its performance and determined the corresponding construction. It was found that the new anchoring agent could be effectively applied in field construction and achieved a compressive strength of 30 MPa within 30 h. Moreover, during the solidification process, the hydration reaction node could be reached within 5–6 h when the material expansion was and the feedback to the water–material ratio were the strongest. In addition, in the drawing process, the anchorage agent exhibited a strong bond with the reinforcement and the rock layer, and the bonding of the anchorage agent to the rock layer was greater than that of the steel bar. Therefore, in order to provide anchorage, it is necessary to increase the contact area between the steel strand and the anchorage agent.
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K, Padmanabham, and Rambabu K. "Static Pullout Tests on Retrofitted Anchorage System in Concrete Using Supplementary Reinforcement." Saudi Journal of Civil Engineering 6, no. 4 (April 15, 2022): 79–94. http://dx.doi.org/10.36348/sjce.2022.v06i04.004.
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This paper presents experimental results of retrofitted anchorage system of structural concrete by using Post-Installation of Supplementary Anchorage (PISA) as a implicit strengthening measure and to improve the nonlinear performance of conventional anchorage system in hardened concrete. A total sixty specimens of M25 grade concrete (150x150x300mm) with two different size of rebar anchorage of 12mm, 16mm and five different configuration of conventional anchorage system was retrofitted by PISA technique is verified under direct tension pullout quasi static loads. The configuration of anchorage comprised by straight bar (A1), 90degree bend (A2), 180degree hook (A3), single head bar (A4) and double head bar (A5). The test parameters considered are bond strength, ductility, stiffness and bar-slip and test variables are configuration of anchorage, size of rebar and presence of supplementary steel. The obtained results validated by ANSYS modeling. This study concludes that a considerable improvement of nonlinear parameters such as ultimate load (3-8%), stiffness (4%-17%), ductility (16%-52%) and concrete contribution (6%-23%) by using PISA technique.
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K, Padmanabham, and Rambabu K. "Static Pullout Tests on Retrofitted Anchorage System in Concrete Using Supplementary Reinforcement." Saudi Journal of Civil Engineering 6, no. 4 (April 15, 2022): 79–94. http://dx.doi.org/10.36348/sjce.2022.v06i04.004.
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This paper presents experimental results of retrofitted anchorage system of structural concrete by using Post-Installation of Supplementary Anchorage (PISA) as a implicit strengthening measure and to improve the nonlinear performance of conventional anchorage system in hardened concrete. A total sixty specimens of M25 grade concrete (150x150x300mm) with two different size of rebar anchorage of 12mm, 16mm and five different configuration of conventional anchorage system was retrofitted by PISA technique is verified under direct tension pullout quasi static loads. The configuration of anchorage comprised by straight bar (A1), 90degree bend (A2), 180degree hook (A3), single head bar (A4) and double head bar (A5). The test parameters considered are bond strength, ductility, stiffness and bar-slip and test variables are configuration of anchorage, size of rebar and presence of supplementary steel. The obtained results validated by ANSYS modeling. This study concludes that a considerable improvement of nonlinear parameters such as ultimate load (3-8%), stiffness (4%-17%), ductility (16%-52%) and concrete contribution (6%-23%) by using PISA technique.
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Yao, Guowen, Xuanbo He, Hong Long, Jiangshan Lu, and Qianling Wang. "Corrosion Damage Evolution Study of the Offshore Cable-Stayed Bridge Anchorage System Based on Accelerated Corrosion Test." Journal of Marine Science and Engineering 11, no. 5 (April 22, 2023): 896. http://dx.doi.org/10.3390/jmse11050896.
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The cable-stayed bridge anchorage system is prone to serious corrosion problems in the offshore environment, threatening its service safety. Based on the copper accelerated salt spray (CASS) test, the anchorage system was subjected to accelerated corrosion and then dissected along the axial direction to study the corrosion damage evolution of the internal structure. This revealed the evolution of corrosion damage in the anchorage system of offshore cable-stayed bridges. The results show that in the offshore environment, a large number of corrosion factors enter the interior of the cable anchorage system through the splicing seam at the junction of the anchor cup and the connecting barrel, and spread to both ends, thus causing corrosion damage to the anchor cup, connecting barrel, filling medium and cable steel wires. Inside the cable of the anchorage system, cross-sections with a higher corrosion level on the outer circle steel wires will also have a higher overall corrosion level. The outer circle steel wires are less able to meet the strength requirements, because they withstand most of the corrosion effects, and the corrosion pits on the surface of the steel wires will render them much weaker than the design tensile strength and fracture. After the CASS test, the ductility of cable steel wires decreases from the inner circle to the outer circle, and the higher the corrosion level of steel wires, the more obvious the brittle indications; the steel wires tend to undergo brittle failure. In the design and manufacture of the cable-stayed bridge anchorage system, special attention should be paid to the corrosion protection of the splicing seam, as well as the corrosion condition and residual strength of steel wires in the outer circle of the cable, to delay the degradation of the mechanical properties and brittle damage of the anchorage system.
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Zhou, Xin Gang, Hua Fang, Jun Yin Yan, and Peng Zhu. "The Study on Bond and Anchorage Behavior of RC Flexural Members with Inorganic Adhesive Powder." Applied Mechanics and Materials 166-169 (May 2012): 1696–701. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1696.
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To study the anchorage performance of the inorganic post-installed RC flexural members in flexural test, this paper simulates the stress state of the inorganic post-installed RC flexural members in practical projects. Through cyclic loading test, the anchorage performance of the inorganic post-installed RC flexural members in the bending tensile conditions is checked. This paper studies the anchorage performance of the post-installed steel at the state of bending tension, such as: adhesion stress, bond-slip relationship, the load carrying capacity, deformation behavior of the flexural member, and compare with those of normal member. The result indicates that with anchorage length of 20D in flexure member, the load carrying capacity of the inorganic post-installed reinforced concrete is apparently worse to those of normal members under repeated loading test; In case that anchorage length is invariable, load carrying capacity can be significantly enhanced through improving the concrete strength level. The anchorage zone is easily damaged, and the steel is easily slipped, which result in the decrease of the load carrying capacity, so some measures must be taken if inorganic adhesive powder is used in practical projects.
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QARIZADA, Abdul Majeed, and Yusuf SÜMER. "EFFECT OF MECHANICAL ANCHORAGE IN HEAT TREATED BEAMS RETROFITTED WITH CFRP." INTERNATIONAL REFEREED JOURNAL OF ENGINEERING AND SCIENCES, no. 15 (2021): 0. http://dx.doi.org/10.17366/uhmfd.2021.15.8.
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Aim: Locally deformed beams and girders could be temporarily repaired by heat treatment but this practice causes the decrease in the load capacity of the member. Besides, fiber reinforced polymer strips could be used to gain a permanent retrofitting solution for the deformed elements. Method: In this study initially the behavior of heat treated IPE-80 beam strengthened by Carbon Fiber Reinforced Polymer (CFRP) strips bonded with epoxy is observed. This practice causes a significant increase in the load capacity but it is also being observed that epoxy scatters earlier, which does not allow the CFRP to resist much more load. Scaled steel IPE80 beams are selected and they are subjected to three-point bending test. Load-deflection behavior is recorded for each test and conclusions are derived by comparing the results. Conclusion: Preliminary laboratory experiments on shell plates shows that using anchorage by employing bolt has better results compare to those observed by using anchorage made by CFRP fabric only. This study suggests implementation of anchorages through bolts or CFRP fabrics along with epoxy bonding to retrofit the heat treated elements.
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Zhang, Qing Hua, Chuang Cui, Qiao Li, and Bing Bai. "Study on Fatigue Features of Box-Shaped Cable-Girder Anchorage for Cable-Stayed Bridges with Steel Box Girders by Model Test." Applied Mechanics and Materials 423-426 (September 2013): 1259–67. http://dx.doi.org/10.4028/www.scientific.net/amm.423-426.1259.
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With heavy stress concentration, the fatigue of cable-girder anchorage is one of the most important issues to be considered for the design of long-span cable-stayed bridges. The cable-girder anchorage of the Sutong Bridge taken as subject investigated, the design of experiment model, the determination of fatigue load range and the mechanical features of main components are investigated. The fatigue safety of the cable-girder anchorage in design life and limit life are verified by model test. The results indicate that the accurate simulation of mechanical characteristics and boundary condition of the actual structure can be achieved by the triangular design scheme of the model test with vertical column. The load transfer mechanism of main components of cable-girder anchorage differs notably. The stress concentrations in web plates and bottom plates are predominant. Overall, Sutong Bridge cable-girder anchorage is a reasonable design, and fatigue performance can meet with the design requirements.
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Zhang, Ling Mei. "Study on the Full Scale Model Test for Pylon Segment of Cable-Stayed Bridge." Applied Mechanics and Materials 361-363 (August 2013): 1362–65. http://dx.doi.org/10.4028/www.scientific.net/amm.361-363.1362.
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Anchorage zone of tower is a key part of cable-stayed bridge. Some factors such as powerful local concentrated forces, anchor forces from prestressed steels and weaken factors from hole make this area in complicated states. Analysis of strength performance at the anchorage zone of cable-stayed bridge tower has been attracted attention in bridge engineering. Full-scale model test and force analysis was carried out when a typical cable-stayed bridge was selected as the research object. Three stress states of anchorage zone are consider, that is under prestressing, under cable forces in completion state and under maximum cable force. Analysis of stress distribution and force transmission route in these states will provide a scientific basis for design and research work for the future.
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Wang, Haitao, Minghua Cui, Kun Ren, and Haoyu Sun. "Nonlinear Finite Element Analysis of Bonding Behavior of Corroded Mortar Anchor under Dynamic Load." Electronic Journal of Structural Engineering 22, no. 3 (October 28, 2022): 46–55. http://dx.doi.org/10.56748/ejse.223273.
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The connection between reinforcement and mortar was established through the surface-to-surface contact method. The transient dynamic Full method was adopted for dynamic loading solution. The numerical analysis model for the bonding performance of corroded mortar bolts under dynamic load was established. The numerical analysis results were compared with the test results for verification. The bond properties of the anchorage interface under the conditions of different mortar protection thickness, anchorage length and corrosion rate were analyzed. The results show that the numerical simulation results are in good agreement with the test results. The numerical model can analyze the bonding performance of the corroded mortar bolts. Within a certain limit, the bond stress is positively correlated with the thickness of the mortar protective layer.The larger the anchorage length is, the greater the bonding stress at the loading end will be, and the more uneven the distribution of bonding stress in the anchorage segment will be. However, when the anchorage length reaches a certain value, the continuous increase of anchorage length will have no obvious effect on the improvement of its bonding performance, so there is an optimal anchorage length. With the increase of the corrosion ratio, the bonding stress peck decreased gradually.
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Luo, Xinyang, Ping Cao, Taoying Liu, Qingxiong Zhao, Gang Meng, Zhi Fan, and Weiping Xie. "Mechanical Behaviour of Anchored Rock Containing Weak Interlayer under Uniaxial Compression: Laboratory Test and Coupled DEM–FEM Simulation." Minerals 12, no. 4 (April 17, 2022): 492. http://dx.doi.org/10.3390/min12040492.
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The reason for instability in a rock mass with a weak interlayer is not only the sliding failure of the rock interlayer structural plane but also the tip crack propagation caused by the stress concentration at the tip of the interlayer. In this study, a uniaxial compression test of an anchored rock mass with a weak interlayer was carried out to determine the influence of the anchorage on the failure pattern and the strength of samples with different interlayer dip angles. In addition, the coupled DEM–FEM numerical simulation method was used to study the internal stress evolution of the sample and the stress distribution of the anchor under the anchorage effect. The results showed that the anchorage effect on reinforcement and strength enhancement was greatest for the sample with an interlayer dip angle of 30°. Under the anchorage effect, crack initiation was limited and there was more shear failure in the samples. The reinforcement range of the anchorage effect for anchors with restrained ends was larger than for anchors with free ends. When the rock–anchor interface was unbonded, the effect of the free-ends anchor reflected the residual friction, but the restrained-ends anchor still worked by limiting the lateral expansion of the rocks. The stress values and deformation of the anchors decreased gradually with an increase in dip angle.
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Pei, Xiao, Ying Zhu, Qian Chen, Chengshun Zhou, and Li Zeng. "Load transfer test of prestressed reinforcement anchorage zone -- Discussion on safety of prestressed anchorage zone II." Prestress Technology 16, no. 02 (2012): 14–20. http://dx.doi.org/10.59238/j.pt.2012.02.004.
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Shin, Sung Woo, Kang Sik Kim, and Kwang Soo Lee. "Shear Characteristics of Large Anchorage System." Applied Mechanics and Materials 284-287 (January 2013): 1273–79. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1273.
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Large anchorage system with anchor bolt exceeding 50mm of bolt diameter or effective embedment depth deeper than 635mm is usually used in nuclear concrete structure, but shear design criteria for large anchorage system is not clearly addressed by ACI 349-06 Appendix B (ACI 349, 2006). Therefore, to find out the shear characteristics of large anchorage system, 24 prototype specimens were manufactured and tested by ASTM E 488. Test variables are anchor bolt diameter( do= 63.5, 76.2, 88.9mm), effective embedment depth ( hef= 635, 762mm), and edge distance( c1=381, 508, 762mm). Concrete compressive strength was constant.( f'c= 38MPa) and anchor bolt(steel), high strength anchor bolts of ASTM A 540 class B were used. Test results as follows : Shear strengths calculated by ACI 349-06 and CCD method overestimate shear strength of large anchorage system exceeding 50mm of bolt diameter(do ). As the edge distance(c1 ) increased, the shear breakout fracture force increases. Anchor bolt diameter(do ) and effective embedment depth(hef ) have little influence on shear strength of large anchorage system, but edge distance(c1 ) is more related with shear strength of large anchorage system.
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Zhuge, Ping, Su Wei Hou, Shi Zhong Qiang, and Ming Hu Liu. "Theoretical Assessment of FRP Tendon Wedge Anchorage System." Advanced Materials Research 168-170 (December 2010): 1006–9. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1006.
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In order to improve designing and well understanding the working mechanism for fiber reinforced polymer (FRP) tendon wedge anchorage system (FWAS), a theory for solving the anchorage system was presented in this paper. A designing guidelines of anchorage system was established. The theory was checked by comparing the analytical and test results of a Carbon FRP tendon anchrage system. Effect of presetting load and friction coefficient of sleeve-FRP tendon interface on anchorage performance were evaluated by the theory. The results show that, The theory was proved to be correct, it can be used to predict the carrying capacity of FWAS, and it can calculate the stress and transverse displacement of any point of the anchorage system. The presetting load and friction coefficient of sleeve-FRP tendon interface have great impact to anchorage performance.
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Sun, Shu Hong, Xue Song Zhang, and An Bang Gu. "Study and Model Test on the Anchorage Area for Chongqing Jiayue Bridge’s PC Box Girder." Advanced Materials Research 243-249 (May 2011): 1597–604. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1597.
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The research work is described about the numerical analysis and reduced scale prototype model test of Chongqing Jiayue Bridge’s PC beam, which has some special structure details. The structure’s practicality of the PC box girder’s anchorage is demonstrated through computing, at the same time, the security of the anchorage undertaking kiloton force is experimented by test. Some conclusions and suggestions are drowning through such research work which are helpful to design and construction.
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Zhang, Si Feng, Xiu Guang Song, and Yan Mei Li. "Experiment Study on the Durability of Geotechnical Prestressed Anchorage Structure under Cyclic Loading." Applied Mechanics and Materials 90-93 (September 2011): 201–7. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.201.
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Based on the analysis of the pretension force influence factors for geotechnical prestressed anchorage cables that are used in a practical engineering, the cyclic loading characteristics of prestressed force long-term variation is revealed, and the conception of large and small cycles of prestressed force variety are also put forward. Based on these analysis, a device for the fatigue failure test and the corresponding test methods are manufactured and developed to analyze the durability problem of the inner bond section of prestressed anchorage structure under repetitive loading and cyclic loading. In the experiment, the means of indoor similar model test is adopted, in which the different loading scheme and loading amplitude were taken into account. According to the test results, the fatigue failure regularities of inner bond section for geotechnical prestressed anchorage structure are revealed.
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K, Padmanabham, and Rambabu K. "Experiment Program on Retrofitted Anchorage System under Impact Loads." Saudi Journal of Civil Engineering 6, no. 3 (March 28, 2022): 26–39. http://dx.doi.org/10.36348/sjce.2022.v06i03.001.
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This study aims to evaluate the strength and performance of retrofitted anchorage system in concrete under impact loads. A novel technique called “Post Installation of Supplementary Anchorage” (PISA) is introduced to retrofit five different configurations of rebar anchorage system used in concrete. The configurations of rebar are straight bar (A1), 90 degree bend (A2),180 degree hook (A3), single head (A4) and double head (A5) bars which was retrofitted by supplementary steel reinforcement. Direct tension pullout loads are applied on 60 anchorage specimens (each 30 of conventional and retrofitted) casted with M25 grade concrete. The boundaries of tested specimens were followed by strut-and-tie analogy. The rebar anchorage tested at 1.58, 1.52 impact factor using two different bars of 12mm and 16mm diameter respectively. The deterministic characteristics of test parameters are normal strength, bond strength, ductility, and slip of anchorage at ultimate load. The test variables are rebar configuration, size of anchored bar, and presence of supplementary steel. The results validated by nonlinear finite element based ANSYS modeling. A good agreement of results between experiment and model analysis was observed. Also a considerable improvement of nonlinear characteristics of retrofitted anchorage such as ultimate load (3%-6%), bond strength (1%-6%), ductility (3%-4%), concrete contribution (20%-32%), bar slip (8%-48%) and crack width (30%-42%) was obtained. This study promotes useful information to retrofit non-engineered anchorage system by PISA technique. Application of this technique may further extended to retrofit discrete regions of concrete elements such as bracket connection, corbel projection and beam-column joint subjected to impact loads.
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Tsuboi, Masayuki, Yohichi Doi, and Shigeyoshi Imaizumi. "Evaluation Field Test for Anchorage Ability of Geosynthetics Liners." Proceedings of geosynthetics symposium 11 (1996): 26–36. http://dx.doi.org/10.5030/jcigsjournal1995.11.26.
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Du, Changjiang, Yunpeng Cong, Gang Li, and Zeyang Tian. "Research on simulation fixture for seat anchorage strength test." Journal of Physics: Conference Series 1419 (December 2019): 012048. http://dx.doi.org/10.1088/1742-6596/1419/1/012048.
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Detter, Andreas, Steffen Rust, and Oskars Krišāns. "Experimental Test of Non-Destructive Methods to Assess the Anchorage of Trees." Forests 14, no. 3 (March 8, 2023): 533. http://dx.doi.org/10.3390/f14030533.
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More than 280 trees were uprooted in winching tests monitored by high resolution inclinometers at the base of the trees and a forcemeter mounted in the winching line. The dataset comprises trees growing on different urban and forest sites in Europe and North America and mainly consists of fifteen widespread tree species. For the first time, a large number of trees were measured non-destructively prior to uprooting failure, as commonly practiced by consulting arborists in static load tests. With these tests, the bending moment required to cause 0.25° root plate inclination (rotational stiffness) was determined and used to predict the strength of the root system from equations described in two evaluation methods currently used in arboriculture. The predictions were tested against the measured anchorage strength, i.e., the maximum bending moment that was required to uproot the trees. Both methods delivered good estimates, which indicates that rotational stiffness at 0.25° inclination of the stem base is a suitable proxy for anchorage strength. Both equations can be considered valid for assessing the likelihood of uprooting failure, as they systematically underestimate and rarely overestimate the actual resistance to failure of a tree’s root system. As a trend, the differences between predicted and measured anchorage strength were larger for small trees, for which the resistance of the root system was overcome at larger inclination angles. While the quality of the predictions differed for species, it did not differ between sites. The angles of stem inclination at which the anchorage strength was overcome for all trees in our dataset support models for the mechanics involved in uprooting failure that previously have been described only for conifers with a shallow root system.
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Jung, Hyung Suk, Hyun Ki Choi, Chang Sik Choi, and Joo Hong Chung. "Structural Performance of Exterior Beam-Column Joints with Large Diameter Headed Bars." Key Engineering Materials 754 (September 2017): 337–40. http://dx.doi.org/10.4028/www.scientific.net/kem.754.337.
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Generally, a conventional standard hook is used for the reinforcement's anchorage. However, this results in steel congestion, and it makes fabrication and construction difficult. Using a headed bar offers a potential solution for these problems and may also ease fabrication, construction and concrete placement. But, in current design code of the headed bar, it had limitation about the yield strength and the diameter of rebar etc. It hard to use the large diameter headed bar in the reinforced concrete structure. This paper presents the cyclic responses of four reinforced concrete exterior beam-column joints, which are anchored with large diameter headed bars or hooked bars. To evaluate the anchorage capacity of large diameter headed bars, specimen variables were set with anchorage detail, side cover thickness of concrete, and transverse reinforcement. Also, structural performance of beam-column joints is evaluated and compared with each other. The behavior of joints with headed bars are as good as, or better than those companion joints with 90-degree hooked bars. Test results show that the large diameter headed bar has enough anchorage capacity in exterior beam-column joints. Test results show side cover of concrete improved the anchorage capacity of the bars and transverse reinforcement enhanced the anchorage capacity and ductility of joints.
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Sun, Yamin, Kuihua Mei, Shengjiang Sun, Tao Wang, and Xiang Ren. "Optimal Design of a Novel Composite Anchorage for Carbon-Fiber-Reinforced Polymer (CFRP) Tendons." Polymers 14, no. 10 (May 17, 2022): 2048. http://dx.doi.org/10.3390/polym14102048.
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In this study, we proposed a novel composite anchorage that considers the anchoring performance and dimension simultaneously. The design concept of this composite anchorage was first introduced, followed by comparison with the traditional inner-cone bond-type anchorage and traditional composite anchorage through theoretical and experimental methods. Then, a parametric study was conducted to determine the influence of different parameters on the anchoring performance, and the optimal design parameters were recommended according to the finite element (FE) and test results. Finally, the practicability of the optimal design parameters were validated through experiments on the anchorage with multiple CFRP tendons. Results showed that the novel composite anchorage could improve the anchoring performance compared with the traditional inner-cone bond-type anchorage by promoting increased anchorage efficiency by 60.4% and, with an ideal failure mode of tendon rupture. Moreover, the novel composite anchorage had smaller dimensions and avoided the presence of a vulnerable position at the junction of the mechanical and bond parts compared with the traditional composite anchorage. In addition, a group of optimal design parameters of this composite anchorage with a pre-tightening force of 130 kN, an inclinational differential angle of 0.1°, an inclination angle of 2.9°, and an embedded length of 30 d~40 d were proposed. The composite anchorage with five CFRP tendons designed with the proposed parameters failed with the rupture of the tendons and exhibited an anchoring efficiency of 1.05. This result showed that the optimal parameters were suitable for this novel composite anchorage to grip multiple tendons. This study can provide an experimental and theoretical basis for designing large-tonnage anchorage for multiple FRP tendons used as hangers or cables in real bridges.
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Fang, Chang Yu, and Yao Ting Zhang. "Model Test and Structural Behavior Analysis for Cable-Pylon Anchorage Zone of Cable-Stayed Bridge." Advanced Materials Research 368-373 (October 2011): 495–500. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.495.
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In long-span cable-stay bridges, anchorage zone of cable-pylon is a key part to transfer cable force to pylon. Because of local concentrated force, irregular pylon section and complicated construction measures, a general mechanical analysis is unable to reflect actual stress distribution and working performance of anchorage zone. Based on Maling River Bridge in Guizhou province, China, clear finite element analysis and reliable full-scale model test for cable-pylon anchorage zone segment were carried out. Not only were design of model test and loading program introduced, but also test content and sensor arrangement were documented. In addition, details of finite element modeling were involved too, such as mesh generation, boundary condition and loading cases. Through comparison and analysis of stress increment and crack observation, the location where larger local tensile stress occurred was obtained. Corresponding anti-cracking load coefficient and safety coefficient of crack width were also presented. Parts of research findings have been used for the guidance of bridge construction.
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Yu, Xiao Lin, Bu Yu Jia, Wei Feng Wang, and Quan Sheng Yan. "Full-Scale Model Test for Anchorage Zone of Pylon of Cable-Stayed Bridge." Applied Mechanics and Materials 238 (November 2012): 728–32. http://dx.doi.org/10.4028/www.scientific.net/amm.238.728.
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In this paper, the construction technology for main pylon of cable-stayed bridge is researched through test of full-scale model of anchorage zone of pylon of Guangzhou Bridge. Stress distribution and deformation condition of model under prestressed tendons and cable force are analyzed. Numerical simulation on this anchorage zone model is carried out. By comparing FEM results to the test results, some important conclusions are drawn out and give some advices to the optimum design of the bridge pylon. Parts of the achievements have been applied to actual bridge work and obtained successful engineering experience.
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Li, Fangyuan, Wenhao Li, Shaohui Lu, and Yin Shen. "Development of a Prestressing CFRP Laminate Anchorage System and Bridge Strengthening Application." Advances in Materials Science and Engineering 2019 (September 30, 2019): 1–9. http://dx.doi.org/10.1155/2019/3503898.
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For prestressed carbon fiber reinforced polymer (CFRP) tendon anchorage systems to become well established and used on a large scale, practical requirements for structure strengthening may be met by performing a relatively easy anchorage technique using prestressing CFRP laminates. From testing performed on a clip-type CFRP laminate anchorage system developed in our research group, it was revealed that this system could achieve the anchorage efficiency and the relaxation met the requirement of specification. Furthermore, the relevant indices of the anchorage system met the prestressed system standards. A test on the load-carrying capacity of a full-scale model beam demonstrated that the load-carrying capacity of the beam increased by more than 60% after it was strengthened with the anchorage system. The prestressing CFRP laminates and the bridge structure deformed and bore stress as a composite and exhibited excellent operating performance when working together.
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Liu, Xiaohu, Zhishu Yao, Weipei Xue, and Xiang Li. "Development, Performance, and Microscopic Analysis of New Anchorage Agent with Heat Resistance, High Strength, and Full Length." Advances in Materials Science and Engineering 2019 (April 24, 2019): 1–9. http://dx.doi.org/10.1155/2019/4239486.
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To solve the difficult problems of failure of pretensioned bolt supports under high ground pressure and temperature, a new kind of anchorage agent with excellent performance is developed. First, the selection and compounding of raw materials were conducted. The new anchorage agent was obtained by modifying the PET resin by mixing with a phenolic epoxy vinyl ester resin (FX-470 resin) and adding a KH-570 silane coupling agent. Then, the viscosity, thermal stability, compressive strength under different temperatures, and anchorage capacity of the new anchorage agent were tested. Moreover, the best proportion ratio of anchorage agent by mixing resin : coarse stone powder : fine stone powder : accelerator : curing agent : KH-570 = 100 : 275 : 275 : 1 : 32.5 : 1 is obtained. The test results showed that, with the addition of a KH-570 silane coupling agent, the viscosity decreased significantly, thereby solving the difficult technical problems of pretensioned bolt supports in full-length anchorage support. Compared with the conventional anchorage agent, the compressive strength of the new anchorage agent increased by 20.4, 82.5, 118.2, and 237.5% at 10, 50, 80, and 110°C, respectively, and the anchorage capacity increased by 4.7, 8.7, 40.2, and 62.9% at 30, 50, 80, and 110°C, respectively. Finally, the enhancement in compressive strength and heat-resistant mechanism are revealed through microanalysis.
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Zha, Zhi Xiang, Wei Peng, and Xi La Liu. "Experimental and Numerical Simulation Study on the Shear Stress for the Interfaces of Anchorage Type Structures." Advanced Materials Research 163-167 (December 2010): 1325–28. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1325.
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A laboratory test of anchor pull-out model under plane-strain condition on the shear stress transfer for the interfaces of anchorage type structures was carried out in this paper. The results of test were verified by corresponding numerical simulation model. It was proved that the pull-out experimental model under plane-strain condition was an effective model used to research the working mechanism of anchorage structure.
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Zheng, Yi, Jian Zhang Chen, and Ke Chao Zhang. "Research on Transverse Prestress Mechanical Properties Experiment of PC Box Girder." Advanced Materials Research 912-914 (April 2014): 757–60. http://dx.doi.org/10.4028/www.scientific.net/amr.912-914.757.
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In view of the PC box girder transverse prestress tendon, the factors and the development of tension prestress performance affecting factors were analyzed. Experiment program of prestress tendon performance was designed. Test for steel wire and anchorage of transverse tendon were carried out. The performance data of steel strand and anchorage were tested. The transverse prestress steel beam pattern based on work performance test was analyzed.
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Clemente, Roberta, Luca Contardo, Christian Greco, Roberto Di Lenarda, and Giuseppe Perinetti. "Class III Treatment with Skeletal and Dental Anchorage: A Review of Comparative Effects." BioMed Research International 2018 (July 2, 2018): 1–10. http://dx.doi.org/10.1155/2018/7946019.
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Objectives. This review addresses the comparative effects of skeletal anchored maxillary protraction (MP) versus dental anchored MP. Materials and Methods. The studies retrieved had to have both test and control groups treated by the use of a facemask with or without the use of skeletal anchorage though either (palatal/buccal) maxillary or mandibular miniscrews/miniplates, respectively. Results. Nine articles were included. Dentoalveolar changes were seen in all the studies. In particular, a significant proclination of the upper incisors was documented in the group treated with a dental anchorage facial mask, as compared to that treated with skeletal anchorage. Comparing the two methods, almost all the studies indicated a greater maxillary advancement in the group treated with skeletal anchorage. Conclusions. Therapies with skeletal anchorage produce greater maxillary protraction, reducing undesirable dental effects.
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Zhang, Si Feng, Jian Xiang Feng, Rui Han, and Zhi Gang Sun. "Experimental Study on the Interface Properties of Geotechnical Anchorage Bolt under Cyclic Loading." Applied Mechanics and Materials 170-173 (May 2012): 1202–6. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.1202.
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Geotechnical prestressed anchorage structures are widely used in high slope, deep foundation pit, dam and other geotechnical reinforcement engineerings. Under the influence of the outside environment, its pretensioned force is not fixed, but presents a kind of approximate closed cyclic loading mode, under which the development and evolution regularity of the interface shear stress for the inner bond section of geotechnical prestressed anchorage structure is directly related to the ultimate bearing capacity and its long-term durability. In the experiment, the means of indoor model test was adopted, in which the different loading scheme and loading amplitude were taken into account and the interfaces mechanical properties of inner bond section for geotechnical prestressed anchorage structures under cyclic loading were studied. According to the test results, the development and evolution regularity of the interface shear strain for the inner bond section is revealed, and the long-term durability of the geotechnical anchorage bolt under cycle loading is put forward.
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Zhang, Burong, and Brahim Benmokrane. "Design and evaluation of a new bond-type anchorage system for fiber reinforced polymer tendons." Canadian Journal of Civil Engineering 31, no. 1 (January 1, 2004): 14–26. http://dx.doi.org/10.1139/l03-062.
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Corrosion resistance, high strength, and advantageous strength-to-weight ratio enable fiber reinforced polymers (FRPs) to have substantial potential to replace steel tendons in prestressed applications. One of the main technical obstacles to wide use of FRPs in the construction industry is the methodology to anchor FRP tendons to achieve their full strength. High tensile to compression and shear strength ratios make it necessary to develop a new anchorage design concept for FRP tendons. This paper gives a literature review of bond-type anchorage systems and the mechanics of stress transfer by bond from FRP tendons to grout and reports an experimental study on a newly developed bond-type anchorage system with carbon fiber reinforced polymer (CFRP) Leadline 8-mm-diameter rods. The test program consisted of nine monotonic tensile tests, two pullout tests, and two proving tests on the anchorage system with Leadline single- or 9-rod tendons. The test results showed that the developed anchorage system with 250-mm bond length ensures full development of the tensile strength of Leadline mono-rod tendons. The bond strength of Leadline 9-rod tendons is 14 MPa for a bond length of 95 mm, 62% of that of mono-rod ones with a bond length of 80 mm. The anchorage system with a 400-mm bond length gives at least 90% of the tensile strength of Leadline 9-rod tendons and also demonstrates an acceptable sustained loading behaviour in accordance with existing codes.Key words: anchorage, bond stress, creep, grout, polymers, rod, slip, tendon.
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Zhan, Yubao, Pengqiang Zheng, Hui Wang, and Qingbiao Wang. "The Influence of Radial Stress on Mechanical Properties of Anchorage Structure." Applied Sciences 10, no. 20 (October 10, 2020): 7029. http://dx.doi.org/10.3390/app10207029.
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The research on the influence of radial stress on the mechanical properties of an anchorage structure has important theoretical and practical significance for optimizing the design of anchorage structures and saving support cost. Firstly, based on the phenomenon of concrete splitting found in the laboratory model test, the influence of radial stress on the mechanical properties of an anchorage structure is analyzed. Secondly, using the criterion of maximum tensile stress and the Mohr–Coulomb criterion, the influence of radial stress on the mechanical properties of rock around the borehole is analyzed. Finally, the influence of radial stress on the shear stress at interface and the ultimate bearing capacity of the anchorage structure is studied by numerical simulation. The results show that the existence of radial stress in the anchorage section greatly improves the bearing capacity of the anchorage structure. With the increase of confining pressure, the maximum value of interfacial shear stress increases obviously. The larger the confining pressure is, the faster the convergence speed of the finite element method (FEM) program is, which shows that the mechanical properties of the anchorage structure are improved obviously. With the increasing confining pressure, the adaptability of the anchorage structure to deformation is stronger and the anchorage structure is less likely to fail. The ultimate bearing capacity of the anchorage structure increases linearly with the increase of confining pressure, and the effect of confining pressure on the ultimate bearing capacity is very significant.
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K, Padmanabham, and Swapna B. "Analytical Studies on Retrofitted Anchorage System in Concrete using Strut and Tie Method." Saudi Journal of Civil Engineering 6, no. 5 (May 7, 2022): 115–26. http://dx.doi.org/10.36348/sjce.2022.v06i05.001.
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Analytical studies were conducted on force transfer mechanism of retrofitted anchorage system in structural concrete by Strut-and-Tie modeling (STM). Post Installation of Headed anchorage (PIHA) as supplementary system introduced for implicit strengthening of anchorage system. The boundaries of STM are considered under direct tension pull-out test. Five different configurations of conventional reinforcement anchorage in concrete with straight bar, 90-degree bend, 180-degree hook, single head and double head bars are retrofitted by using PIHA technique. The mechanics of force transfer in anchorage system was analyzed by STM and validated the results by experimental program. The study parameters considered are (i) location of nodal zone, (ii) strut angle, (iii) size of strut (concrete) contributed during failure. The study variables are (i) configuration of anchorage system (ii) characteristic node formation and (iii) presence of supplementary reinforcement. The result shows good agreement with experimental findings against failure mode, stress pattern, and location of critical zone in conventional and retrofitted anchorage system. Use of this study may further extended to assess theoretical evaluation of failure mode, formation of critical section and stressed regions of discrete RC elements such as corbel projection, bracket connections and beam-column joints.
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Kim, Tae-Kyun, and Woo-Tai Jung. "Improvement of Anchorage Performance of Carbon Fiber-Reinforced Polymer Cables." Polymers 14, no. 6 (March 18, 2022): 1239. http://dx.doi.org/10.3390/polym14061239.
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Prestressed concrete composed of steel materials is increasingly used in various social infrastructures, such as bridges (cables), nuclear containment structures, liquefied natural gas (LNG) tanks, and structural reinforcements. This study aimed to substitute the steel in bridge cables with fiber-reinforced polymers (FRPs) to prevent the damage caused by the performance degradation of corroded prestressed steel. An optimized single-anchorage system was derived by applying multiple variables, such as the surface treatment, number of insert layers, and sleeve processing companies, to improve the maximum load and bonding with the anchorage system sleeve using the carbon FRP (CFRP) cable. The B-L-4 specimen (sleeve specifications of company B, longitudinal surface treatment, and four insert layers) was determined to be the optimized single-anchorage system. When the tensile test was conducted after applying the optimized single-anchorage system to the three- and seven-multi-anchorage systems, the tensile performances of B-L-4 were 100 and 95% of the one-multi-anchorage system, respectively. Considering that the problems associated with the construction of three- and seven-multi-anchorage systems have been addressed, these systems can be applied to actual bridges in the future, and can significantly benefit their maintenance.