To see the other types of publications on this topic, follow the link: Full-scale lateral load test.
Journal articles on the topic 'Full-scale lateral load test'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the top 50 journal articles for your research on the topic 'Full-scale lateral load test.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Browse journal articles on a wide variety of disciplines and organise your bibliography correctly.
1
Thiyyakkandi, Sudheesh, Michael McVay, Peter Lai, and Rodrigo Herrera. "Full-scale coupled torsion and lateral response of mast arm drilled shaft foundations." Canadian Geotechnical Journal 53, no. 12 (December 2016): 1928–38. http://dx.doi.org/10.1139/cgj-2016-0241.
Full textAbstract:
Drilled shaft foundations supporting mast arm assemblies are subjected to significant torsion and lateral load during severe wind loading (e.g., hurricane). Past centrifuge studies in granular soils suggest that the design of such foundations should be performed for a coupled load case, since the lateral resistance is considerably reduced by the concurrent application of torsion. However, current design practice still considers lateral load and torsion independently due to the lack of field verification of centrifuge results. This paper reports on a full-scale test program to investigate the coupled load behavior of drilled shafts. A novel load test setup (with a heavy-duty mast arm assembly) and instrumentation were used for the combined torsion and lateral loading (e.g., wind loading). The study revealed a significant reduction in lateral resistance due to the influence of torque as observed from previous centrifuge studies. Torsional resistance was reduced (approximately 20%) by the impact of lateral load when compared with the anticipated torsional resistance based on unit skin friction values, derived from the axial load test results (i.e., no influence of lateral load). A comparison of measured torsional resistance during the combined loading with the predicted values using different approaches was also made. O’Neill and Hassan’s beta (β) method (sand) and alpha method (clay) are found to predict the torsional resistance reasonably well (±10%), while all other methods based on the standard penetration test and cone penetration test considered in the study overpredicted or underpredicted the resistance.
2
SHOJI, Michito, and Takeshi FUJIMORI. "EVALUATION OF LATERAL RESISTANCE OF DAMAGED PILE BASED ON FULL SCALE LATERAL LOAD TEST." Journal of Structural and Construction Engineering (Transactions of AIJ) 79, no. 705 (2014): 1637–45. http://dx.doi.org/10.3130/aijs.79.1637.
Full text
3
Sakr, Mohammed. "Performance of helical piles in oil sand." Canadian Geotechnical Journal 46, no. 9 (September 2009): 1046–61. http://dx.doi.org/10.1139/t09-044.
Full textAbstract:
The results of a comprehensive pile load-test program and observations from field monitoring of helical piles with either a single helix or double helixes installed in oil sand are presented in this paper. Eleven full-scale pile load tests were carried out including axial compression, uplift, and lateral load tests. The results of the full-scale load tests are used to develop a theoretical design model for helical piles installed in oil sand. Test results confirm that the helical pile is a viable deep foundation option for support of heavily loaded structures. The test results also demonstrated that circular-shaft helical piles can resist considerable lateral loads.
4
Hong, Won-Kee, Hee-Cheul Kim, and Suk-Han Yoon. "Lateral behavior of full-scale concrete-filled carbon composite columns." Canadian Journal of Civil Engineering 31, no. 2 (February 1, 2004): 189–203. http://dx.doi.org/10.1139/l03-080.
Full textAbstract:
Full scale concrete-filled carbon composite columns without longitudinal and transverse reinforcing steels are tested to investigate the lateral behavior of columns confined with carbon composite tubes. In the present study, the full-scale circular and square concrete-filled carbon composite tubes (CFCTs) with various winding angles with respect to longitudinal axes of the tubes are subjected to lateral loads under a constant axial load. The influence of thickness and winding angle of carbon tubes on the lateral behavior of concrete columns is studied both experimentally and analytically, demonstrating that the calculated ultimate moment capacity of confined columns compares well with test data. For this analytical process, stress–strain relationships of confined concrete columns uncovered by the authors are used to identify the distribution of confined compressive concrete strength at failure. This stress–strain model considers the influence of winding orientation of carbon fibers on the confining capability of the concrete core.Key words: carbon composite, lateral capacity of confined column, strength, filament winding.
5
Chien, C. J., S. S. Lin, C. C. Yang, and J. C. Liao. "Lateral Performance of Drilled Shafts due to Combined Lateral and Axial Loading." Journal of Mechanics 29, no. 4 (August 8, 2013): 685–93. http://dx.doi.org/10.1017/jmech.2013.55.
Full textAbstract:
ABSTRACTThis paper reports the results of a series of full-scale drilled shaft load tests subjected to combined axial and lateral loading and lateral loading only. The tested shafts, 1.4m in diameter, were embedded 37m in sandy silt. All tested shafts were installed using reverse circulation method. The test results indicated, given the same lateral loading, 63% of pile head displacement resulted from combined load corresponded with the case of lateral loading only. The test results were compared to the numerical results of the software LPILE as well as the analytical solutions proposed by the senior author and his co-workers. The analytical results of the pile bending moments along shaft showed better results than that of LPILE.
6
Liu, Jin, Liang Jian, and Du Xiuli. "Experimental study on seismic behavior of full scale square concrete filled steel tubular stocky columns." E3S Web of Conferences 272 (2021): 02024. http://dx.doi.org/10.1051/e3sconf/202127202024.
Full textAbstract:
This study mainly presented a pseudo-static experiment on two full-scale square CFST short columns with the cross-sectional width of 600 mm under combined constant axial load and cyclic lateral load. The seismic performance of the two full-scale CFST columns were investigated. Meanwhile, the plastic hinge length of the specimens was discussed. The test results presented that the specimens suffered bend-shear failure. The local buckling of steel tube occurred at the end of the specimens and the core concrete crushed. The safety redundancy of lateral bearing capacity decreased in full-scale specimen. By the method of physical observation, the plastic hinge length Lp1 was determined mainly according to the range of the local buckling of steel tube. There had a great difference between the prediction of plastic hinge lengths by the existing calculation model and the plastic hinge lengths obtained by the test.
7
Ruesta, Pedro F., and F. C. Townsend. "Prediction of Lateral Load Response for a Pile Group." Transportation Research Record: Journal of the Transportation Research Board 1569, no. 1 (January 1997): 36–46. http://dx.doi.org/10.3141/1569-05.
Full textAbstract:
A full-scale lateral load test of a pile group consisting of 16 (4 by 4) prestressed 76-cm-square concrete piles was conducted at Roosevelt Bridge, Stuart, Florida, during the summer of 1996. Presented are ( a) in situ test results, ( b) various p-y curves from these tests, and ( c) comparisons of various computer predictions (FLPIER, GROUP, and PIGR3D) using p-y curves tempered with results from a single-pile load test. From these comparisons, the best Class A prediction is made for the 16-pile group using FLPIER with nonlinear pile properties; p-y multipliers of 0.8, 0.4, 0.3, and 0.3 for the leading, middle, and trailing two rows, respectively; and dilatometer test—pressuremeter test p-y curves. This prediction suggests that an average load per pile of 280 kN will produce a deflection of 0.1 m (63 kips/pile at a deflection of 3.9 in.) for the test group.
8
Chen, Jia Xing, Yuan Cheng Guo, Jing Wei Zhang, and Tong He Zhou. "Experimental Research on Lateral-Load Behavior of Large Diameter Drilled Shaft under Axial-Load." Applied Mechanics and Materials 584-586 (July 2014): 2028–36. http://dx.doi.org/10.4028/www.scientific.net/amm.584-586.2028.
Full textAbstract:
Using the Two-way composite loading experimental device, the bearing performance of post-grouting drilled shaft under lateral and axial load is studied by full-scale field test. The result of this research reveals that the lateral critical load Hcr and lateral ultimate load Hu are improved when the axial load is applied to post-grouting drilled shaft, the settlement of post-grouting drilled shaft and not grouting drilled shaft increase while the axial load is close to ultimate load, because the settlement of a foundation pile has a relationship with the size of axial load on the top of pile in the damage process of drilled shaft under lateral load, as well as the variation of vertical settlement of normal drilled shaft is more than that of post-grouting drilled shaft, since the non-grouting drilled shaft is more sensitive to the lateral load than the post-grouting drilled shaft.
9
Ghatte, Hamid F., Mustafa Comert, Cem Demir, and Alper Ilki. "Seismic Performance of Full-Scale FRP Retrofitted Substandard RC Columns Loaded in the Weak Direction." Applied Mechanics and Materials 847 (July 2016): 347–53. http://dx.doi.org/10.4028/www.scientific.net/amm.847.347.
Full textAbstract:
FRP confinement of sub-standard columns with low quality concrete, light transverse reinforcement and improper reinforcement detailing is widely accepted as an efficient retrofitting strategy. This paper introduces an improved method using carbon fiber reinforced polymers (CFRP) and external steel ties for seismic retrofitting of full-scale rectangular reinforced concrete columns loaded in their weak directions. Three cantilever columns with a cross-sectional aspect ratio of two (600 mm x 300 mm) are tested under constant axial load and reversed cyclic lateral loads. The columns are representative of existing substandard members with characteristics such as low concrete quality, low transverse reinforcement ratio, plain bars and high axial load level. The test results indicate that columns retrofitted with FRP jacketing and external steel ties significantly benefit from the applied retrofit scheme particularly in terms of ductility and energy dissipation. Additionally, the experimental results are compared with the performance predictions of seismic assessment and design documents.
10
Dawe, J. L., and G. G. Aridru. "Prestressed concrete masonry walls subjected to uniform out-of-plane loading." Canadian Journal of Civil Engineering 20, no. 6 (December 1, 1993): 969–79. http://dx.doi.org/10.1139/l93-128.
Full textAbstract:
Two series of post-tensioned concrete masonry walls subjected to uniform lateral loading were tested to investigate their flexural strength behaviour. Each series of walls consisted of four full-scale prestressed specimens, with varying levels of prestressing force, and one reinforced specimen. Of particular interest were the load–deflection curves, initial cracking loads, wall stiffness, crack patterns, and ultimate failure loads. An air bag test apparatus was used for applying lateral uniform pressures to the specimens. Results of this experimental investigation showed that, for a given wall thickness, increased prestressing force increases the cracking load, initial wall stiffness, and ultimate failure load. The results have established a linear relationship between increased prestressing force and initial cracking load, initial wall stiffness, and ultimate failure load. The proposed model, which takes into account changes in wall stiffness after initial cracking of the wall, accurately predicts wall behaviour. Key words: masonry, prestressed, walls, strength, behaviour, uniform, pressure, experimental, analytical.
11
Ali, Qaisar, Tom Schacher, Mohammad Ashraf, Bashir Alam, Akhtar Naeem, Naveed Ahmad, and Muhammad Umar. "In-Plane Behavior of the Dhajji-Dewari Structural System (Wooden Braced Frame with Masonry Infill)." Earthquake Spectra 28, no. 3 (August 2012): 835–58. http://dx.doi.org/10.1193/1.4000051.
Full textAbstract:
This paper presents experimental and numerical investigations conducted on typical dhajji buildings found in the northern mountainous areas of Kashmir and surrounding regions to evaluate their in-plane lateral load response. The experimental work included an in-plane quasistatic cyclic test on three full-scale walls as well as monotonic tension and bend tests on main connections. The test results show that the dhajji-dewari system of buildings possesses tremendous resilience against lateral forces. The function of connections, especially the connections between the vertical posts and bottom plate, control the performance of the system. The test results also indicate that although masonry infill does not contribute to lateral load capacity, it significantly increases the energy dissipation capacity of system. The data accrued from the tests has been used in nonlinear static push-over analysis of the numerical models to develop simplified analytical tools for facilitating lateral load performance evaluation of dhajji structures.
12
Meyerhof, G. G., and V. V. R. N. Sastry. "Full-displacement pressuremeter method for rigid piles under lateral loads and moments." Canadian Geotechnical Journal 24, no. 4 (November 1, 1987): 471–78. http://dx.doi.org/10.1139/t87-063.
Full textAbstract:
The results of full-displacement pressuremeter tests in beds of sand, clay, and layered soil have been used to estimate the lateral soil pressures, ultimate capacity, and displacements of instrumented rigid model piles under eccentric and inclined loads. Comparisons of these estimates with observations on the piles under horizontal load and pure moment have been made and reasonable agreement is found. The analyses are also compared with some field case records. Key words: bearing capacity, clay, displacements, horizontal load, lateral pressure, layered soil, model test, moment, pile, pressuremeter, sand.
13
Liu, Yan, Chen Gang She, and Xiao Jin Zou. "Test Research on the Performance of Wood Frame Shear Walls under Lateral Load." Applied Mechanics and Materials 71-78 (July 2011): 3764–68. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3764.
Full textAbstract:
Sixteen full-size single-storey shear walls 6.0 m in length and 2.44 m in height were tested: half with a flexible and half with a rigid load spreader. In addition, four full-size shear walls representing a typical two-storey configuration were tested. Comparisons of the initial stiffness, ultimate load and displacement, energy dissipation and axial force in anchor bolts of the test walls are presented. An increase of lateral load capacity due to rigid load spreader beam and from a second storey has been confirmed.
14
Naesgaard, Ernest. "Lateral load tests to examine large-strain (seismic) behaviour of piles." Canadian Geotechnical Journal 29, no. 2 (April 1, 1992): 245–52. http://dx.doi.org/10.1139/t92-028.
Full textAbstract:
Three different 406 mm diameter piles were tested with lateral, vertical, and moment loadings. The purpose of the full-scale field tests was to assess the ability of the piles to withstand large lateral deformations that may be caused by earthquake-induced soil liquefaction. Two concrete shaft piles were tested to failure with lateral displacements at the pile top of up to 300 and 650 mm and pile curvatures of up to 0.16 and 0.35 rad/m, respectively. The third pile, a concrete-filled steel pipe shaft pile, reached a maximum lateral displacement at the pile top of 550 mm and a curvature of 0.08 rad/m without failure or significant distress. It is concluded that stronger piles that push through the soil may tolerate larger lateral displacements than weaker piles and that reducing the spiral reinforcing pitch from 150to 100 mm on concrete piles greatly increases the pile ductility. Key words : lateral load test, piles, reinforced concrete, concrete-filled pipe, seismic, liquefaction, pile curvature.
15
Haldar, Asim, VSN Prasad Yenumula, and T. R. Chari. "Full-scale field tests on directly embedded steel pole foundations." Canadian Geotechnical Journal 37, no. 2 (April 1, 2000): 414–37. http://dx.doi.org/10.1139/t99-119.
Full textAbstract:
The results of eight full-scale tests on directly embedded steel pole foundations are presented. Fully instrumented poles were tested to measure the various design parameters. Different types of backfills such as sand, in situ gravelly sand, crushed stone, and flowable material were used. Various parameters were measured, including applied moment, ground line deflection-rotation, rotation of the pole below the ground level, soil pressures, and bending moments in the poles. The behaviour of these foundations was explained through ultimate capacity and moment-rotation characteristics. Based on these test results, it was found that the capacity of the directly embedded pole foundation depends primarily on the compaction levels of backfill and the embedment length of the pole. Flowable backfill material, which does not require any compaction, was found to be most effective and promising. Even when the backfill was loose, the lateral capacity significantly increased by the addition of a baseplate or by installing the pole with an additional embedment depth. Various theories developed for laterally loaded rigid piles were used to predict the moment-rotation behaviour and the ultimate capacity of the directly embedded pole foundation with different types of backfill material. Results from the analytical investigations were compared with those obtained from the full-scale load tests. Comparisons show that the ultimate capacities predicted by the models ranged from 0.30 to 2.20 times the measured capacities.Key words: backfill, compaction, full-scale tests, laterally loaded rigid piles, transmission steel poles, ultimate moment.
16
Thiyyakkandi, Sudheesh, Michael McVay, Peter Lai, and Rodrigo Herrera. "Suitability of jetted and grouted precast pile for supporting mast arm structures." Canadian Geotechnical Journal 54, no. 9 (September 2017): 1231–44. http://dx.doi.org/10.1139/cgj-2016-0467.
Full textAbstract:
Jetted and grouted precast piles (JGPPs) are prefabricated piles installed utilizing jetting and pressure grouting. These piles are well-suited for urban environments as they overcome the inherent drawbacks of currently chosen deep foundations (e.g., noise and vibration disturbances due to pile driving, quality control issue with cast-in-place construction). Past studies in a large test chamber facility have shown that JGPPs can support very high axial and torsional loads owing to their improved skin and tip resistances subsequent to the side- and tip-grouting. However, this new pile has not yet been implemented in practice due to the lack of field verification of its constructability as well as load resistance. This paper presents the full-scale field construction of two JGPPs and the load test program performed to investigate the applicability of the new pile as a foundation for miscellaneous structures. As such structures are subjected to high torsion and lateral load during severe wind-loading (e.g., hurricanes), the test program included combined torsion and lateral loading as well as simple lateral loading. An actual pole – mast arm assembly was used in the coupled torsion and lateral load test to simulate the typical field-loading scenario. The load was applied using a crane and the pile’s rotations and translations were monitored using the novel instrumentation systems. The field tests showed that JGPPs possess high torsion and lateral resistances compared to identically sized drilled shafts, which is a common foundation type used for such structures. The two methods available for predicting axial resistance of the new pile are found to be suitable for the estimation of torsional resistance as well. It was also found that the concurrent application of torsion significantly reduces lateral resistance of the new pile foundation as observed for drilled shafts. In general, the study reveals that the JGPPs are well-suited foundations for miscellaneous structures.
17
Béland, Thierry, Robert Tremblay, Joshua Sizemore, Larry A. Fahnestock, Cameron Bradley, and Eric Hines. "Contribution of Beam-Column Connections with Bolted Angles in the Reserve Capacity and Full-Scale Cyclic Testing." Key Engineering Materials 763 (February 2018): 475–84. http://dx.doi.org/10.4028/www.scientific.net/kem.763.475.
Full textAbstract:
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.
18
Lynn, Abraham C., Jack P. Moehle, Stephen A. Mahin, and William T. Holmes. "Seismic Evaluation of Existing Reinforced Concrete Building Columns." Earthquake Spectra 12, no. 4 (November 1996): 715–39. http://dx.doi.org/10.1193/1.1585907.
Full textAbstract:
Past earthquakes have emphasized the vulnerability of reinforced concrete columns having details typical of those built before the mid-1970's. These columns are susceptible to axial-flexural, shear, and bond failures, which subsequently may lead to severe damage or collapse of the building. Research was undertaken to investigate the lateral and vertical load-resisting behavior of reinforced concrete columns typical of pre-1970's construction. Eight full-scale specimens were constructed and were loaded with constant axial load and increasing cyclic lateral displacement increments until failure. Test data are presented and compared with behavior estimated by using various evaluation methods.
19
Vakili, Amir, Seyed Mohammad Ali Zomorodian, and Arash Totonchi. "Small scale model test on lateral behaviors of pile group in loose silica sand." Acta Geotechnica Slovenica 18, no. 1 (2021): 41–54. http://dx.doi.org/10.18690/actageotechslov.18.1.41-54.2021.
Full textAbstract:
The accurate predictions of load- deflection response of the pile group are necessary for a safe and economical design. The behavior of piles under the lateral load embedded in soil, is typically analyzed using the Winkler nonlinear springs method. In this method, the soil-pile interaction is modeled by nonlinear p-y curves in a way that the single pile p-y curve is modified using a p-multiplier (Pm) for each row of piles in the group. The average Pm is called the group reduction factor. The Pm factor depends upon the configuration of pile group and the pile spacing (S). The present study was conducted to investigate the effects of various parameters, such as the pile spacing in the group, different layouts and the lateral load angle (Ѳ) change as a new parameter on the Pm factor and group efficiency based on the 1-g model test. The Pm factor is well comparable with the results of the full-scale test on pile group. However, based on the results, the calculated values of the Pm factor for 3×3 pile groups under 2.5-diameter spacing was estimated about 0.38 and under 3.5-diameter spacing was estimated about 0.52, so the calculated values at S/D=3, obtained from interpolation the values of group reduction factor at S/D=2.5 and S/D=3.5, are close to the AASHTO recommendation.
20
Robertson, P. K., R. G. Campanella, P. T. Brown, I. Grof, and J. M. O. Hughes. "Design of axially and laterally loaded piles using in situ tests: A case history." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 518–27. http://dx.doi.org/10.1139/t85-072.
Full textAbstract:
A 915 mm diameter steel pipe pile was driven and tested by the B.C. Ministry of Transportation and Highways as part of their foundation studies for the proposed Annacis channel crossing of the Fraser River. The pile was driven open ended to a maximum depth of 94 m. The pile was tested axially to failure when the pile tip was at depths of 67, 78, and 94 m below ground surface. Following the final axial load test, the pile was loaded laterally to a total deflection at the ground surface of 150 mm. A slope indicator casing was installed in the pile to monitor the deflected shape during lateral loading.Adjacent to the pile, a piezometer-friction cone penetration test (CPT) and a full-displacement pressuremeter profile were made. Results of the axial and lateral load tests are presented along with the data from the CPT and the full-displacement pressuremeter tests. Results of several analyses using the data from the CPT and pressuremeter tests to predict the axial and lateral performance of the pile are presented. A comparison and discussion is presented between the predicted and measured axial and lateral behaviour of the pile, for which excellent agreement was found. Key words: pile load test, cone penetration test, pressuremeter test.
21
Arslan, Mehmet Emin, Ahmet Durmuş, and Metin Hüsem. "Cyclic behavior of GFRP strengthened infilled RC frames with low and normal strength concrete." Science and Engineering of Composite Materials 26, no. 1 (January 28, 2019): 30–42. http://dx.doi.org/10.1515/secm-2017-0060.
Full textAbstract:
AbstractThis paper presents the experimental behavior of plane, non-strengthened and glass fiber reinforced polymer (GFRP) strengthened infilled reinforced concrete (RC) frames with low strength concrete (LSC) and normal strength concrete (NSC) under lateral reversed cyclic loading. For this purpose, eight full-scale, one-bay, one-storey plane and infilled (brick and aerated concrete blocks which are commonly used in RC construction) RC frames with LSC and NSC were produced and in-plane lateral loading tests were carried out. Test results indicate that infill walls considerably change the behavior of frames by increasing rigidity and load carrying capacity. By contrast, GFRP fabric used for strengthening of infilled RC frames improves ductility, load carrying and energy dissipation capacity of infilled frames with LSC and NSC as well. After all the test results were evaluated together, a GFRP strengthened brick infilled frame demonstrated the best performance under cyclic lateral loading.
22
Wang, Wei, Xin Long Du, Yun Feng Zhang, Gong Ling Chu, and Yi Yi Chen. "Full-Scale Cyclic Testing of Self-Centering Modular Panels for Seismic Resilient Structures." Key Engineering Materials 763 (February 2018): 339–46. http://dx.doi.org/10.4028/www.scientific.net/kem.763.339.
Full textAbstract:
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.
23
Choi, Hyun Ki, S. W. Beck, Y. S. Baik, and Chang Sik Choi. "A Study on Shear Reinforcement of Exterior Joints for Flat Plate." Key Engineering Materials 385-387 (July 2008): 865–68. http://dx.doi.org/10.4028/www.scientific.net/kem.385-387.865.
Full textAbstract:
The purpose of this research was to study the response of slab-column connections containing various types of shear reinforcement when subjected to the combination of gravitational and lateral cyclic loads. The three test specimens were full-scale representations of exterior slabcolumn connections of a prototype apartment building in Korea. The control specimen had no shear reinforcements, while the other specimens had CS-Bar and SS-Bar as shear reinforcements. The control specimen failed due to the punching shear around the slab-column connection at 4.0% drift. None of the specimens with shear reinforcement experienced punching shear failure up to 4.4% drift. The two types of slab shear reinforcements proved to be equally effective in resisting punching shear failure of these connections subjected to relatively low levels of gravity load. The presence of shear reinforcements significantly increased the lateral load ductility of the connections. The test results showed that the strength and ductility of the specimens with SS-Bar and CS-Bar were improved by 23% and 15% compared to the specimen without shear reinforcements.
24
Zhang, Zhi-min, Wen-hua Gao, Qiu-nan Chen, and Zong-tang Zhang. "A Lateral Unconfined Swelling Test for Swelling Rocks." Advances in Materials Science and Engineering 2018 (September 13, 2018): 1–5. http://dx.doi.org/10.1155/2018/1823541.
Full textAbstract:
A simple experimental equipment and test scheme is designed to estimate the swelling deformation under the lateral unconfined condition with coupling effect of uniaxial load and water-rock interaction. This paper carried out the swelling test under the lateral unconfined condition and analyzed the qualities of lateral unconfined swelling of weak swelling rock by applying simple self-designed saturated equipment to the swelling test on the platform of microcomputer-controlled rock shear rheological tester RYL-600. As a result of this study, the following conclusions were derived: (1) considering the coupling effect of load and water, the stress level is considerably lower than the mudstone-saturated uniaxial compressive strength, and it is discovered that the coupling effect is striking. (2) The swelling reveals the demonstrable time effect, which increases rapidly at the beginning of the swelling deformation, and after that, the deformation tends to maintain a certain value. (3) Both the rate and the scale of swelling deformation are restrained by the axial load.
25
An, Dong, Tie Jun Qu, and Jian Wen Liang. "Seismic Behavior of Two-Story Brick Masonry Building." Applied Mechanics and Materials 275-277 (January 2013): 1456–60. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1456.
Full textAbstract:
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.
26
Huang, Xiaokun, Mingzhe Cui, Qiang Liu, and Jianguo Nie. "The Lateral Torsional Buckling Behavior of Laminated Glass Beams." International Journal of Structural Stability and Dynamics 20, no. 07 (July 2020): 2050080. http://dx.doi.org/10.1142/s0219455420500807.
Full textAbstract:
In this paper, the lateral torsional buckling (LTB) behavior of multi-layered long-span laminated glass (LG) beams is investigated through full-scale model test and numerical simulation. In the test program, the LG beams consisting of up to four glass plies and spanning 5000[Formula: see text]mm are constructed and tested. The load-displacement curves and development of strain in glass plies are recorded, based on which the deformation and stress state of buckled LG beams are analyzed, and the strength checking criterion is provided. The test results are also used to determine the shape and amplitude of initial imperfection through statistical analysis and to validate a numerical model based on the finite element method (FEM). Parametric analysis based on the FEM model is then conducted to investigate influential factors on the LTB resistance of LG beams, among which the influence of shape and amplitude of initial imperfection is emphasized. For the LTB design of LG beams, the applicability of existing formula to determine the critical buckling moment through effective stiffnesses is evaluated for multi-layered LG beams with the test and numerical results. Finally, the design buckling curves adopting the Ayrton–Perry formula (APF) are proposed and validated for LG beams categorized with glass type and load duration.
27
Lehane, Barry M., and David J. White. "Lateral stress changes and shaft friction for model displacement piles in sand." Canadian Geotechnical Journal 42, no. 4 (August 1, 2005): 1039–52. http://dx.doi.org/10.1139/t05-023.
Full textAbstract:
The paper describes a series of tests performed in a drum centrifuge on instrumented model displacement piles in normally consolidated sand. These tests examined the influence of the pile installation method, the stress level, and the pile aspect ratio on the increase in lateral effective stress on the pile shaft during static load testing to failure. A parallel series of constant normal load and constant normal stiffness (CNS) laboratory interface shear experiments was performed to assist interpretation of the centrifuge tests. It is shown that although the cycling associated with pile installation results in a progressive reduction in the stationary horizontal effective stress acting on a pile shaft and densification of the sand in a shear band close to the pile shaft, this sand dilates strongly during subsequent shearing to failure in a static load test. The dilation (the amount of which depends on the cyclic history) is constrained by the surrounding soil and therefore leads to large increases in lateral effective stresses and hence to large increases in mobilized shaft friction. The increase in lateral stress is shown to be related to the radial stiffness of the soil mass constraining dilation of the shear band and to be consistent with measurements made in appropriate CNS interface shear tests. The paper's findings assist in the extrapolation of model-scale pile test results to full-scale conditions.Key words: sand, displacement pile, centrifuge tests, shaft friction.
28
Kieslich, Hubertus, and Klaus Holschemacher. "Lateral Load Bearing Behavior of Timber-Concrete Composite Constructions." Advanced Materials Research 778 (September 2013): 665–72. http://dx.doi.org/10.4028/www.scientific.net/amr.778.665.
Full textAbstract:
The idea to combine the building materials timber and concrete is well known since the 20th of the last century. While timber is beneficial in bearing tensile forces, concrete on the contrary sustains compressive forces very well. Thus, connecting both materials in the way that loads can be transferred between them, their advantages can be used to improve the load bearing capacity of structures. A lot of researches were carried out to investigate different problems of timber-concrete composite (TCC) constructions during the last years. Yeoh et al. [1] for example gave an overview of different full-scale short-term collapse tests in order to evaluate the load bearing behavior of different TCC systems. Nevertheless, some questions are still very few explored, among them is the lateral load bearing behavior of TCC constructions. These structures can be considered as 3 dimensional plane structures, being able to distribute loads along and perpendicular to the span of the timber beams. A concentrated load (applied to one beam of the TCC construction) will deflect it due to bending. All beams are connected with each other because of the concrete slab. For this reason adjacent beams also deflect even if no loads are applied to them directly. These beams contribute to the load bearing of the loaded beam and relieve it partly from the loads, reducing stress in this beam. The described behavior, of distributing loads perpendicular to the span, is called lateral load bearing behavior. This paper will report on short-term bending testes of TCC slabs, carried out at Leipzig University of Applied Sciences. Several slabs have been tested. Each of them had a span of 3.9 m, consisting of three timber beams (10/20 cm) and a connecting concrete slab (thickness 6 cm). Only the middle beam was loaded in the third part points. During the test deflections, as well as strains, at different points were recorded. Additionally, the concrete properties were determined and push out tests were carried out. Overall, seven TCC slabs were manufactured and tested. With the slabs several parameters have been varied, e.g. the type of concrete, the stiffness of the connection system, and the center distance of the timber beams. By varying these three parameters, their effect on the lateral load distribution was examined by measuring deflection and strain at different points of the composite slab. A timber beam ceiling, as reference sample, without concrete topping was tested additionally. The experiments and its results will be described in detail in the paper.
29
Choi, Jung-Wook, Malika Ali, and Scott D. B. Alexander. "Behavior of slab–column connections with partially debonded reinforcement under lateral loading." Canadian Journal of Civil Engineering 36, no. 3 (March 2009): 463–72. http://dx.doi.org/10.1139/l09-006.
Full textAbstract:
In a flat plate structure, slab–column connections must possess sufficient drift capacity to survive the lateral deformation resulting from wind or earthquake. Partial debonding of the flexural reinforcement may be a means of increasing drift capacity of a slab–column structure. This article summarizes cyclic loading tests conducted on two full-scale interior slab–column connections, one with and one without partially debonded reinforcement. Each test specimen consisted of a 4.2 m square slab with a 355 mm square column protruding 1.5 m above and below the slab. The slab thickness was 152 mm. The specimen with partially debonded reinforcement exhibited more lateral drift capacity (4.5%) than did the specimen with fully bonded reinforcement (3.5%). The lateral load capacity of the debonded specimen was approximately 20% greater than that of the bonded control specimen. With partial debonding of the flexural reinforcement, cyclic load appeared to produce less damage to the connection in the vicinity of the slab–column joint.
30
Beres, Attila, Stephen P. Pessiki, Richard N. White, and Peter Gergely. "Implications of Experiments on the Seismic Behavior of Gravity Load Designed RC Beam-to-Column Connections." Earthquake Spectra 12, no. 2 (May 1996): 185–98. http://dx.doi.org/10.1193/1.1585876.
Full textAbstract:
This paper summarizes recent experimental research at Cornell University conducted on the behavior of gravity load designed reinforced concrete building frame components subjected to reversing cyclic loads (simulated seismic effects). Reinforced concrete framing systems, designed primarily for gravity loads, with little or no attention given to lateral load effects, are typically characterized by non-ductile reinforcing details in the joint regions and in the members. The seismic response of connection regions for gravity load design (GLD) frames has received relatively little attention in earlier studies, thus making it difficult to reliably evaluate GLD frames and to properly plan repair or retrofit strategies. Thirty-four full scale bare interior and exterior beam-to-column joints have been tested under reversed cyclic bending to identify the different damage mechanisms and to study the effect of critical details on strength and deformations. The discussion of test results focuses on the definition of joint shear strength factors for GLD frames to complement those provided by ACI-ASCE Committee 352 for frames designed with better details.
31
Demir, Ugur, Mark F. Green, and Alper Ilki. "Post-fire seismic performance of precast reinforced concrete columns." PCI Journal 65, no. 6 (November 2020): 62–80. http://dx.doi.org/10.15554/pcij65.6-01.
Full textAbstract:
Quantifying the seismic resistance of reinforced concrete buildings after fire is difficult because of the lack of information regarding their strength and ductility under earthquake loads. In this study, four full-scale flexure-controlled reinforced precast concrete columns were subjected to quasi-static reversed cyclic lateral loading under constant axial load to examine the seismic response of reinforced precast concrete columns damaged by 30, 60, and 90 minutes of fire. For the first time, the impact of fire damage on force-displacement behavior, moment-curvature relationship, stiffness, energy dissipation capacity, and residual displacements was investigated through postfire seismic tests. Test results clearly indicated that the fire exposure did not significantly affect the lateral-load-bearing capacity, failure modes, and ductility of the columns, with the exception of the specimen subjected to 90 minutes of fire exposure. The analytical study consisting of thermal and fiber-based structural analysis demonstrated that conventional principles of structural mechanics are valid for estimation of the postfire seismic behavior of reinforced precast concrete columns when the deteriorations in materials are realistically taken into account and the given algorithm is followed.
32
Chen, Wenwen, and Jihong Ye. "Simplified calculation model for load-bearing cold-formed steel composite walls under fire conditions." Advances in Structural Engineering 23, no. 8 (January 20, 2020): 1683–701. http://dx.doi.org/10.1177/1369433219899790.
Full textAbstract:
The conventional simplified model only restricts the bending buckling around the minor axis and overall torsional buckling, which is not suitable for external sandwiched cold-formed steel composite walls. Moreover, a solution to stud–track connections must be achieved in establishing the overall structure model. In this article, a simplified calculation model is proposed to accurately and efficiently reveal the fire performance of cold-formed steel composite walls. A tension spring is adopted to simulate the boundary condition that limits the axial thermal expansion of the studs at elevated temperature. Meanwhile, the simplified applications of the panel constraints and stud–track connections are also given in details. Finite element analysis using the developed simplified calculation model is conducted to simulate five full-scale cold-formed steel composite walls with different configurations. Comparisons between the finite element analysis and fire test results show an overall agreement on the failure modes, cold flange temperatures and lateral deflections at mid-height of the studs. These results demonstrate that the developed simplified calculation model is able to simulate the fire performance and predict the lateral deflection of the external sandwiched cold-formed steel composite walls accurately. Finally, the key factors affecting the lateral deflection of the studs are analysed.
33
Yang, Zhijun, Qing Fang, Bu Lv, Can Mei, and Xudong Fu. "An Investigation into the Effect of Cracking on the Response of Drilled and Postgrouted Concrete Pipe Pile under Lateral Loading." Advances in Materials Science and Engineering 2020 (January 23, 2020): 1–12. http://dx.doi.org/10.1155/2020/5373958.
Full textAbstract:
The cracks are likely to initiate on a lateral loaded pile and would cause greater deflection at the pile head. However, there is a lack of thorough investigation into the effect of cracking on the response of the lateral loaded pile. In this article, a full-scale field test was carried out to investigate the behavior of Drilled and Postgrouted Concrete Pipe Pile under lateral loads. A novel analysis method for the lateral loaded pile, which can take the cracking effects into consideration, was proposed, and the validity was verified by the test results. With the proposed method, the cracking effects on flexural rigidity, displacement, rotation, and bending moment of the pile were studied. In brief, cracking effect would dramatically reduce the flexural rigidity of the pile, remarkable increase the displacement and rotation of the pile top, and slightly decrease bending moment of the pile. Unambiguously, the results show that the proposed method can excellently predict the response of laterally loaded piles under cracking effects.
34
Abu-Farsakh, Murad, Ahmad Souri, George Voyiadjis, and Firouz Rosti. "Comparison of static lateral behavior of three pile group configurations using three-dimensional finite element modeling." Canadian Geotechnical Journal 55, no. 1 (January 2018): 107–18. http://dx.doi.org/10.1139/cgj-2017-0077.
Full textAbstract:
The lateral resistance of three pile group configurations was investigated using three dimensional (3-D) finite element modeling. The three pile groups considered in the study were a vertical pile group, a battered pile group, and a mix of vertical and battered piles in a group. The study was motivated by the full-scale static load test that was conducted on the M19 pier foundation in the I-10 twin span bridge in Louisiana. The static lateral resistance of the M19 battered pile group was investigated previously using a 3-D finite element simulation and verified with the aid of experimental results. In the present study, the M19 battered pile group model was used as the basis for the vertical and mixed pile groups for developing their 3-D finite element models. The nonlinear material behavior was accounted for using elastoplastic constitutive models such as the concrete damaged plasticity model and the anisotropic modified Cam clay model. The lateral resistance of the pile groups was investigated in terms of load–displacement, axial load, bending moment, pile damage, soil resistance, and p-multipliers. The results show that the battered pile group had the largest lateral resistance, followed by the mixed and vertical pile groups, respectively. The largest lateral load share was carried by the two middle rows in the battered pile group, while it was in the leading row in the vertical and mixed pile groups. The soil resistance profiles show that the vertical pile group mobilized greater soil resistance than the battered and mixed pile groups at the same lateral load. The back-calculated p-multipliers are the highest in the battered pile group case, followed by the mixed and vertical pile groups, respectively.
35
Ilki, Alper, and Ugur Demir. "FACTORS AFFECTING SEISMIC BEHAVIOUR OF REINFORCED CONCRETE STRUCTURES AFTER FIRE EXPOSURE." NED University Journal of Research 1, Special Issue on First SACEE'19 (January 1, 2019): 31–41. http://dx.doi.org/10.35453/nedjr-stmech-2019-0003.
Full textAbstract:
In the areas under high earthquake risk, the impact of fire damage on the seismic performance of the reinforced concrete (RC) structures ought to be realistically taken into account while assessing the fire damage to develop reuse/repair/replace strategies through the remaining service life. In the scope of this study, a literature review is conducted on the changes of mechanical characteristics of concrete and reinforcement caused by a fire with a particular emphasis on the post-cooling stage. Post-cooling behaviour of RC members is different than the behaviour under elevated temperatures and hence it is of vital importance on structural seismic performance assessment after a fire. Apart from material-wise assessment methodologies, post-fire seismic performance of RC structural members is also discussed through post-fire simulated seismic loading tests conducted on full-scale cast-in-place and precast columns. The test results pointed out to a reduction in lateral load bearing capacity of the cast-in-place columns subjected to fire whereas fire-exposed precast columns demonstrated better performance in terms of residual lateral load capacity due to the lower axial load and larger heights. All columns exhibited satisfactory performance in terms of ductility.
36
Abdel-Mooty, Mohamed, Medhat Haroun, Yosra El Maghraby, Ezzat Fahmy, and Mohamed Abou Zeid. "Performance of Screen Grid Insulating Concrete Form Walls under Combined In-Plane Vertical and Lateral Loads." Advanced Materials Research 163-167 (December 2010): 1803–10. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1803.
Full textAbstract:
Insulating Concrete Forms (ICF) walls generally comprise two layers of Expanded Polystyrene (EPS), steel reinforcement is placed in the center between the two layers and concrete is poured to fill the gap between those two layers. ICF’s have many advantages over traditional methods of wall construction such as reduced construction time, noise reduction, strength enhancement, energy efficiency, and compatibility with any inside or outside surface finish. The focus of this study is the Screen Grid ICF wall system consisting of a number of beams and columns forming a concrete mesh. The performance of ICF wall systems under lateral loads simulating seismic effect is experimentally evaluated in this paper. This work addresses the effect of the different design parameters on the wall behavior under seismic simulated loads. This includes different steel reinforcement ratio, various reinforcement distribution, wall aspect ratios, different openings sizes for windows and doors, as well as different spacing of the grid elements of the screen grid wall. Ten full scale wall specimens were tested where the effects of the various parameters on wall behavior in terms of lateral load capacity, lateral displacement, and modes of failure are presented. The test results are stored to be used for further analysis and calibration of numerical models developed for this study.
37
Yang, Xin Lei, Hai Liang Wang, and Quan Chang Ren. "Monotonic Performance of Lightweight Concrete Shear Walls." Applied Mechanics and Materials 166-169 (May 2012): 832–35. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.832.
Full textAbstract:
In this study, a full-scale lightweight concrete shear wall was tested under monotonic loading, and overall behavior and failure mode of the test specimen was discussed. Results of this study will provide useful information regarding the performance of lightweight concrete shear walls and similar systems subjected to static lateral loads.
38
Yan, Li, and Peter M. Byrne. "Lateral pile response to monotonie pile head loading." Canadian Geotechnical Journal 29, no. 6 (December 1, 1992): 955–70. http://dx.doi.org/10.1139/t92-106.
Full textAbstract:
This paper presents results from a series of model tests of single vertical piles subjected to lateral monotonic pile head loading. Model tests were carried out in sand under a simulated field stress condition using the hydraulic gradient similitude technique. Studies were focused on examining various factors that affect the soil-pile interaction in terms of P–y curves. It was found that the P–y curves are highly nonlinear and stress-level dependent but are insensitive to the pile head loading conditions. The P–y curves at depths below one pile diameter were found to be normalized by the maximum soil Young's modulus Emax and the pile diameter. Comparison was made between the experimental P–y curves and those recommended by the American Petroleum Institute (API). It was found that the experimental P–y curves were significantly different from the API P–y curves. New procedures for constructing P–y curves are proposed and verified by numerical analyses of the observed model pile response. The results indicate that the API P–y curves based on a hyperbolic tangent function tend to overestimate the pile head stiffness, especially for fixed-head piles due to their stiffer shape in the small to medium pile deflection range. The proposed parabolic P–y curves can better resemble experimental P–y curves and consequently give a better prediction of pile response for both free- and fixed-head conditions. Finally, the proposed procedures were applied to analyze a full-scale pile load test, and good agreement was found between the predictions using the proposed parabolic P–y curves and the field test data. Key words : lateral loads, piles, model tests, sands.
39
Abu-Farsakh, Murad, Firouz Rosti, and Ahmad Souri. "Evaluating pile installation and subsequent thixotropic and consolidation effects on setup by numerical simulation for full-scale pile load tests." Canadian Geotechnical Journal 52, no. 11 (November 2015): 1734–46. http://dx.doi.org/10.1139/cgj-2014-0470.
Full textAbstract:
During pile installation, stresses and void ratios in the surrounding soils change significantly, creating large displacements, large strains, soil disturbance, and development of excess pore-water pressures. The surrounding disturbed soil tends to regain its strength with time due to both consolidation and thixotropic effects. In this paper, the pile installation process and subsequent consolidation, thixotropy, and load tests conducted at different times after end of driving (EOD) were modeled for test piles at the Bayou Laccassine Bridge site, Louisiana. In the finite element (FE) model, the pile was considered as an elastic material and the anisotropic modified Cam-clay model (AMCCM) was used to describe the behavior of the surrounding clayey soils. Pile installation was modeled by applying prescribed radial and vertical displacements on the nodes at the soil–pile interface (volumetric cavity expansion), followed by vertical deformation to activate the soil–pile interface friction and simulate static load tests. The thixotropic effect was incorporated by applying a time-dependent reduction parameter, β, which affects both interface friction and material properties. Results from the FE numerical simulation include the development of excess pore-water pressure during pile installation and its dissipation with time, the increase in effective lateral stress at the pile–soil interface, changes in stress state of the surrounding soil, and setup attributed to both the soil consolidation and thixotropy at different times. FE results are compared with measured values obtained from full-scale instrumented pile load tests, which show good agreement between measured and FE-predicted results.
40
Shah, Syed Azmat Ali, Khan Shahzada, and Qazi Samiullah. "INFLUENCE OF BRICK MASONRY INFILLED WALL ON SEISMIC PERFORMANCE OF REINFORCED CONCRETE FRAME." NED University Journal of Research XVII, no. 3 (June 30, 2020): 15–29. http://dx.doi.org/10.35453/nedjr-stmech-2018-0013.
Full textAbstract:
Infilled walls are considered as nonstructural elements in reinforced concrete (RC) frame buildings. However, they can interact with the bounding frame when subjected to lateral load and can change the load resisting mechanism and failure pattern. This paper presents the results of two full scale (single storey and single bay) RC frames which were tested using quasi-static loading. Of these, one was a bare frame whereas the second frame was constructed with infilled brick masonry wall. The data of hysteresis curves, strength, capacity curve, stiffness, energy dissipation, displacement ductility, overstrength factor, response modification factor and performance levels have been presented and discussed. The test results highlighted the positive influence of infilled wall on stiffness, strength, energy dissipation and ductility of RC frame. It was also observed that response modification factor is sensitive to the frame geometric configuration.
41
Ting, John M., Claudia R. Kauffman, and Maryann Lovicsek. "Centrifuge static and dynamic lateral pile behaviour." Canadian Geotechnical Journal 24, no. 2 (May 1, 1987): 198–207. http://dx.doi.org/10.1139/t87-025.
Full textAbstract:
The behaviour of a single vertical pile embedded in saturated sand and subjected to cyclic static and dynamic loading is studied using an extensive centrifuge model testing program. A reliable data reduction method allows computation of the dynamic and static cyclic lateral pile resistance–deflection p–y curves. The results are compared with full-scale dynamic test results and oil industry design guidelines.From these comparisons, the centrifuge technique appears to model the dynamic soil–pile system properly. For loadings causing significant nonlinearity, the static stiffness appears to be greater than the dynamic stiffness, while material hysteresis appears about the same in each case. Current American Petroleum Institute guidelines for static cyclic loading appear to overestimate the dynamic lateral resistance for medium dense sands. Key words: centrifuge model, cyclic loads, dynamic response, lateral loads, liquefaction, model tests, pile lateral loads.
42
Zhang, Sigong, Ying Hei Chui, and David Joo. "Lateral Load Performance of Panelized Wood I-Joist Floor Systems." Forest Products Journal 70, no. 4 (November 1, 2020): 428–38. http://dx.doi.org/10.13073/fpj-d-20-00029.
Full textAbstract:
Abstract Panelized light wood frame construction is becoming more popular due to the faster construction time and shortage of onsite skilled labor. To use light wood frame panels effectively in panelized floor systems, panel-to-panel joints must be fastened adequately to allow load transfer between panels. They must also possess in-plane shear strength and stiffness comparable to stick-built, staggered-sheathed assemblies. This study was designed to develop efficient and effective panel-to-panel joints for connecting adjacent floor panels built with wood I-joists and evaluate the efficiency of the joints in achieving diaphragm action. At first, a number of these panel-to-panel joints were tested in the laboratory using a small-scale diaphragm test setup to determine their efficiency in transferring in-plane forces between panels. Test results showed that a small decrease in in-plane stiffness was expected for the most effective joints, but their strengths were significantly higher than at the same location in a conventional site-built floor diaphragm. The presence of blockings and use of two-row nailing were found to considerably improve stiffness and strength. These features can be used to mitigate the potential reduction in mechanical performance of panelized floor construction, in comparison with the site-built wood I-joist floor.
43
Yang, Deshan, Ming Xu, and Zhongfan Chen. "Seismic performance of Chinese traditional timber frames." BioResources 16, no. 3 (July 21, 2021): 6135–46. http://dx.doi.org/10.15376/biores.16.3.6135-6146.
Full textAbstract:
Chinese traditional timber frames are known for their mortise-tenon joints and wooden planks shear walls. To investigate the seismic behavior of the structural system, three full-scale timber frames were subjected to in-plane quasi-static loading. The hysteresis characteristics, lateral load-carrying capacities, lateral stiffnesses, and energy dissipation capacities of the timber frames were investigated. The results showed that the hysteretic loops of all specimens exhibited pinching, and the column and beam components were nearly intact after the test. The traditional wooden frames had large deformability. The installation of the infilled timber shear wall brought great improvements in lateral resistance and energy dissipation to the bare frames. The initial stiffness of the timber frame infilled with timber shear wall was 0.113 kN/mm, which was 56.9% and 11.9% greater than those of the bare frame specimen F1 and specimen F2, respectively. The results from the experimental analyses can serve as a technical basis for the development of seismic design methods and strengthening designs of such structures in practical engineering.
44
Park, R., M. E. Rodriguez, and D. R. Dekker. "Assessment and Retrofit of a Reinforced Concrete Bridge Pier for Seismic Resistance." Earthquake Spectra 9, no. 4 (November 1993): 781–801. http://dx.doi.org/10.1193/1.1585740.
Full textAbstract:
Typical structural deficiencies in some reinforced concrete bridges designed for seismic resistance before current seismic codes were introduced are briefly outlined. Results of simulated seismic load tests conducted on the critical region of a reinforced concrete bridge pier designed in New Zealand in 1936 are presented. The tests involved the application of compressive axial loading and quasi-static cyclic lateral loading to a full-scale subassemblage representing the column-cap beam region of the as-built pier. Subsequent loading tests were conducted on the pier retrofitted mainly by the addition of steel plates welded to the ends of the plain round longitudinal bars to improve anchorage. The improved bar anchorage enabled the pier to develop its full theoretical flexural strength, but the considerable loss of stiffness due to bond degradation which occurred in the initial test on the as-built pier was not restored.
45
Chong, Xun, Linlin Xie, Xianguo Ye, Qing Jiang, and Decai Wang. "Experimental study and numerical model calibration of full-scale superimposed reinforced concrete walls with I-shaped cross sections." Advances in Structural Engineering 19, no. 12 (July 28, 2016): 1902–16. http://dx.doi.org/10.1177/1369433216649392.
Full textAbstract:
The superimposed reinforced concrete wall in which both the walls and slabs are semi-precast superimposed reinforced concrete components has been widely used to construct high-rise residential buildings in some seismic regions of China. This article aims to investigate the seismic performance and reveal the inherent damage mechanism of this wall. Quasi-static tests of two full-scale superimposed reinforced concrete walls with I-shaped cross sections, consisting of the walls in orthogonal directions and two T-shaped cast-in-place boundary elements, were conducted. Through the test, the behavior of the horizontal joints between the wall panels and the foundation; the behavior of the vertical connections between the wall panels of orthogonal direction; the reliability of the connections between precast and cast-in-place concrete; and the lateral load, deformation, and energy dissipation capacities of the specimens are evaluated. In addition, a refined numerical model based on the multi-spring model was adopted to assess the seismic performance of the superimposed reinforced concrete walls with I-shaped cross sections. The reliability of this model was validated through comparison with the experimental data. This study offers valuable experimental data and numerical model references for future seismic performance assessments of superimposed reinforced concrete wall structures.
46
Gromysz, Krzysztof. "Stiffness test in lateral direction of temporary wooden building supports." MATEC Web of Conferences 262 (2019): 10004. http://dx.doi.org/10.1051/matecconf/201926210004.
Full textAbstract:
Temporary supports consisting of a jack, a stack of wooden cubic elements and a iron plate are used during the removal of buildings deflections by uneven raising. Where the weight of a building is rested on temporary supports with a considerable length, unintentional displacements of buildings in the horizontal direction are seen. The displacements are connected with supports deformations caused by horizontal forces acting on the building part being raised. Non-vertically installed jacks, being part of the supports, are the most frequent reason for the occurrence of such forces. The jacks are not vertical due to deformations in the stack of wooden elements, upon which they are rested. In such case, the stiffness of temporary supports is essential for the safety of the deflection removal process. Laboratory tests of temporary supports were carried out and they showed that their stiffness, understood as a horizontal force divided by a displacement in the acting direction of the force, is not constant. The stiffness of supports is decreasing as the displacement amplitude grows. A considerable decrease in supports stiffness was experienced when positive longitudinal deformations occurred in the cross section of the support elements. As a result, the unconnected elements of the supports were unable to transmit positive stresses of this number. For the investigated range of loads, the deformations of the material of the supports elements were elastic. Inelastic forces were however generated along the contact points of the elements forming part of the supports, and such forces were responsible for creating a hysteresis loop and energy dissipation by the supports. The system, when a full load-unload cycle was applied, was returning to the initial position. Higher values of the energy dissipation coefficient correspond to higher values of a displacement amplitude.
47
Troyanovskaya, Irina, and Anton Kalugin. "Certification tests of a protective device such as ROPS to ensure safe usage of tractors." MATEC Web of Conferences 224 (2018): 02061. http://dx.doi.org/10.1051/matecconf/201822402061.
Full textAbstract:
According to the safety requirements, all protective devices of tractor units are subject to obligatory certification. One of the main means of protecting the operator during overturning is ROPS system. In accordance with GOST (National State Standard), a performance check of ROPS protective structures is carried out on basis of full-scale tests. The purpose of the presented study is to develop the experimental procedure and to obtain the performance check result of ROPS protective device of the tractor unit’s cabin using B10 bulldozer manufactured by the Chelyabinsk Tractor Plant as an example. The tests were carried out at the Ural Test Center NATI. For this purpose, a special bedplate was used, allowing to test the protective cabins of tractors with the total mass of up to 110 tons. The hydraulic system of the bedplate allowed to carry out the process of lateral loading of ROPS step by step, where each step corresponded to the 10 mm structure deformation. The applied load and structure deformation were recorded at each step. The energy accumulated by the structure was calculated as the area under the stress-strain curve. The energy U = 40867 J, which was required according to GOST, was accumulated during lateral deformation Δ = 270 mm. The force constituted Fy = 243 kN. After removing the lateral load, the structure was subjected to the vertical static and longitudinal loading. During the whole experiment of ROPS protective device, repairs, deformation corrections and adjustments were not allowed. The test results of ROPS structure of B10 bulldozer cabin showed compliance with the GOST safety requirements. During ROPS deformation, penetration of the protective structure elements into the driver’s limited zone was not observed.
48
Hu, Chang Ming, Fang Fang Song, and Xiao Zhou Fan. "Study on Safety of the Fastener Tubular Steel Scaffolding." Advanced Materials Research 368-373 (October 2011): 771–76. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.771.
Full textAbstract:
Based on analysis of five different conditions’ full scale model tests of the fastener tubular steel scaffolding, the paper introduces that notional lateral loads can imitate the effect which generalized imperfections of the falsework(initial imperfections, node semi-rigid and so on) give the bracket’s stability capacity. According to the finite element software ANSYS, the falseworks’ stability capacities of different conditions have been imitated and analysed, Analysis results compare with test results. The final result indicates that it is reasonable that notional lateral loads in certain scope can imitate generalized initial imperfection. Research results can be used for on-site t technical personnels’ design and safety control.
49
Poulos, Harry George, and Andrew J. Davids. "Foundation design for the Emirates Twin Towers, Dubai." Canadian Geotechnical Journal 42, no. 3 (June 1, 2005): 716–30. http://dx.doi.org/10.1139/t05-004.
Full textAbstract:
This paper describes the foundation design process adopted for two high-rise buildings in Dubai, the Emirates Twin Towers. The foundation system for each of the towers was a piled raft, founded on deep deposits of calcareous soils and rocks. The paper outlines the geotechnical investigations undertaken, the field and laboratory testing programs, and the design process and describes how potential issues of low skin friction and cyclic degradation of skin friction due to wind loading were addressed. An advanced numerical computer analysis was used for the design process, which was carried out using a limit state approach. This necessitated analysis of a large number of load cases, and the paper describes how the information was processed to produce design information. A comprehensive program of pile load testing was undertaken, and class A predictions of both axial and lateral loaddeflection behaviour were in fair agreement with the load test results. Despite this agreement, the overall settlements of the towers observed during construction were significantly less than predicted. The possible reasons for the discrepancy are discussed.Key words: case history, footings and foundations, full-scale tests, piles, rafts, settlement.
50
Sahoo, Dipti R., and Durgesh C. Rai. "A Novel Technique of Seismic Strengthening of Nonductile RC Frame using Steel Caging and Aluminum Shear Yielding Damper." Earthquake Spectra 25, no. 2 (May 2009): 415–37. http://dx.doi.org/10.1193/1.3111173.
Full textAbstract:
A novel strengthening scheme for seismically-weak RC frames is proposed which utilizes external steel caging to improve flexural/shear strength of columns and aluminum shear-yielding damper ( Al-SYD) to further enhance lateral strength, stiffness and overall energy dissipation capacity of the frame. This paper describes the effectiveness of this scheme as evidenced in an experimental study on a reduced scale (1:2.5) single-story, single-bay, gravity-only designed reinforced concrete (RC) frame. The strengthened frame was simultaneously subjected to gravity loads and reversed cyclic lateral displacements as per ACI-374 loading protocol. An innovative connection scheme was designed to transfer a portion of frame lateral load to the energy dissipation device ( Al-SYD). Besides the significant increase in lateral strength and stiffness of the strengthened frame, RC frame members did not suffer any major damage during the entire test protocol. This indicates significant reduction in force demand on existing RC members because of enhanced energy dissipation through hysteretic shear yielding of aluminum panels. Moreover, the simple connection scheme proposed in this study proved very efficient in transferring the frame lateral load to strengthening elements.