Artículos de revistas: "Full-scale beam test"

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An, Dong, Tie Jun Qu y Jian Wen Liang. "Full-Scale Test on Seismic Performance of Masonry Structure". Applied Mechanics and Materials 204-208 (octubre de 2012): 2610–17. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2610.

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For further study on effective seismic design requirements of masonry structure, two masonry buildings were designed and constructed according to common structure style in towns and villages. Two full-scale buidings were subjected to earthquake using pseudo-dynamic test and quasi-static test. This paper presents crack propagation of masonry structure, hysteretic behavior, deformation and stiffness degradation under horizontal seismic action. In this experiment, deformability and ultimate bearing capacity of confined masonry (CM) with tie-column and ring-beam is higher than common brick structure (BM). Confined masonry (CM) wall maintain integrity due to constraint of tie-column and ring-beam. These tests verify that tie-column and ring-beam system is an effective seismic requirement to enhance seismic performance of masonry structure.

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AKIYAMA, Hiroshi, Satoshi YAMADA, Makoto TAKAHASHI, Yuka MATSUMOTO, Hitoshi KUMAGAI y Koji FUKUDA. "FULL SCALE SHAKING TABLE TEST OF RC BEAM-TO-COLUMN CONNECTION". Journal of Structural and Construction Engineering (Transactions of AIJ) 68, n.º 565 (2003): 111–18. http://dx.doi.org/10.3130/aijs.68.111_1.

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3

Deng, Kailai, Peng Pan, Alexandre Lam, Zhenhua Pan y Lieping Ye. "Test and simulation of full-scale self-centering beam-to-column connection". Earthquake Engineering and Engineering Vibration 12, n.º 4 (diciembre de 2013): 599–607. http://dx.doi.org/10.1007/s11803-013-0200-2.

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4

Pan, Jian Rong, Zhan Wang y Cheng Su. "Analysis of Geometrical Non-Full-Similar Scale Model Based on Similarity Theorem". Advanced Materials Research 216 (marzo de 2011): 703–7. http://dx.doi.org/10.4028/www.scientific.net/amr.216.703.

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Applying similarity theory to study the characteristics of scale model for getting agreement between scale model test and prototype test. On the basis of the theoretical analysis of scale model test, a formula derivation of similarity condition was carried out based on similarity theory. A numerical example for joint of steel beam to CFST (concrete-filled steel tubular) was given to show the accuracy formula of similarity condition. The result showed that error results from non-full-similar geometrical properties was considerable between poorly-proportioned model test and prototype. For getting good agreement between scale model test and prototype test, the well-proportioned model should be calculated by the formula of similarity condition for the joint of beam to column.

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5

Kennedy, D. J. Laurie y Anita Brattland. "Shrinkage tests of two full-scale composite trusses". Canadian Journal of Civil Engineering 19, n.º 2 (1 de abril de 1992): 296–309. http://dx.doi.org/10.1139/l92-034.

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The shrinkage behaviour of two composite trusses with a span of 11.5 m was studied. Shrinkage measurements to determine the effects of slab shrinkage on truss deflections and member strains were recorded over periods of 65 and 85 days. A method is developed to compute shrinkage deflections, based on equilibrium of the shrinkage-induced forces at midspan, which gives excellent agreement with the test results. This method assumes a linear strain distribution through the depth and is based on the free shrinkage strain of the concrete and the average stress–strain characteristics of the concrete in tension under restrained shrinkage conditions as it drys, creeps, and eventually may crack as it is gradually loaded from the green state. The method is extended to composite steel-beam concrete-slab members. It is equivalent to Branson's "composite section method" provided that the correct values for the shrinkage strain and the effective modulus of elasticity of the concrete in tension are used in the latter. Key words: behaviour, composite steel–concrete beams, trusses, shrinkage deflections.

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6

TAKEUCHI, Etsuo, Hisashi HIRUKAWA, Saburo MATSUOKA, Satoshi YAMADA, Yuka MATSUMOTO y Hiroshi AKIYAMA. "FRACTOGRAPHY OF BEAM-TO-COLUMN WELDED CONNECTIONS BY FULL SCALE SHAKING TABLE TEST". Journal of Structural and Construction Engineering (Transactions of AIJ) 65, n.º 533 (2000): 29–36. http://dx.doi.org/10.3130/aijs.65.29_3.

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7

Yenidogan, Cem, Ryota Nishi, Takuya Nagae, Takahiro Inoue y Koichi Kajiwara. "Full-scale cyclic test of a Japanese post and beam wood shearwall assembly". Bulletin of Earthquake Engineering 18, n.º 10 (8 de junio de 2020): 4985–5008. http://dx.doi.org/10.1007/s10518-020-00860-w.

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8

Gutiérrez-Carvajal, R. E., German R. Betancur, J. Barbosa, Leonel F. Castañeda y G. Zaja̧c. "Full scale fatigue test performed to the bolster beam of a railway vehicle". International Journal on Interactive Design and Manufacturing (IJIDeM) 12, n.º 1 (22 de noviembre de 2016): 253–61. http://dx.doi.org/10.1007/s12008-016-0361-0.

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Pavelko, Vitālijs y Aleksandr Nevskij. "On the Dynamic Response Prediction at the Full-Scale Test of Aircraft Component". Transport and Aerospace Engineering 4, n.º 1 (1 de agosto de 2017): 22–28. http://dx.doi.org/10.1515/tae-2017-0003.

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Abstract Several general effects of boundary conditions and their adequate description at structural dynamic computational simulation constitute the main subject of the discussion. First, an analytical model of elastically supported beam was considered to evaluate the effects of support compliance to the basic dynamic characteristics. Second, a more complex model of a body with elastic support was simulated. Some general properties of structure dynamics were analysed.

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10

Chen, Jun Sheng, Shu Zhuo Liu, Ren Guo Gu, Ying Guang Fang y Hai Hong Mo. "Model Test Study on a Large-Section Cable Tunnel". Applied Mechanics and Materials 353-356 (agosto de 2013): 1411–16. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1411.

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The profile layout rationality and internal stress structure of a large-section cable tunnel and a cable-laying scheme at splicing locations were studied through full-scale model test. The full scale shield tunnel which the diameter was 6m was built on the ground. The model tests test the displacement of cable bearers, the coupling area between horizontal beam and steel ring, the coupling area between horizontal beam and steel pillar, edge beam and center beam under design loads, and the safety and reliability of an arc steel framing system that supports the cable load inside the cable tunnel during the operation stage were demonstrated. The cable-laying schemes for the cross section and straight-through-type and T-type couplings of a large-section cable tunnel were optimized through experiment on actually laid-out cables. For the section layout of a large-section cable tunnel, it is believed that the double-deck scheme prevails over the single-deck scheme, and such a cable-splicing scheme can meet the cable-laying requirement.

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11

Asyraf, M. R. M., M. R. Ishak, S. M. Sapuan, N. Yidris, R. A. Ilyas, M. Rafidah y M. R. Razman. "Evaluation of Design and Simulation of Creep Test Rig for Full-Scale Crossarm Structure". Advances in Civil Engineering 2020 (30 de abril de 2020): 1–10. http://dx.doi.org/10.1155/2020/6980918.

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A simulated model was developed in order to design and simulate the mechanical properties of a cantilever beam creep testing rig for a full-scale size crossarm in transmission towers. Currently, the Malaysian power grid system is implementing several materials, such as Chengal wood, polymeric composite, and galvanised steel, as crossarm structures. However, there is a lack of study regarding the long-term mechanical behaviour of heavy structures in the literature. Hence, this article explains the design development of creep test rig for a full-scale crossarm structure using CATIA and mechanical simulation (deformation and safety factors) of the product via ANSYS. The test rig will be used to predict the creep life of the cantilever beam structure. In this study, a tall and large base area structure was designed and replicated from an actual tower to elevate the crossarm above the ground level. In order to select the best performance model, a baseline conceptual test rig was generated in CAD modelling, and the finite element analysis was carried out by using a static structural analysis in ANSYS. Four different bracing configurations were incorporated in the baseline model, and the modified structures were then analysed. The results show that the hybrid bracing configuration has enhanced the mechanical properties and safety factors in the baseline model.

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12

Atahan, Ali O. "Finite Element Simulation of a Strong-Post W-Beam Guardrail System". SIMULATION 78, n.º 10 (octubre de 2002): 587–99. http://dx.doi.org/10.1177/0037549702078010001.

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Computer simulation of vehicle collisions has improved significantly over the past decade. With advances in computer technology, nonlinear finite element codes, and material models, full-scale simulation of such complex dynamic interactions is becoming ever more possible. In this study, an explicit three-dimensional nonlinear finite element code, LS-DYNA, is used to demonstrate the capabilities of computer simulations to supplement full-scale crash testing. After a failed crash test on a strong-post guardrail system, LS-DYNA is used to simulate the system, determine the potential problems with the design, and develop an improved system that has the potential to satisfy current crash test requirements. After accurately simulating the response behavior of the full-scale crash test, a second simulation study is performed on the system with improved details. Simulation results indicate that the system performs much better compared to the original design.

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13

Suh, Chul, Jeffrey L. Y. Lee, David W. Fowler y Kenneth H. Stokoe. "Superaccelerated Pavement Testing on Full-Scale Concrete Slabs". Transportation Research Record: Journal of the Transportation Research Board 1940, n.º 1 (enero de 2005): 112–24. http://dx.doi.org/10.1177/0361198105194000113.

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Several full-scale rigid pavement slabs were constructed and tested under constant cyclic loading for fatigue. To provide the comparable maximum applied stress to number of cycles to failure ( S-N) relationships for the full-scale field slabs, laboratory beam fatigue testing was conducted before field testing with the use of the same concrete mix designs. The superaccelerated pavement testing technique that was developed at the University of Texas was used in the field. The stationary dynamic deflectometer (SDD) was used to load the full-scale concrete slabs. To monitor the response of the rigid pavements, accelerometers and linear variable differential transformers were installed, and dynamic and permanent displacements of slabs were recorded during the entire testing period. All test slabs reached fatigue failure under the interior loading configuration using the SDD. This field loading system was found to be a practical and effective tool for testing the full-scale rigid pavement system. During fatigue loading, cracks began at the bottom of the slabs at the loading locations and propagated along the bottom of the slab centerline, which was the maximum stress path. Vertical crack propagation at the edge and stress redistribution occurred for the part of the slab's fatigue life. The concept of equivalent fatigue life was applied to correct the effect of the different stress ratios between the field and the laboratory testing. The laboratory beams and full-scale field slabs showed an almost identical S-N relationship after the correction for the variance of stress ratio.

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14

Yu, Jian Bing, Zheng Xing Guo y Dong Zhi Guan. "Low Reversed Cyclic Loading Test for New Precast Concrete Beam to Column Connection". Advanced Materials Research 1079-1080 (diciembre de 2014): 160–65. http://dx.doi.org/10.4028/www.scientific.net/amr.1079-1080.160.

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On the basis of the domestic and overseas scholars’ research, it is innovative to put forward a new precast frame beam-to-column connection. One full-scale beam-to-column connection in a precast concrete（PC）frame and a beam-to-column connection in a cast-in-place concrete structures were tested under uni-directional cyclic loading that simulated earthquake-type motions. The new-type beam-to-column joint in a precast concrete frame consisted of cast-in-place columns and precast beams. Test results showed that（a）The property and action of precast connections are similar to the cast-in-place connection, it showed that both precast connections and cast-in-place connection have similar seismic performance; (b) The cracking load of precast connection are similar to the cast-in-place connection; (c) All the columns of all specimens did not destroy, it illustrate that it conform to the strong column weak beam. (d) In this experiment test, because the control factor use the bending capacity of beam, it also play the same plastic hinge mechanism as the traditional component. All the longitudinal reinforcement destruction ahead of stirrup in beams, which should be confirmed the guiding ideology of strong shear weak bending. On the basis of the test results, design considerations for the beam-to column connection were recommended.

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15

Oh, Sang Hoon y Hong Sik Ryu. "Seismic Performance of Steel Frames for Sustainable Structural System". Applied Mechanics and Materials 204-208 (octubre de 2012): 2705–12. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2705.

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A test on a full-scale model of a three-spans and two-story steel moment frame with dampers and releasable slab was conducted. The details of the test frames, test instruments, set-up procedures, and test procedures were presented. The column and beam were connected by dampers that could initiate the plastic deformation during cyclic loading before damage occurred in the beam and column. The precast concrete slab was designed to be releasable and for saving story height. The primary objective of this test was to verify structural performance and constructability of a full-scale sustainable steel frame. Test results confirm that the sustainable frame showed stable hysteretic behavior without any serious damage up to a drift angle of 1/12; and the sustainable frames were released systematically in spite of serious cyclic loading.

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16

Cao, Wanlin, Yibin Liu, Qiyun Qiao, Yu Feng y Shiyang Peng. "Time-Dependent Behavior of Full-Scale Recycled Aggregate Concrete Beams under Long-Term Loading". Materials 13, n.º 21 (29 de octubre de 2020): 4862. http://dx.doi.org/10.3390/ma13214862.

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Sixteen full-scale recycled aggregate concrete (RAC) beams were cast and tested to study their time-dependent behavior under long-term loading. The test parameters include the replacement rate of the recycled coarse aggregates (RCAs), the replacement rate of the recycled fine aggregates (RFAs), the concrete strength, and the stress ratio. The influence of the above variables on the deflection and stiffness is discussed. The results show that the RCAs will increase the deflection of the specimen at a low stress ratio; at a high stress ratio, the beams will experience nonlinear creep, and the deflection of the specimen will be affected by the RCAs and the stress ratio. The RFAs have a substantial influence on the time-dependent behavior of the specimen, and the deflection of the specimen with 100% replacement of recycled aggregates can increase by 30%; the strength of the concrete does not have a substantial influence on the time-dependent behavior of the specimen; and the stress ratio has an influence on the initial deflection of the specimen. A deflection calculation formula is established based on the stress–strain relationship of the beam under long-term loading and the characteristics of the RAC. The calculation results are in good agreement with the test results.

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17

Reid, John D., John R. Rohde y Dean L. Sicking. "Box-Beam Burster Energy-Absorbing Single-Sided Crash Cushion". Transportation Research Record: Journal of the Transportation Research Board 1797, n.º 1 (enero de 2002): 72–81. http://dx.doi.org/10.3141/1797-09.

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A new box-beam burster energy-absorbing single-sided crash cushion (BEAT-SSCC) was designed and crash tested. This energy-absorbing crash cushion is designed to shield a rigid hazard, such as the end of a concrete safety-shaped barrier. Energy-absorbing capabilities of the BEAT-SSCC are based on the bursting tube technology, similar to that used with the box-beam burster energy-absorbing terminal. Five full-scale vehicle crash tests were conducted to evaluate the impact performance of the BEAT-SSCC in accordance with guidelines set forth in NCHRP Report 350: ( a) Test Designation 3-31—pickup truck head-on test; ( b) Test Designation 3-38—pickup truck critical impact point test (two tests to evaluate two different critical impact points); ( c) Test Designation 3-39—pickup truck reverse direction test at midpoint of crash cushion, and ( d) modified Test Designation 3-39—pickup truck reverse direction test at connection to the concrete barrier. The crash cushion performed as designed, and the BEAT-SSCC meets all evaluation criteria for a Test Level 3 crash cushion set forth in NCHRP Report 350. The BEAT-SSCC is being evaluated by FHWA for approval to be used on the National Highway System.

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18

Béland, Thierry, Robert Tremblay, Joshua Sizemore, Larry A. Fahnestock, Cameron Bradley y Eric Hines. "Contribution of Beam-Column Connections with Bolted Angles in the Reserve Capacity and Full-Scale Cyclic Testing". Key Engineering Materials 763 (febrero de 2018): 475–84. http://dx.doi.org/10.4028/www.scientific.net/kem.763.475.

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Partially restrained beam-column connections can be used in the gravity load system of building structures to develop moment frame action to enhance collapse prevention for low-ductility steel lateral systems. The benefit from such reserve lateral strength and stiffness is illustrated for a low-rise building with steel braced frames designed in accordance with Canadian provisions for seismic force resisting systems of the Conventional Construction category. Preliminary results from a comprehensive cyclic test program recently completed on beam-to-column joints with bolted double web angle acting with top and seat angles are presented. The test program included 23 full-scale beam-to-column sub-assemblages subjected to combined gravity shear forces and cyclic rotational demands. Experimental observations on the deformation patterns and failure modes are presented together with representative hysteretic moment-rotation responses of bolted double web angles without and with top and seat angles.

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19

Masi, Angelo, Giuseppe Santarsiero, Antonello Mossucca y Domenico Nigro. "Influence of Axial Load on the Seismic Behavior of RC Beam-Column Joints with Wide Beam". Applied Mechanics and Materials 508 (enero de 2014): 208–14. http://dx.doi.org/10.4028/www.scientific.net/amm.508.208.

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Beam-column joints can play a key role on the seismic behavior of reinforced concrete buildings. Until now studies and experimental investigations on this topic have been mainly focused on beam-column joints with stiff beams, i.e. beams with height larger than the thickness of the adjacent floor slab. However, especially in the European residential building stock, frame structures are often equipped with wide - therefore rather flexible - beams. However, not many studies have been devoted so far to this type of connection, therefore an experimental investigation on full scale beam-column joints with wide beam was planned at the University of Basilicata and is currently in progress. In the present paper the main results of two cyclic tests are reported and discussed specifically analyzing the role of the axial load applied to the column on the joint performances and damage mechanisms. Test results highlights that the axial load value has a significant influence of on deformation capacity and ductility behavior.

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20

AKIYAMA, Hiroshi, Satoshi YAMADA, Yuka MATSUMOTO, Saburo MATSUOKA, Keiji OGURA y Haruyuki KITAMURA. "STUDY ON FRACTURE OF BEAM-TO-COLUMN CONNECTIONS BY MEANS OF FULL SCALE SHAKING TABLE TEST". Journal of Structural and Construction Engineering (Transactions of AIJ) 63, n.º 512 (1998): 165–72. http://dx.doi.org/10.3130/aijs.63.165_3.

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21

Faridmehr, Iman y Mohammad Hajmohammadian Baghban. "An Overview of Progressive Collapse Behavior of Steel Beam-to-Column Connections". Applied Sciences 10, n.º 17 (29 de agosto de 2020): 6003. http://dx.doi.org/10.3390/app10176003.

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Local failure of one or more components due to abnormal loading can induce the progressive collapse of a building structure. In this study, by the aid of available full-scale test results on double-span systems subjected to the middle column loss scenario, an extensive parametric study was performed to investigate the effects of different design parameters on progressive collapse performance of beam-to-column connections, i.e., beam span-to-depth ratio, catenary mechanism, and connection robustness. The selected full-scale double-span assemblies consisted of fully rigid (welded flange-welded web, SidePlate), semi-rigid (flush end-plate, extended end-plate), and flexible connections (top and seat angle, web cleat). The test results, including load-deformation responses, development of the catenary mechanism, and connection robustness, are presented in detail. The finding of this research further enables a comprehensive comparison between different types of steel beam-to-column connections since the effects of span-to-depth ratio and beam sections were filtered out.

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22

Kamal, Ahmed Youssef y Nader Nabih Khalil. "Composite concrete beam with multi-web cold-formed steel section". Challenge Journal of Concrete Research Letters 10, n.º 2 (27 de junio de 2019): 20. http://dx.doi.org/10.20528/cjcrl.2019.02.001.

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Lately, structural engineers use cold-formed steel sections (CFS) in buildings due to its light-weight and easy shaping. Encasing the cold-formed steel sections by concrete avoiding the structure elements some of its disadvantages especially buckling. This paper reports an experimental test program for beams with a multi-web cold-formed steel section encased by reinforced concrete. Eleven (full-scale) specimens have tested under mid-span concentrated load, the experimental test program designed to cover many cold-formed steel section variables such as (web number, web height, and the steel section length). Comparison between the experimental results for specimens with encased steel cold-formed section and that for reference beam have presented. The experimental results show that the cold-formed steel webs number has a noticeable influence on the structural behaviour of the beam, such as increasing the beam load capacity. The beam load capacity, failure mode and the beam ductility have analysed, and some preparatory criteria for a sufficient outline have presented.

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23

Bielenberg, Robert W., Karla A. Lechtenberg, Dean L. Sicking, Steve Arens, Ronald K. Faller y John D. Reid. "Development of Universal Breakaway Steel Post for Bullnose Median Barrier". Transportation Research Record: Journal of the Transportation Research Board 2309, n.º 1 (enero de 2012): 94–104. http://dx.doi.org/10.3141/2309-10.

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A new fracturing-bolt universal breakaway steel post (UBSP) was developed and evaluated for use as a replacement for the controlled-release terminal (CRT) wood post currently used in the Thrie beam bullnose system. After numerous steel post concepts were investigated, a fracturing-bolt steel post was selected as the most promising design. The fracturing-bolt steel post successfully matched the strength and dynamic behavior of the CRT wood post in three impact orientations. The UBSP was incorporated into the Thrie beam bullnose barrier system and subjected to three full-scale vehicle crash tests according to the Test Level 3 guidelines provided in NCHRP Report 350. Test Designations 3–30, 3–31, and 3–38 were chosen to evaluate the performance of the Thrie beam bullnose system with UBSPs. All three full-scale crash tests demonstrated that the UBSP performed in a satisfactory manner in the bullnose system, as the vehicle was captured and safely brought to a controlled stop. On the basis of the successful completion of the three full-scale crash tests, it is recommended that the UBSP be considered a safe alternative to CRT posts in the original Thrie beam bullnose median barrier system. It is also noted that the performance of the UBSP suggests that it may have additional applications, including in long-span guardrail, end terminals, and guardrail in mow strips or encased in pavement.

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Plaxico, C. A., R. M. Hackett y W. Uddin. "Simulation of a Vehicle Impacting a Modified Thrie-Beam Guardrail". Transportation Research Record: Journal of the Transportation Research Board 1599, n.º 1 (enero de 1997): 1–10. http://dx.doi.org/10.3141/1599-01.

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A three-dimensional finite-element simulation study, developed for the purpose of modeling the event of a compact automobile impacting a modified thrie-beam guardrail, is presented. The developed computational model has been used to simulate an actual field test that was previously conducted as part of a full-scale crash test program carried out under the auspices of FHWA. Results of the actual crash test are also used to "tune" the simulation model.

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25

Bielenberg, Robert W., David Gutierrez, Ronald K. Faller, John D. Reid y Phil Tenhulzen. "Development of a Test Level 3 Transition Between Guardrail and Portable Concrete Barriers". Transportation Research Record: Journal of the Transportation Research Board 2638, n.º 1 (enero de 2017): 77–87. http://dx.doi.org/10.3141/2638-09.

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Road construction often requires that work zones be created and shielded by portable concrete barriers (PCBs) to protect workers and equipment from errant vehicles as well as to prevent motorists from striking other roadside hazards. For an existing W-beam guardrail system installed adjacent to the roadway and near the work zone, guardrail sections are removed so a PCB system can be placed. A study was done to develop a crashworthy transition between W-beam guardrail and PCB systems. Design concepts were developed and refined through computer simulation with LS-DYNA. Additionally, a study of critical impact points was conducted to determine impact locations for full-scale crash testing. The design effort resulted in a new system consisting of a Midwest Guardrail System that overlapped a series of F-shape PCB segments placed at a 15:1 flare. In the overlapped region of the barrier systems, uniquely designed blockout supports and a specialized W-beam end shoe mounting bracket were used to connect the systems. Three full-scale vehicle crash tests were successfully conducted according to the Manual for Assessing Safety Hardware Test Level 3 safety performance criteria. Because of the successful test results, a Test Level 3 crashworthy guardrail-to-PCB transition system is now available for protecting motorists, workers, and equipment in work zones.

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SEIDL, P. A., D. BACA, F. M. BIENIOSEK, A. FALTENS, S. M. LUND, A. W. MOLVIK, L. R. PROST y W. L. WALDRON. "The high current experiment: First results". Laser and Particle Beams 20, n.º 3 (julio de 2002): 435–40. http://dx.doi.org/10.1017/s0263034602203146.

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The High Current Experiment (HCX) is being assembled at Lawrence Berkeley National Laboratory as part of the U.S. program to explore heavy ion beam transport at a scale representative of the low-energy end of an induction linac driver for fusion energy production. The primary mission of this experiment is to investigate aperture fill factors acceptable for the transport of space-charge dominated heavy ion beams at high space-charge intensity (line-charge density ∼ 0.2 μC/m) over long pulse durations (>4 μs). This machine will test transport issues at a driver-relevant scale resulting from nonlinear space-charge effects and collective modes, beam centroid alignment and beam steering, matching, image charges, halo, lost-particle induced electron effects, and longitudinal bunch control. We present the first experimental results carried out with the coasting K+ ion beam transported through the first 10 electrostatic transport quadrupoles and associated diagnostics. Later phases of the experiment will include more electrostatic lattice periods to allow more sensitive tests of emittance growth, and also magnetic quadrupoles to explore similar issues in magnetic channels with a full driver scale beam.

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27

AKIYAMA, Hiroshi, Satoshi YAMADA, Yuka MATSUMOTO, Toru TAKEUCHI y Hirokazu SUGIMOTO. "FULL SCALE SHAKING TABLE TEST ON ULTIMATE SEISMIC RESISTANCE OF ADVANCED TYPE OF BEAM-TO-COLUMN CONNECTIONS". Journal of Structural and Construction Engineering (Transactions of AIJ) 67, n.º 551 (2002): 141–48. http://dx.doi.org/10.3130/aijs.67.141_1.

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28

Luchetta, Adriano, Gabriele Manduchi, Cesare Taliercio, Francesco Paolucci, Filippo Sartori, Lennart Svensson, Carmelo Vincenzo Labate et al. "Control and data acquisition of the ITER full-scale ion source for the neutral beam test facility". Fusion Engineering and Design 96-97 (octubre de 2015): 512–16. http://dx.doi.org/10.1016/j.fusengdes.2015.06.001.

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29

Mustakallio, Panu, Risto Kosonen y Anna Korinkova. "Full-scale test and CFD-simulation of radiant panel integrated with exposed chilled beam in heating mode". Building Simulation 10, n.º 1 (28 de julio de 2016): 75–85. http://dx.doi.org/10.1007/s12273-016-0309-0.

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30

Li, Zhen Bao, Fen Fen Sun, Er Wei Guo y Wen Jing Wang. "Bearing Capacity Calculation of Full-Scale Reinforced Concrete Beam-Column Joints Based on a Strut-and-Tie Model". Applied Mechanics and Materials 351-352 (agosto de 2013): 95–98. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.95.

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Based on test results of two full-scale reinforced concrete beam-column joints, carrying capacities of core areas of the joints were calculated and modified based on the strut-and-tie model. The results indicate that the capacities calculated with h-D-regions is smaller than those with h/2-D-regions, and the calculated results with h/2-D-regions agree better with the test results.

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31

Vasilyev, Alexey S., Ruslan I. Bazhenov y Tatiana N. Gorbunova. "The Influence of Cross Section Shape on Strengthening of Hollow Core Slabs". Materials Science Forum 931 (septiembre de 2018): 24–29. http://dx.doi.org/10.4028/www.scientific.net/msf.931.24.

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Increasing pressure in separate areas when reconstructing and improving industrial buildings, may necessarily mean strengthening structural surfaces of buildings. In experimental and analytical assessment hollow cores slabs are represented as T-beams and I-beams. The width of the beam edge decreases according to the dimensions of the voids inside the slab. In this paper the authors test bearing strength and deformability of hollow core slabs in different conditions of strengthening. Furthermore, the scholars perform their calculations in a non-linear system, with a progressive loading, until the samples are destroyed, with a plastic hinge formed in the area extended in a slab cross section. Simulation and figure analyses were designed in ANSYS program. The researchers’ resulting of the stress-strain state of hollow core slabs is observed experimentally at various stages of loading. The researchers compared calculations of slabs with the full-scale cross section shape and calculations of the same I-beam slabs. Though, the investigators dwell on the impact of the cross-section on the results of the maximum slab deflections. The paper is also dedicated to a variety of strengthening modes and it explains that the cracking point for full-scale slabs comes after.

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32

Siwowski, Tomasz y Mateusz Rajchel. "A Polish approach to FRP bridges". Selected Scientific Papers - Journal of Civil Engineering 12, n.º 2 (1 de diciembre de 2017): 47–54. http://dx.doi.org/10.1515/sspjce-2017-0018.

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Abstract The paper presents initial results of a new approach to FRP composite bridge construction that is presently being developed and tested in Poland. The concept combines lightweight concrete with FRP composites to create a durable highly optimised structure. The paper describes the bridge system itself and presents the research results on its development. The basic design is presented together with research results on its development: FEM analysis and a range of static test results of full-scale bridge beam experiments. The paper finishes with some test results of a full scale bridge that was constructed near Rzeszow in December 2015.

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33

Yi, Wei y Xiao Hu Liu. "Nonlinear Analysis of Transmission Tower Structure by Three FEM Models". Applied Mechanics and Materials 128-129 (octubre de 2011): 914–17. http://dx.doi.org/10.4028/www.scientific.net/amm.128-129.914.

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In this paper, three kinds of FEM models, i.e., the truss element model, the beam element model and the mixed beam-solid element model are utilized to simulate the full-scale field test of transmission tower. Based on Abaqus software, the geometric and material nonlinearity of the structure is considered. Comparing the numerical results with test data, it is found that the truss element model is no longer suitable and the mixed beam-solid element model is more accurate than the beam element model. Thus, using solid element to discrete the key nodes of the tower can greatly enhance the accuracy and reliability of the numerical prediction.

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34

Hu, Zhangqi, Ran He, Yukui Wang, Weirong Lv y Jingchao Li. "Experimental Study on Mechanical Performance of U-Shaped Steel-Encased Concrete Composite Beam-Girder Joints". Advances in Civil Engineering 2021 (24 de mayo de 2021): 1–14. http://dx.doi.org/10.1155/2021/5580292.

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This paper proposes a novel U-shaped steel-encased concrete composite beam-girder joint (referred to herein as the novel composite beam-girder joint), in which the U-shaped beams at two sides (L and R) are inserted into a shaped sleeve, and the U-shaped girder and two U-shaped beams are connected by the shaped sleeve through welding. Compared with the traditional beam-girder joints, the novel composite beam-girder joints take advantage of easy construction, light weight, and short construction period. The failure patterns, load-strain and load-deflection curves, and strain distributions of the novel composite beam-girder joints were investigated through the static loading tests on two full-scale specimens, denoted as GBJ1 and GBJ2. The two specimens were varied in beam section reinforcements. Specimen GBJ2 was equipped with 3Ф16 additional bars in the U-shaped beams based on Specimen GBJ1. Test results show that the two specimens failed as the through arc cracks developed at the concrete slab interfaces. The additional bars can increase the bearing capacity slightly but will also increase the stress concentration on the bottom flange of the shaped sleeve, leading to the decrease of ductility for Specimen GBJ2. The slab effect is considered in the test and can thus reflect the actual stress state of the beam-girder joints well. This study can provide a reference for the design and application of beam-girder joints.

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35

Zhang, Liufeng y Yinghua Yang. "Experimental and Numerical Investigation of Short-Term Behavior of Partially Precast and Partially Encased Composite Beams". Slovak Journal of Civil Engineering 28, n.º 3 (1 de septiembre de 2020): 29–39. http://dx.doi.org/10.2478/sjce-2020-0021.

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AbstractIn this paper, the short-term behavior of a new partially pre-cast and partially encased composite (PPEC) beam is studied. This paper reports the results of a 4-point bending test on a full-scale PPEC beam and sets out the load displacement response, short-term stiffness, peak load capacity and failure mode of the proposed PPEC beam. In addition, a finite element analysis of the PPEC beam is carried out, and the numerical simulation results are compared with the test results. The results show that the finite element model can reflect the bending response of the PPEC beam. In this paper, three different calculation methods are used to compare the deflection of the PPEC beam. The results show that the values calculated by the bending-shear coupling method formula agree relatively well with the test results.

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36

Fang, Lei, Liang Zhang, Shu Ming Yan, Ning Jia, Min Jing y Liang Ma. "Design Optimization and Safety Evaluation of Cross-Sea Bridge Barrier". Applied Mechanics and Materials 97-98 (septiembre de 2011): 100–107. http://dx.doi.org/10.4028/www.scientific.net/amm.97-98.100.

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By comprehensive analysis and design optimization of barrier structure parameters, a new type of beam-and-post steel barrier was invented according to impact test condition and acceptance criteria of cross-sea bridge barrier. Full-scale impact tests and finite elements analysis were conducted to do safty evalution of the barrier. The results show that, ASI value is 1.62 for test and that is 1.67 for FEA, THIV is 30.7km/h for test and that is 31.2km/h for FEA. Working width is 0.88m for test and that is 0.62m for FEA. Occupant risk evaluation index can meet the requirements of level B and the working width can meet the requirements of level W3. Both of tracking and posture of vehicles are well. The study results above show that safety performance of cross-sea bridge barrier can meet or exceed the acceptance criteria. FEA results are consistent with Full-scale impact test, which validate the reliability of FEA. cross-sea bridge barrier can meet the highest test level for beam-and-post steel barrier, which can defend the out-of-control vehicles effectively and help to ensure the bridge safety.

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37

Chen, Shao Xing y Wei Xin Ren. "Study Fatigue Performance Predict Model of Asphalt Layer Basement on Accelerated Loading Test". Advanced Materials Research 255-260 (mayo de 2011): 3238–43. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.3238.

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Fatigue performance of asphalt layer was studied by ALF full scale accelerated loading test. Fatigue performance characteristic of ALF test road was analyzed during accelerated loading. The relationship of road performance index of test period and accelerated loading times was established. Asphalt mixture laboratory four-point flexure beam fatigue test was processed by controlled strain mode. The relationship of field ALF test sections and laboratory fatigue test were built; the fatigue life of asphalt layer predicted methods were proposed.

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38

MATSUMOTO, Yuka, Satoshi YAMADA, Ken OKADA, Masatoshi IDE, Toru TAKEUCHI, Etsuo TAKEUCHI, Nobuyuki OGAWA y Hiroshi AKIYAMA. "FRACTURE OF BEAM-TO-COLUMN CONNECTIONS SIMULATED BY FULL-SCALE SHAKING TABLE TEST AND EVALUATION OF DEFORMATION CAPACITY". Journal of Structural and Construction Engineering (Transactions of AIJ) 67, n.º 560 (2002): 181–88. http://dx.doi.org/10.3130/aijs.67.181_5.

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39

TAKEUCHI, Etsuo, Saburo MATSUOKA y Hisashi HIRUKAWA. "Significance of Ductile Crack on Brittle Fracture of Beam-To-Column Connections Under Full Scale Shaking Table Test". Proceedings of the 1992 Annual Meeting of JSME/MMD 2002 (2002): 651–52. http://dx.doi.org/10.1299/jsmezairiki.2002.0_651.

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40

An, Dong, Tie Jun Qu y Jian Wen Liang. "Seismic Behavior of Two-Story Brick Masonry Building". Applied Mechanics and Materials 275-277 (enero de 2013): 1456–60. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1456.

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In order to investigate the seismic behavior include hysteretic curve, skeleton curve and stiffness degradation, four masonry structures with different details are tested under pseudo-dynamic test and low cycle lateral load test. One kind of full-scale building is confined masonry with tie-column and ring-beam. Other is common brick masonry. Test results indicate that the tie-column and ring-beam play an important role for developing higher resistance and better deformability. And tie-column and ring-beam can effectively confined brick wall to improve the seismic performance of masonry structure. The stiffness degradation curves are similar. The stiffness degradation is modeled as a function of the effective stiffness and lateral displacement.

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41

Wang, Fei, Yong Feng Luo, Xiao Nong Guo, Han Xu y Ping He. "Mechanical Performance of Large Cantilevered CFT Beam-Column Joint in Jiangyin Magic Cube Time Square". Advanced Materials Research 163-167 (diciembre de 2010): 25–31. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.25.

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The leading building in Magic Cube Time Square in Jiangyin is a rare large-cantilevered structure in China, with the standard floors overhanging 9m outwards. Concrete filled tube columns in large diameter and steel beams are applied in the peripheral part of the building frame. In this research, the full-scale test is conducted to investigate the mechanical performance of the concrete-filled beam-column joint. Self-balanced loading frame with dimensions of 15m×10m×10m is built due to the complexity of the joint, the greatness of load and the difficulty of loading condition. Meanwhile, the finite element model is generated to inspect the performance of the beam-column joint under the test loads for verification. Through comparisons of test results and FEM results, good mechanical performance and reasonable load transfer mechanism of the joint are presented in the paper. It is verified that the joint is reliable under 1.3 times of the design load. The effect of ring stiffeners is also studied in this paper.

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42

Plaxico, Chuck A., Malcolm H. Ray y Kamarajugadda Hiranmayee. "Impact Performance of the G4(1W) and G4(2W) Guardrail Systems: Comparison Under NCHRP Report 350 Test 3-11 Conditions". Transportation Research Record: Journal of the Transportation Research Board 1720, n.º 1 (enero de 2000): 7–18. http://dx.doi.org/10.3141/1720-02.

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Several types of strong-post W-beam guardrails are used in the United States. Usually the only difference between one type of strong-post W-beam guardrail and another is the choice of post and block-out types. The impact performance of two very similar strong-post W-beam guardrails are compared—the G4(2W), which uses a 150×200 mm wood post and the G4(1W), which uses a 200×200 mm wood post. Although G4(2W) is used in numerous states, G4(1W) is now common only in the state of Iowa. The performance of the two guardrails has been presumed equal, but only one full-scale crash test has been performed on G4(1W) and that was over 30 years ago, using a now-obsolete test vehicle. The nonlinear finite element analysis program LS-DYNA was used to evaluate the crashworthiness of the two guardrails. The G4(2W) guardrail model was validated with the results of a full-scale crash test. A model of the G4(1W) guardrail system was developed, and the deflection, vehicle redirection, and occupant risk factors of the two guardrails were compared. The impact performance of the two guardrails was quantitatively compared using standard techniques. The analysis results indicate similar collision performance for G4(1W) and G4(2W) and show that both satisfy NCHRP Report 350 Test 3-11 safety performance requirements.

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43

Eugene Buth, C., Wanda L. Menges, King K. Mak y Roger P. Bligh. "Transitions from Guardrail to Bridge Rail That Meet Safety Performance Requirements". Transportation Research Record: Journal of the Transportation Research Board 1720, n.º 1 (enero de 2000): 30–43. http://dx.doi.org/10.3141/1720-04.

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Three guardrail-to-bridge rail transitions were developed and subjected to full-scale crash tests. The transitions were ( a) a nested W-beam with W-beam rub rail that transitioned from a W-beam guardrail to a vertical concrete parapet bridge rail, ( b) a nested thrie-beam that transitioned from a W-beam guardrail to a tubular steel bridge rail, and ( c) a tubular steel transition that transitioned from a weak-post box-beam guardrail to a tubular steel bridge rail. The nested W-beam and the tubular steel transitions were tested and met NCHRP Report 350 Test Level (TL)-3 requirements. The nested thrie-beam transition was tested and met TL-4 requirements.

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44

Guan, Dongzhi, Hui Yang, Dan Ju, Zhengxing Guo y Sen Yang. "Cyclic loading test on a locally post-tensioned precast concrete beam–column connection". Advances in Structural Engineering 22, n.º 12 (22 de mayo de 2019): 2699–711. http://dx.doi.org/10.1177/1369433219849811.

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A novel precast concrete beam–column connection locally post-tensioned using arc-shaped prestressing bars was proposed for satisfactory seismic performance and rapid construction. Three full-scale cruciform specimens, including one monolithic reference specimen, were tested under reversal cyclic loadings to evaluate the seismic behaviours. Grade 630 steel rods and high-strength deformed steel rebars were used for the arc-shaped prestressing bars in the precast specimens. The results show that the proposed precast connection presents an acceptable seismic performance and that the structural details should be ameliorated to improve the energy dissipation capacity. The design philosophy of strong column-weak beam is applicable to the new precast system. Finally, a strut-and-tie model was developed to investigate the force transfer mechanism of the novel precast connection.

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45

Wang, Wei, Xin Long Du, Yun Feng Zhang, Gong Ling Chu y Yi Yi Chen. "Full-Scale Cyclic Testing of Self-Centering Modular Panels for Seismic Resilient Structures". Key Engineering Materials 763 (febrero de 2018): 339–46. http://dx.doi.org/10.4028/www.scientific.net/kem.763.339.

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This paper presents a new seismic load-resisting system termed self-centering modular panel (SCMP) which provides lateral stiffness and self-centering stiffness for tension-only concentrically braced beam-through frames (TOCBBTFs). The SCMP is a posttensioned (PT) steel moment resisting frame, which consists of horizontal boundary elements (HBEs), vertical boundary elements (VBEs) and PT strands. The self-centering stiffness is provided by the PT HBE-to-VBE connections. Specimens of original TOCBBTF and TOCBBTF with SCMP were tested to investigate the function of the SCMP. The test results show that compared to the original TOCBBTF, the TOCBBTF with SCMP was capable of recentering after 4% drift of loading. Moreover, after severe cyclic loading and replacement of the damaged bracings, the repaired TOCBBTF with SCMP exhibited almost identical stiffness, strength and recentering ability to that of the original system.

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46

Zhang, Yan Xia, Lu Yao Wang y Fan Yang. "Experimental Study on Improved Beam-to-Column Connections of Steel Moment Frame". Advanced Materials Research 243-249 (mayo de 2011): 1335–39. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1335.

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Five different full-scale improved beam-to-column connections in steel moment frame were tested to study the failure process, failure mode, strength and plastic deformation capacity. The speciments consisted of one Welded-Bolted Widen Flange-Dog Bone Connection(SP1-1), one Welded Widen Flange-Dog Bone Connection(SP1-2),one T-Widen Flange Connection(SP2),one Beam Strengthen-Flange Splice Plate Reduced Connection(Reduced depth=0)(SP3-1),one Beam Strengthen-Flange Splice Plate Reduced Connection(Reduced depth=50mm)(SP3-2). The test showed that the five connections effectively moved the plastic hinges away from the face of the column so that end welding of beam would be effectively protected, the ultimate plastic rotation of connection exceeded 0.03rad, ductility factor is large than 4 and hysteresis loop is full .these connections provided good plastic deformation and energy dissipation.

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47

Sunar Bükülmez, Pınar y Oguz C. Celik. "Pre and post-fire mechanical properties of structural steel and concrete in steel-concrete composite cellular beams". MATEC Web of Conferences 282 (2019): 02054. http://dx.doi.org/10.1051/matecconf/201928202054.

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This paper presents an experimental investigation into possible variations of mechanical properties of structural steel and concrete in composite cellular beams exposed to ISO 834 fire and cooled down phases. Four full-scale fire tests were performed on protected and unprotected beams under assumed service loads. Tensile stress-strain behavior of steel coupons taken from the beams and compressive strengths of concrete cores taken from the reinforced concrete slabs are studied. Material coupon tests for steel are carried out as per TS EN ISO 6892-1. As for the concrete, compression tests were conducted. Coupon test results reveal that, after fire testing, a maximum reduction ratio of 65% in ultimate strain is obtained for the unprotected beam samples. This indicates that the reductions in the mechanical properties of steel in the protected beams are much less when compared to those of the unprotected beams. It is also found that the maximum increase in post-fire strength/pre-fire strength ratios for concrete is 11% for the unprotected beam, while a 20 % decrease is recorded for water based protected cellular beam. For the protected specimens, the RC slabs were exposed to higher temperatures, and the compressive strength of concrete after testing was lower than that of the unprotected beam slabs.

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48

Zhou, Yongjun, Yu Zhao, Hengying Yao y Yuan Jing. "Full-Scale Experimental Investigation of the Static and Dynamic Stiffness of Prestressed Concrete Girders". Shock and Vibration 2019 (4 de diciembre de 2019): 1–13. http://dx.doi.org/10.1155/2019/7646094.

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Cracking damage influences the stiffness of the girders. Many articles in the literatures have studied the development of stiffness of the scale-down model; however, full-scale model testing cannot be completely replaced by scale-down testing because of material component characteristics and boundary effects. This paper deals with the effects of cracking damage on the structural static and dynamic stiffness based on three prestressed concrete (PC) girders which were removed from an old bridge. First, the equivalent flexural rigidity of cracked prestressed concrete girder was assessed using the measured load-deflection response under cycles of loading and unloading. Then, after unloading, the frequencies were measured on the PC girders supported by the elastomeric bearings. Next, the development of frequency under different damage was studied, and finally, the dynamic stiffness of PC girders with cracks was assessed. The results indicate that the first frequency is more sensitive to the cracking of concrete compared with the second frequency and that the mode shapes are not sensitive to girder damage. The test girders cannot be simplified as an ideal simply supported beam for the purpose of identifying frequencies. In addition, the “final” (the end of the ultimate load case) equivalent flexural rigidity of the girders is 30% of the “initial” (the beginning of the first load case) equivalent flexural rigidity, compared with 50% in the scale-down test; and the final dynamic stiffness is approximately 84% of the initial dynamic stiffness, whereas the scale-down test is 72%.

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49

Yun, Ying Wei, Qin Luo, Il Young Jang, Shan Shan Sun y Jia Wei Zhang. "Experimental Research on the Ductility of High Performance Concrete Beams". Applied Mechanics and Materials 166-169 (mayo de 2012): 1316–20. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1316.

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Ductility is important in the design of reinforced concrete structures. In seismic design of reinforced concrete members, it is necessary to allow for relatively large ductility so that the seismic energy is absorbed to avoid shear failure or significant degradation of strength even after yielding of reinforcing steels in the concrete member occurs. This paper aims to present the basic data for the ductility evaluation of reinforced HPC (high performance concrete) beams. Accordingly, 10 flexural tests were conducted on full-scale structural concrete beam specimens having concrete compressive strength of 40, 60, and 70 MPa. The test results were then reviewed in terms of flexural capacity and ductility. The effect of concrete compressive strength, tension steel ratio, and shear span to beam depth ratio on ductility were investigated experimentally.

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50

Silva, Pedro F. y Sri Sritharan. "Seismic Performance of a Concrete Bridge Bent Consisting of Three Steel Shell Columns". Earthquake Spectra 27, n.º 1 (febrero de 2011): 107–32. http://dx.doi.org/10.1193/1.3525919.

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This paper describes the performance of a full-scale, three-column concrete bridge bent test unit that was designed, constructed, and tested under simulated in- plane seismic loads. Representing a typical bent configuration used by the Alaska Department of Transportation and Public Facilities, the test unit employed 12.7-mm-thick steel shell concrete columns and evaluated adequacy of an improved beam-to-column joint design procedure. The steel shell served as the external reinforcement and formwork for the columns. As intended, plastic hinges were fully developed in the columns adjacent to the interface with the cap beam, with minimal damage occurring to the cap beam and joints due to simulated seismic actions. These observations, along with the recorded force-displacement hysteretic response, confirmed the desirable seismic performance of the test unit. Design details, analytical response, test observations, key experimental results, and design recommendations are presented.

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