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Academic literature on the topic 'RCC LOAD BEARING WALL'

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Published: 11 September 2023

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Journal articles on the topic "RCC LOAD BEARING WALL"

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Maharjan, Rajib, and Vivek Shrestha. "Analysis of One Bay Residential Building with Combined RCC Frame and Load Bearing Wall Structures." Journal of the Institute of Engineering 13, no. 1 (June 22, 2018): 117–24. http://dx.doi.org/10.3126/jie.v13i1.20356.

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The major purpose of this study is to justify construction method of a hybrid structure in core area with construction complexity due unsafe excavation conditions and tries to define its rigidity and strength. Both RCC and Frame structure transfer same load to ground through foundation but the transfer mechanism varies. In some practical condition, building construction should be carried out in compact areas with unsafe adjoining building where adequate excavation for foundation cannot be carried out. In such cases, one bay hybrid structure is proposed for construction with combined RCC frame structure and load bearing walls. In these combined cases, both structures works as same unit to transfer building load but the transfer pattern varies. The variable load transfer pattern is due to discontinuity in structural system which also effect on seismic response of the building. The placement of a masonry load bearing structure in RCC frame structure varies design of all structural components of the building. To study actual behavior of hybrid structure in various load condition and introducing cost minimization techniques of buildings structural analysis was carried using ETABS 2016 with composite structural arrangement and with induction of load bearing wall as structural component. By which seismic behavior of building in both cases was obtained as well as reduction in rebar percentage and dimensional reduction of structural components can be achieved.Journal of the Institute of Engineering, 2017, 13(1): 117-124
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., Amit Barde. "LOAD BEARING RCC SHEAR WALL SYSTEM FOR TALL RESIDENTIAL BUILDINGS IN INDIA – A GLOBAL PERSPECTIVE ON MINIMUM WALL THICKNESS REQUIREMENTS." International Journal of Research in Engineering and Technology 05, no. 32 (November 25, 2016): 39–47. http://dx.doi.org/10.15623/ijret.2016.0532006.

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Shen, Zhao Wu, She Liang Wang, and Xiang Zhao. "Study on Aseismic Behavior of Shear Wall with Frame Column in the Large Thermal Power Plant." Advanced Materials Research 446-449 (January 2012): 621–25. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.621.

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In order to analyze aseismic behavior of the high reinforced concrete (R.C.) shear wall with frame column in the large thermal power plant, the model structure has been taken test with method of low frequency cyclic repeated load that has 1/15 scaling factor to practical structure. At same time the model has been analyzed by the finite element method which takes the Hognestad concrete constitutive model and ideal elastic-plasticity steel reinforcement constitutive equation. It has been found that the hysteretic curve is relatively full and energy dissipation capacity is better through the experiment. The bearing capacity, deformation and fracture results to the Shear wall of finite element analysis are closely with the test results. In general, the R.C. shear wall with frame column in the large thermal power plant has good aseismic performance. The finite element method can be taken to analyzed the similarity structure.
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Yuan, Hanquan, Lihua Zhu, Yixuan Wang, and Fengjian Zhang. "Mechanical and Thermal Properties of RCB Masonry Containing Three Rows of Holes." Advances in Materials Science and Engineering 2021 (July 15, 2021): 1–13. http://dx.doi.org/10.1155/2021/5553406.

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In order to promote and apply the structures of the recycled concrete block (RCB) masonry, the thermal and mechanical properties of the recycled concrete specimens were tested in this study. The RCB can meet load-bearing and seismic requirements and was prepared through experiments. Concurrently, the mechanical property experiment was conducted on the RCB masonry, and then its failure process and mode were discussed. In addition, a thermal property test was completed on the RCB wall, and the difference in the thermal properties of single-row hole, three-row hole, and solid blocks was analyzed by theoretical calculations. The results indicated that the mechanical properties of the RCB masonry were basically the same as those of the natural concrete block masonry, and they have good compressive stability. The calculation formulas of the compressive and shear strengths of the natural concrete block masonry are applicable to the RCB masonry. The RCB masonry containing three rows of holes owns more outstanding thermal property than natural concrete block masonry and satisfies the requirements for related codes.
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Jadhav, Prasad J., Vikramsinh S. Tiware, Vivek V. Mane, Nitish A. Mohite, and Siddhesh Tiwale S. "Seismic Behaviour and Design of RC Shear Wall using ETABS software." International Journal for Research in Applied Science and Engineering Technology 10, no. 7 (July 31, 2022): 4679–84. http://dx.doi.org/10.22214/ijraset.2022.46047.

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Abstract: The present paper shows seismic behavior of building under the action of earthquake load [ bhuj earthquake] by performing time history analysis. Nowadays buildings with shear walls are more popular than buildings without shear wall in earthquake prone areas due to its resistance during earthquake. In this project G+10 RCC building is considered for the structural analysis for zone III and suitable load combination. The purpose of this study is to find the prime location of shear wall and then investigate the effectiveness of best shear wall for the RCC structure. The structure is analyzed for earthquake in the type of structural system using ETABS software. Wall which is mainly designed to resist lateral forces in its own plane is called shear wall Shear wall are mainly flexural membrane which are specially designed to resist lateral forces which are caused by seismic forces and other forces. Shear wall starts from foundation level and should be continuous throughout of the building.
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Pan, Li Cheng, Xi Yan Wang, and Deng Feng Wang. "Influence of Stressed Skin Effect on the Bearing Capacity of Electrostatic Precipitator Casing Wall." Advanced Materials Research 1049-1050 (October 2014): 246–50. http://dx.doi.org/10.4028/www.scientific.net/amr.1049-1050.246.

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In wall-column structural system of electrostatic precipitator casing, wall will share the load with column and provide lateral bracing support when the load is applied on the column .Then the wall panel exert the stressed skin effect, which will influence its load bearing capacity. By nonlinear finite element method, when wall panel exerts stressed skin effect, whether the effect will influence the wall bearing capacity is investigated as well as the failure mode. The relationship is analyzed between the loading level onto column, panel thickness, loading form onto wall and the affecting degree on the bearing capacity of wall panel. The computation results indicate that the bearing capacity of wall panel is lower when it exerts the stressed skin effect. When the wall is thin, the weakening degree of panel bearing capacity resulting from stressed skin effect is slightly affected by loading level onto column. When the wall is thicker, the weakening degree of panel bearing capacity increases apparently as the loading level onto column increases. For a certain loading level onto column, compared with the locally loaded wall panel, the impact on load bearing capacity is greater for the globally loaded wall panel. Research work has reference value for the calculation and design of enclosure structures of electrostatic precipitator casing.
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Jin, Yu Jie, Kun Qian, and Miao Wang. "Experimental Analysis of Wall Consist of Straw Concrete Composite Board under the Action of Vertical Load." Advanced Materials Research 671-674 (March 2013): 413–16. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.413.

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This article mainly analyzes characteristics on bearing capacity of wall consist of the straw composite board under vertical load, as well as bearing characteristics of various member under vertical load. Through the model test of 1:50 scale, it is obtained that cracking load, ultimate load and deformation of various elements of wall model in the process of test. The required data is provided that the bearing capacity formula under axial compression is to calculate straw concrete wall consist of composite board.
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Huang, Qunyi, John Orr, Yanxia Huang, Feng Xiong, and Hongyu Jia. "Seismic performance of a load-bearing prefabricated composite wall panel structure for residential construction." Advances in Structural Engineering 23, no. 13 (June 6, 2020): 2928–41. http://dx.doi.org/10.1177/1369433220927257.

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To improve both seismic performance and thermal insulation of low-rise housing in rural areas of China, this study proposes a load-bearing prefabricated composite wall panel structure that achieves appropriate seismic performance and energy efficiency using field-assembled load-bearing prefabricated composite wall panels. A 1:2 scale prototype built using load-bearing prefabricated composite wall panel is subjected to quasi-static testing so as to obtain damage characteristics, load-bearing capacity and load–displacement curves in response to a simulated earthquake. As a result, seismic performance indicators of load-bearing capacity, deformation and energy-dissipating characteristics, are assessed against the corresponding seismic design requirements for rural building structures of China. Experimental results indicate that the earthquake-resistant capacity of the prototype is 68% higher than the design value. The sample has a ductility factor of 4.7, which meets the seismic performance requirement mandating that the ductility factor of such concrete structures should exceed 3. The design can be further optimized to save the consumption of material. This shows that the load-bearing prefabricated composite wall panel structure developed here has decent load-bearing capacity, ductility and energy dissipation abilities, a combination of which is in line with the seismic design code. A new construction process proposed here based on factory prefabrication and field assembly leads to a considerable reduction of energy consumption.
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Fawzey, Sara, and Wael Ibrahim. "BEHAVIOR OF LOAD BEARING WALL FABRICATED FROM LIMESTONE." Engineering Research Journal 168 (December 1, 2020): 172–90. http://dx.doi.org/10.21608/erj.2020.140130.

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Wissam K. Al-Saraj, Dr, Dr Layth Abdulbari Al-Jaberi, Sahar J. AL-Serai, and . "Carbon Fiber Strengthening of Geopolymer Concrete Wall Panels with Iron Fillings." International Journal of Engineering & Technology 7, no. 4.20 (November 28, 2018): 399. http://dx.doi.org/10.14419/ijet.v7i4.20.26142.

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Wall is a vertical plate member resisting vertical (in-plane) or lateral loads. Load-Bearing walls were referred to RC wall panels which were commonly used as load-bearing structural members, braced and laterally supported by the rest of the structure, local materials such as Metakaolin and alkaline solutions are used to cast (600x400) mm reinforced concrete wall panels with 40 mm thickness. To find the ultimate bearing capacity and lateral deflection of wall panels. Seven specimens are divided in two groups to study the variation effect of iron filling (0, 0.5, 0.75 and 1.0)% and carbon fiber (225, 125 and 90 )mm spacing center to center of strips. The result shows that the maximum increasing are 17% and 14% for ultimate bearing capacity and cracking load of wall panels respectively, when iron filling is 1%. Also, the using of carbon fiber with 90 mm spacing center to center of strips leds to increasing in ultimate bearing capacity and cracking load by 31% and 7% respectively. Lateral deflection of wall panels was measured and compared with the reference wall to investigate the strengthening effect.
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Dissertations / Theses on the topic "RCC LOAD BEARING WALL"

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Guler, Gokay. "Effect Of Inelastic Behaviour Of Load Bearing Walls On The Frame." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610566/index.pdf.

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The purpose of this study is to investigate the influence of material and geometric nonlinearities occurring in beams, columns and walls of RC frame-wall structural systems when undergoing severe ground excitations. For this purpose, a low-rise RC building is considered with and without walls, and the joining beams and columns are designed with the strong-column weak-beam concept. The dimensions, material properties and the reinforcement amounts are calculated in accordance with the values suggested in design codes. Each structure is analyzed for various levels of applied vertical force and change in wall stiffness
where the effect of geometric nonlinearity is considered for each case. Force formulation frame elements with spreading inelasticity over the span are used for the modelling of each beam, column and wall. The coupling of the section forces is obtained by the fibre discretization of the section into several material points. Each section is divided into confined and unconfined regions and appropriate material properties are used for concrete and steel for cyclic loading. Both static pushover and dynamic analyses are performed in order to replicate the worst case scenario for a possible earthquake. From this study, it is concluded that the beams and columns of a frame-wall structural system should be designed carefully for load redistributions resulting from the yielding of the wall in the case of a strong earthquake, thus the design codes should address this situation for both in the retrofit of existing frame buildings with walls and in the construction of new frame-wall type buildings.
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Akbari, Masomeh. "Bearing Behaviour and Design of Aluminium Sub-Heads in Window Wall Frames." Thesis, Griffith University, 2021. http://hdl.handle.net/10072/404465.

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A unique combination of properties makes aluminium one of the most desirable materials in many construction sectors including façade industry. Aluminium window walls as a façade system provide resistance against wind load and are decisive elements in the performance of the building envelope. In considering their complex functions, they are subjected to numerous criteria and continuing research and improvement. Window walls are commonly made of glass supported by aluminium framing members, and occupy a considerable share of the building cost. The aluminium frames of window walls (comprised of heads, sills, and mullions) transfer the wind loads from glass panels to the aluminium sub-frames (comprised of sub-heads and sub-sills). The sub-frames then transfer the loads to the slab through the bolt connections. Under this loading condition, the aluminium sub-heads (at the top of the system) are the dominante wind load bearing elements, and are prone to bearing failure due to their long flange length. This phenomenon of bearing failure has never been researched in the past. To address this gap, the structural performance of aluminium sub-heads subjected to concentrated load was investigated in this study using comprehensive experimental and numerical studies. Furthermore, accurate design rules were developed to predict the bearing capacities of aluminium sub-heads. Two types of typical sub-head sections, known as C-shaped sub-heads and sub-heads with removable beads, were used in the experimental study. The main difference between these two sections is that the later included two parts (the base and the bead) which can facilitate effective installation and assembly of façade panels. Two series of experimental tests were conducted to investigate and evaluate the bearing behaviour of the aluminium C-shaped sub-heads and the sub-heads with removable beads. Four C-shaped sub-head sections and six sub-head with removable bead sections were tested subjected to bearing loads considering different loading and boundary conditions as well as different bearing widths. The governing modes of failure were found to be yielding and fracture at the web-to-flange junction, as a result of the bending of the cantilever flange. Following experimental tests, finite element models were developed to further investigate the bearing behaviour of the aluminium sub-heads. The general-purpose software ABAQUS, with implicit solver, was used to simulate the bearing behaviour of aluminium sub-heads. The models were validated using the experimental results and a good agreement was achieved in terms of the ultimate strengths, the load-deflection responses and the failure modes. Subsequently, parametric studies were performed using validated models to investigate a wide range of aluminium sub-head sections with varying thicknesses, flange widths, loading conditions, and bearing widths. Failure of aluminium sub-heads in the window walls under wind loading bear strong resemblance to the most prevalent failure mode in the cold-formed steel stud-to-track connection of a Light Gauge Steel (LSF) wall, which is the failure of the track under concentrated load. Since current aluminium standards do not have design criteria to predict the bearing strength of aluminium sub-head sections subjected to out-of-plane forces in window walls, the results acquired from this research were compared with the nominal bearing strengths predicted by the currently available cold-formed steel design rules (the North American Standard for Cold-Formed Steel Structural Framing (AISI S240, 2015), U.S. Army Corps of Engineers (TI 809-07, 1998), and Steel Stud Manufacturers Association (SSMA, 2000)) for the tracks in the stud walls. As a result of the comparisons, weaknesses in the current design standards were identified. Hence, based on the experimental and numerical results, new design rules were proposed which accurately predict the bearing capacities of aluminium sub-head sections. The findings of this research demonstrated that the proposed equations for estimating the ultimate bearing capacities of aluminium sub-head sections are reliable and in precise agreement with the experimental and numerical results.
Thesis (PhD Doctorate)
Doctor of Philosophy (PhD)
School of Eng & Built Env
Science, Environment, Engineering and Technology
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Kintingu, Simion Hosea. "Design of interlocking bricks for enhanced wall construction, flexibility, alignment accuracy and load bearing." Thesis, University of Warwick, 2009. http://wrap.warwick.ac.uk/2768/.

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The worldwide housing shortage has stimulated a search for appropriate, easy, fast and cost-effective new ways of wall construction. Among many technologies found to have promise is mortarless technology using dry-stack interlocking bricks/blocks. This thesis is about such mortarless walling technology and in particular: how to improve wall-construction flexibility, the effects of brick irregularities on wall alignment accuracy and wall behaviour (stiffness, strength) when subject to lateral forces. The flexibility of mortarless technology (MT) has been enhanced by the development of new bricks (centre-half bat and tee brick): the introduction of closer bricks led to the formation of two new bonds (patterns) namely Shokse and Lijuja bonds. It is now possible to construct more than half-brick-thick walls, to attach more than half-brickwide piers (buttresses) onto walls, and, using special bricks, to construct polygonal and curved walls using interlocking bricks. Three methods (theoretical modeling, physical experiments and computer simulation) were used to analyze the effects of brick imperfections on wall alignment accuracy. Theoretical analysis confirmed that brick moulders should concentrate on achieving parallel top and bottom faces rather than achieving true square-ness. Physical column assembly compared three brick-laying strategies namely: “random”, “reversing” and “replace”. The columns assembled using the “reversing” and “replace” strategies realized alignment improvement factors of 1.6 and 2.9 respectively over “random” strategy. The research also revealed that grooving, to prevent bricks making contact near their centre lines, improved column alignment by factor 2.13 and stiffness by factor 2.0, thus allowing construction of longer and higher walls without strengthening measures. In order to attain alignment accuracy in accordance with BS 5628-3:2005 in a dry-stack mortarless wall, this research recommends using full bricks with top and bottom surface irregularities not exceeding ±0.5mm for un-grooved bricks, and up-to ±0.9mm for grooved bricks. Further analysis was undertaken with respect to resource-use implications (cement, water, soil) of employing MT. Using MT will save 50% of wall construction cost and 50% cement consumption, which ultimately will reduce 40% of carbon emissions.
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Doh, Jeung-Hwan, and n/a. "Experimental and Theoretical Studies of Normal and High Strength Concrete Wall Panels." Griffith University. School of Engineering, 2003. http://www4.gu.edu.au:8080/adt-root/public/adt-QGU20030605.114125.

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The wall design equations available in major codes of practice (e.g. AS3600 and ACI318) are intended for the design of normal strength concrete load bearing walls supported at top and bottom only. These codes fail to recognise any contribution to load capacity from restraints on the side edges. They also fail to give guidance on the applicability of the equations to high strength concrete. Further, they do not consider slender walls. In many situations walls have side edges restrained and are composed of high strength concrete with high slenderness ratios. The recognition of these factors in the codes would result in thinner walls and consequently savings in construction costs. In this thesis, the focus is on the development of a design formula and new design methods for axially loaded reinforced concrete wall panels. The design of walls having side restraints and being composed of high strength concrete is given particular attention. An experimental program has been undertaken to obtain data for the derivation of applicable formulae and to verify the analytical methods developed herein. Note that, the test results and other data available in published literature have also been used to develop the design formula. The formula encompasses effective length, eccentricity and slenderness ratio factors and is proposed for normal and high strength concrete walls simply supported at top and bottom only (one-way) and simply supported on all four sides (two-way). The major portion of the experimental program focuses on a series of normal and high strength concrete walls simply supported at top and bottom only (one-way), and simply supported on all four sides (two-way) with eccentric axial loading. The behaviour of the test panels is noted, particularly the difference between the normal and high strength concrete panels. A Layer Finite Element Method (LFEM) is used as an analytical tool for walls in two-way action. The LFEM gives comparable results to the test data and the proposed design formula. As part of the research, a program named WASTABT has also been developed to implement a more accurate analytical method involving the instability analysis of two-way action walls. WASTABT is proven to be a useful design tool in situations where the walls have (i) various reinforcement ratio in one or two layers; (ii) composed of normal or high strength concrete; (iii) various eccentricity.
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Doh, Jeung-Hwan. "Experimental and Theoretical Studies of Normal and High Strength Concrete Wall Panels." Thesis, Griffith University, 2003. http://hdl.handle.net/10072/366176.

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The wall design equations available in major codes of practice (e.g. AS3600 and ACI318) are intended for the design of normal strength concrete load bearing walls supported at top and bottom only. These codes fail to recognise any contribution to load capacity from restraints on the side edges. They also fail to give guidance on the applicability of the equations to high strength concrete. Further, they do not consider slender walls. In many situations walls have side edges restrained and are composed of high strength concrete with high slenderness ratios. The recognition of these factors in the codes would result in thinner walls and consequently savings in construction costs. In this thesis, the focus is on the development of a design formula and new design methods for axially loaded reinforced concrete wall panels. The design of walls having side restraints and being composed of high strength concrete is given particular attention. An experimental program has been undertaken to obtain data for the derivation of applicable formulae and to verify the analytical methods developed herein. Note that, the test results and other data available in published literature have also been used to develop the design formula. The formula encompasses effective length, eccentricity and slenderness ratio factors and is proposed for normal and high strength concrete walls simply supported at top and bottom only (one-way) and simply supported on all four sides (two-way). The major portion of the experimental program focuses on a series of normal and high strength concrete walls simply supported at top and bottom only (one-way), and simply supported on all four sides (two-way) with eccentric axial loading. The behaviour of the test panels is noted, particularly the difference between the normal and high strength concrete panels. A Layer Finite Element Method (LFEM) is used as an analytical tool for walls in two-way action. The LFEM gives comparable results to the test data and the proposed design formula. As part of the research, a program named WASTABT has also been developed to implement a more accurate analytical method involving the instability analysis of two-way action walls. WASTABT is proven to be a useful design tool in situations where the walls have (i) various reinforcement ratio in one or two layers; (ii) composed of normal or high strength concrete; (iii) various eccentricity.
Thesis (PhD Doctorate)
Doctor of Philosophy (PhD)
School of Engineering
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Schmitt, Daniel A. "The effects foundation options have on the design of load-bearing tilt-up concrete wall panels." Manhattan, Kan. : Kansas State University, 2009. http://hdl.handle.net/2097/1429.

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Camann, Kevin Robert. "Design and Performance of Load Bearing Shear Walls Made from Composite Rice Straw Blocks." DigitalCommons@CalPoly, 2009. https://digitalcommons.calpoly.edu/theses/218.

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Although rice straw and other grains have been used in building since pre-history, in the past two decades, there has been a move to utilize this rapidly renewable, locally available, agricultural byproduct as part of the sustainable construction movement. Up to this point, this has been done by simply stacking up the full straw bales. Stak Block, invented by Oryzatech, Inc., is a modular, interlocking block made of a composite of rice straw and binding agent that serves as an evolution in straw construction. This study investigates the feasibility of using these Stak Blocks as a structural system. The report was divided into four main parts: material testing, development of effective construction detailing, full-scale physical shear wall testing, and a comparison with wood framed shear walls. The first section investigated the feasibility of using the Stak Blocks in a load-bearing wall application. Constitutive properties of the composite straw material such as yield strength and elastic stiffness were determined and then compared to conventional straw bale. Next, the decision was made to prestress the walls to create a more effective structural system. Various construction detailing iterations were evaluated upon the full-scale shear wall testing using a pseudo-static cyclic loading protocol. Finally, the available ductility of the prestressed Stak Block walls in a lateral force resisting application is quantified along with an approximation of potential design shear forces. It was determined that the Stak Block material performed satisfactorily in gravity and lateral force resisting applications, in some respects better than conventional wood-framed construction, and has great potential as a seismically-resistant building material.
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Lee, Dong-Jun. "Experimental and Theoretical Studies of Normal and High Strength Concrete Wall Panels with Openings." Thesis, Griffith University, 2009. http://hdl.handle.net/10072/366995.

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The simplified wall design formulae specified in the Australian (AS3600) and American (ACI318) concrete standards are intended for the design of normal strength concrete load bearing walls supported at top and bottom only. These practical codes fail to recognise any contribution to load capacity from restraints on all four sides, and do not provide recommendations and design equations for walls with openings (window and door). Also the current code methods are not applicable to the design of walls with high strength concrete (f’c>65MPa) or high slenderness ratios (H/tw>30). In many practical situations wall panels are restrained on all four sides and have openings. In other cases, high strength concrete walls may have reduced their thickness leading to a high slenderness ratio. The recognition and inclusion of such factors lacking in the current codes would result in more reliable and applicable design methods. A total of forty-seven (47) reinforced concrete wall panels were tested in the laboratory in three stages. Seventeen (17) walls with one and two openings in one-way action were tested in Stage one and eighteen (18) identical walls in two-way action were tested in Stage two. In the first two stages, the test panels had slenderness ratios between 30 and 40 and were of higher concrete strengths from 50MPa to 100MPa, and were subjected to a uniformly distributed axial load with an eccentricity of tw/6. In addition to highlighting the experimental set-up, typical crack patterns, failure modes, load- deflection behaviour and ultimate loads were also reported in some detail. Finally twelve (12) wall panels were tested in Stage three to investigate the behaviour of concrete wall panels with various opening configurations including wide window and door type with asymmetric location. The test panels had a constant slenderness ratio of 30 and a concrete strength of 65MPa. The same eccentric loading was applied and the panels were tested in both one- and two-way action. Utilising these test results, an empirical formula predicting the ultimate load of walls with openings was proposed. A favourable comparison between the predicted results and the test data (including the present and other experimental test results) indicates that the proposed formula is accurate and reliable for use in design. A numerical study was also undertaken to verify the effectiveness of the Layered Finite Element Method (LFEM) in predicting the failure characteristics of reinforced concrete walls with openings. The LFEM was used to model, six (6) normal strength concrete walls tested by Saheb and Desayi and thirty-five (35) concrete wall panels with openings tested in this research. The ultimate loads, load-deflection responses up to failure, deflected shapes and crack patterns predicted by the LFEM were compared favourably to the experimental observations. The comparative study also confirmed that the LEFM is a reliable and effective numerical modelling technique for determining ultimate load capacity of high strength concrete walls with high slenderness ratio and various opening configurations. Upon verification, the LFEM was then used as an effective tool to undertake three parametric studies, on a wide range of opening configurations, slenderness ratios and concrete strengths. The purpose of these parametric studies was threefold: (1) to provide missing data that were not covered by the code methods and existing empirical formulae due to their limited scope; (2) to conduct LFEM simulations which helped to reduce the number of labour intensive and very costly laboratory tests; (3) to validate the performance of the proposed formula in predicting the load carrying capacity of wall panels with openings. In total, 20, 64 and 108 wall models were analysed respectively for three parametric studies. The study confirms the accuracy and reliability of both the LFEM and the proposed formula. To this end, both the LFEM and the proposed formula can be used as an effective tool for the analysis and design of normal and high strength concrete walls with openings and high slenderness ratios performing in both one-and two- way action.
Thesis (PhD Doctorate)
Doctor of Philosophy (PhD)
Griffith School of Engineering
Science, Environment, Engineering and Technology
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Li, Kai. "Collapse Experiments and Assessment of Masonry Wall Buildings." The Ohio State University, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=osu1503265342241364.

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Sabri, Amirreza. "Seismic Retrofit of Load Bearing URM Walls with Internally Placed Reinforcement and Surface-Bonded FRP Sheets." Thesis, Université d'Ottawa / University of Ottawa, 2020. http://hdl.handle.net/10393/40675.

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Concrete block masonry is a common building material used worldwide, including Canada. Reinforced masonry buildings, designed according to the requirements of recent building codes, may result in seismically safe structures. However, unreinforced masonry (URM) buildings designed and constructed prior to the development of modern seismic design codes are extremely vulnerable to seismic induced damage. Replacement of older seismically deficient buildings with new and seismically designed structures is economically not feasible in most cases. Therefore, seismic retrofitting of deficient buildings remains to be a viable seismic risk mitigation strategy. Masonry load bearing walls are the most important elements of such buildings, potentially serving as lateral force resisting systems. A seismic retrofit research program is currently underway at the University of Ottawa, consisting of experimental and analytical components for developing new seismic retrofit systems for unreinforced masonry walls. The research project presented in this thesis forms part of the same overall research program. The experimental component includes design, construction, retrofit and testing of large-scale load bearing masonry walls. Two approaches were developed as retrofit methodologies, both involving reinforcing the walls for strength and deformability. The first approach involves the use of ordinary deformed steel reinforcement as internally added reinforcement to attain reinforced masonry behaviour. The second approach involves the use of internally placed post-tensioning tendons to attain prestressed masonry behaviour. The analytical component of research consists of constructing a Finite Element computer model for nonlinear analysis of walls and conducting a parametric study to assess the significance of retrofit design parameters. The results have led to the development of a conceptual retrofit design framework for the new techniques developed, while utilizing the seismic provisions of the National Building Code of Canada and the relevant CSA material standards.
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Books on the topic "RCC LOAD BEARING WALL"

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Leonovich, Sergey, Nikolay Chernoivan, Viktor Tur, and Dmitriy Litvinovskiy. Technology of reconstruction of buildings and structures. ru: INFRA-M Academic Publishing LLC., 2022. http://dx.doi.org/10.12737/1867636.

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The monograph provides the basics of technology for the production of general construction and finishing works performed during the reconstruction of existing industrial and civil facilities: strengthening and restoration of exploited structures, as well as the construction of new buildings and structures designed at the reconstructed facility. The issues of conducting field surveys of operated buildings and structures in order to prepare a conclusion on the technical condition of load-bearing and enclosing structures are considered. The main design solutions and technology of work during the reconstruction (repair, reinforcement) of load-bearing and enclosing structures of operated facilities made of the following materials are given: monolithic and precast reinforced concrete; metal structures; brickwork; elements of wooden structures. The technology of rehabilitation (repair) of finishing coatings is given: monolithic plaster, wall and floor cladding with ceramic tiles and synthetic coatings, as well as repair of surfaces lined with slabs made of natural materials (granite, marble). The effective technology of construction of building structures of shallow foundations, double-layer insulated brick walls, buildings with a monolithic reinforced concrete supporting frame; the device of a waterproof carpet made of PVC membranes, etc. are described. For civil engineers. It can be useful for students, postgraduates and teachers of technical universities.
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Lynch, Michael B. Steel under Fire: An Investigation of the Structural and Thermal Performance of Load Bearing Staggered Steel Wall Stud Systems under Fire Conditions. Lulu Press, Inc., 2020.

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Book chapters on the topic "RCC LOAD BEARING WALL"

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Komolov, Vasilii, Artem Belikov, and Peter Demenkov. "Research on Load-Bearing Constructions Behavior During Pit Excavation Under «Slurry Wall» Protection." In Lecture Notes in Civil Engineering, 313–23. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-83917-8_29.

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Wang, Jia-Quan, Bin Ye, Liang-Liang Zhang, and Liang Li. "Large-Scale Model Analysis on Bearing Characteristics of Geocell-Reinforced Earth Retaining Wall Under Cyclic Dynamic Load." In Proceedings of GeoShanghai 2018 International Conference: Ground Improvement and Geosynthetics, 455–62. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0122-3_50.

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"load-bearing brick wall." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 810. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_121884.

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"load-bearing interior wall." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 811. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_121891.

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"(load-)bearing slurry wall." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 811. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_121895.

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"cantilever(ed) (load-)bearing wall." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 188. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_30334.

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Volz, Christof, and Stefan Winter. "Load-bearing Structure and External Wall." In Hybrid Construction – Timber External Walls, 19–32. DETAIL, 2022. http://dx.doi.org/10.11129/9783955535766-003.

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Ahmad, Afaq, and Demitrios M. Cotsovos. "Reliability Analysis of RC Code for Predicting Load-Carrying Capacity of RCC Walls Through ANN." In Advances in Civil and Industrial Engineering, 216–46. IGI Global, 2023. http://dx.doi.org/10.4018/978-1-6684-5643-9.ch009.

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Over the past couple of decades, a significant rise in utilization of artificial neural network (ANN) in the field of civil engineering has been observed. ANNs have been proven to be very helpful for researchers working in concrete technology. Reinforced cement concrete (RCC) shear walls play an important role in the stability of high-rise reinforced concrete structures. Current study is focused on using ANN-based design technique as an alternative to conventional design codes and physical models to estimate the ultimate load carrying capacity of RCC shear walls. In this study, database of 95 RCC wall samples has been collected from previously published literature. Various critical parameters considered for current research are; length of web portion of the wall (Lw), thickness of wall boundary member (bw), effective depth of wall (d), height of wall (H), shear span ratio (av/d), vertical steel ratio (ρv), horizontal steel ratio (ρh), yield strength of vertical and horizontal steel (fy), compressive strength of concrete (fc), and the ultimate load carrying capacity (Vexp).
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Gómez-Bernal, Alonso, Eduardo Arellano Méndez, Luis Ángel Quiroz-Guzmán, Hugón Juárez-García, and Oscar González Cuevas. "Behavior and Design of Transfer Slabs Subjected to Shear Wall Loads." In Advances and Technologies in Building Construction and Structural Analysis. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.93682.

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This paper investigates the behavior of a transfer slab system used in medium rise building. For this purpose, two slab-wall full-scale specimens were designed, built, and tested to cyclic loads. The two slab-wall prototypes were exposed to three load stages: (a) vertical load, (b) horizontal load, and (c) vertical and horizontal combined load. The first specimen, SP1, includes a masonry wall situated on top of a squared two-way slab of 4.25 m by side, thickness of 12 cm, on four reinforced concrete girders, while the second specimen, SP2, consists of an identical slab but was constructed with a reinforced concrete wall. Some numerical finite element slab-wall models were built using linear and nonlinear models. The most important results presented herein are the change on lateral stiffness and resistance capacity of the load-bearing wall supported on a slab versus the wall supported on a fixed base and the effects that these walls cause on the slabs. During the experimental test process of horizontal loading, we detected that the stiffness of the two slab-wall systems decreased significantly compared to the one on the fixed base wall, a result supported by the numerical models. The models indicated suitable correlation and were used to conduct a detailed parametric study on various design configurations.
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Gong, Chao, Mingming Jia, and Xin Liu. "Mechanical Properties of the Connectors of Steel Frame Embedded and Hung with the Intercalated Multi-Ribbed Composite Wall." In Advances in Transdisciplinary Engineering. IOS Press, 2021. http://dx.doi.org/10.3233/atde210183.

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The multi-ribbed composite wall (MRCW) structure has the advantage of energy-saving, low weight, and adjustable stiffness. The partition, enclosure, and load-bearing capacity can be realized simultaneously. When the steel frame embedded and hung with the intercalated multi-ribbed composite wall (MRCW), the steel frame columns are avoided to expose in the air, so the durability and heat insulation performance of the structure can be improved. The steel frame is connected with the intercalated multi-ribbed composite wall (MRCW) by wet connection, and the mechanical property and the deformation mode of the multi-ribbed composite wall (MRCW) and steel frame are researched. The mechanical property of stud shear connectors is qualitatively and quantitatively analyzed, which is beneficial to improve the related design methods of structures.
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Conference papers on the topic "RCC LOAD BEARING WALL"

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Lowak, Michael J., Barry L. Bingham, Thomas J. Mander, and John R. Montoya. "Blast Testing of Pre-Cast Concrete Load-Bearing Wall Panels." In Geotechnical and Structural Engineering Congress 2016. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784479742.001.

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K. Rossi, Joan, and Tanit Tongthong. "Precast Load Bearing Wall for Low-Cost Housing: a SWOT Analysis in Indonesia." In Annual International Conference on Architecture and Civil Engineering. Global Science & Technology Forum (GSTF), 2015. http://dx.doi.org/10.5176/2301-394x_ace15.146.

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Vaha-Savo, Lauri, Alejandra Garrido Atienza, Christian Cziezerski, Mikko Heino, Katsuyuki Haneda, Clemens Icheln, Xiaoshu Lu, and Klaus Viljanen. "Passive Antenna Systems Embedded into a Load Bearing Wall for Improved Radio Transparency." In 2020 50th European Microwave Conference (EuMC). IEEE, 2021. http://dx.doi.org/10.23919/eumc48046.2021.9338219.

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Juluru, Srija, R. Divahar, G. Harishwar Goud, N. Mohan Chand, and L. Rahul Reddy. "Load bearing capacity of rice husk added glass fiber reinforced hollow block wall." In INTERNATIONAL CONFERENCE ON MECHANICAL, ELECTRONICS AND COMPUTER ENGINEERING: ICMECE 2020. AIP Publishing, 2020. http://dx.doi.org/10.1063/5.0024848.

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Chattopadhyay, J., B. K. Dutta, and H. S. Kushwaha. "Load Bearing Capacity of Through Wall Cracked Elbows: Comparison of Test Results With Calculation." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2586.

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Integrity assessment of piping components with postulated cracks is very important for safe and reliable operation of power plants. Pipe bends or elbows are one of the very important piping components in any power plant. The existing equations of limit load of elbows have various shortcomings. Additionally, the test data on elbows are not so abundant in the literature. Against this backdrop, a comprehensive experimental and analytical program has been undertaken at Reactor Safety Division (RSD) of Bhabha Atomic Research Centre (BARC) to carry out fracture tests on through wall cracked elbows and also to propose new limit load formulas of through wall cracked elbow. The present paper describes the elbow test specimens, test set-up, test results, brief description of elastic-plastic finite element analysis, newly proposed collapse moment equations for through wall circumferentially cracked elbows and the comparison of test results with theoretical predictions.
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"About Simulation of Load-Bearing Capacity of Rammed Earth Wall Based on Big Data." In 2020 Conference on Social Science and Modern Science. Scholar Publishing Group, 2020. http://dx.doi.org/10.38007/proceedings.0000786.

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El-Sisi, A. E., A. Saucier, H. A. Salim, and M. Nawar. "Experimental and Numerical Analysis for Non-Load Bearing Sandwich Wall Panels for Blast Mitigation." In Structures Congress 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480397.007.

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Du, Guangli, Thomas Cornelius, Joergen Nielsen, and Lars Zenke Hansen. "Nonlinear structural analysis of a masonry wall." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0809.

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<p>Structural modelling of a masonry wall is challenging due to material properties, eccentricity of the vertical load, slenderness ratio etc. In recent theoretical developments for design of masonry walls, a new “Phi” method to determine the eccentricity is adopted in Eurocode 6. However, the comparisons between this method and the conventional “Ritter” method shows that for certain prerequisites it would result in substantial different load-bearing capacity. Hence, in order to investigate how support conditions influence the load bearing capacity of the wall, this study performs a nonlinear numerical analysis of a wall for several load cases in ABAQUS and the result is verified with an independently developed calculation tool using MATLAB. The results show that the top rotation plays a significant role for the load bearing capacity of the masonry wall supported by slabs at both ends. It is difficult to estimate the eccentricities without a rigorous calculation.</p>
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Du, Guangli, Thomas Cornelius, Joergen Nielsen, and Lars Zenke Hansen. "Nonlinear structural analysis of a masonry wall." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0809.

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<p>Structural modelling of a masonry wall is challenging due to material properties, eccentricity of the vertical load, slenderness ratio etc. In recent theoretical developments for design of masonry walls, a new “Phi” method to determine the eccentricity is adopted in Eurocode 6. However, the comparisons between this method and the conventional “Ritter” method shows that for certain prerequisites it would result in substantial different load-bearing capacity. Hence, in order to investigate how support conditions influence the load bearing capacity of the wall, this study performs a nonlinear numerical analysis of a wall for several load cases in ABAQUS and the result is verified with an independently developed calculation tool using MATLAB. The results show that the top rotation plays a significant role for the load bearing capacity of the masonry wall supported by slabs at both ends. It is difficult to estimate the eccentricities without a rigorous calculation.</p>
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Memari, A. M., and Joseph A. Standley. "Introduction of a Transparent Sustainable Load-Bearing Wall System with Integrated Photovoltaic for Residential Construction." In Architectural Engineering Conference (AEI) 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41168(399)17.

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Reports on the topic "RCC LOAD BEARING WALL"

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Naito, Clay J., John M. Hoemann, Jonathon S. Shull, Aaron Saucier, Hani A. Salim, Bryan T. Bewick, and Michael I. Hammons. Precast/Prestressed Concrete Experiments Performance on Non-Load Bearing Sandwich Wall Panels. Fort Belvoir, VA: Defense Technical Information Center, January 2011. http://dx.doi.org/10.21236/ada545204.

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Mander, Thomas J., Barry L. Bingham, Michael J. Lowak, and Michael A. Polcyn. Development of a Simplified Blast Design Procedure and Response Limits for Load-Bearing Precast Wall Panels Subject to Blast Loads. Precast/Prestressed Concrete Institute, 2016. http://dx.doi.org/10.15554/pci.rr.misc-001.

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Delmer, Deborah, Nicholas Carpita, and Abraham Marcus. Induced Plant Cell Wall Modifications: Use of Plant Cells with Altered Walls to Study Wall Structure, Growth and Potential for Genetic Modification. United States Department of Agriculture, May 1995. http://dx.doi.org/10.32747/1995.7613021.bard.

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Our previous work indicated that suspension-cultured plant cells show remarkable flexibility in altering cell wall structure in response either to growth on saline medium or in the presence of the cellulose synthesis inhibitor 2,-6-dichlorobenzonitrile (DCB). We have continued to analyze the structure of these modified cell walls to understand how the changes modify wall strength, porosity, and ability to expand. The major load-bearing network in the walls of DCB-adapted dicot cells that lack a substantial cellulose-xyloglucan network is comprised of Ca2+-bridged pectates; these cells also have an unusual and abundant soluble pectic fraction. By contrast, DCB-adapted barley, a graminaceous monocot achieves extra wall strength by enhanced cross-linking of its non-cellulosic polysaccharide network via phenolic residues. Our results have also shed new light on normal wall stucture: 1) the cellulose-xyloglucan network may be independent of other wall networks in dicot primary walls and accounts for about 70% of the total wall strength; 2) the pectic network in dicot walls is the primary determinant of wall porosity; 3) both wall strength and porosity in graminaceous monocot primary walls is greatly influenced by the degree of phenolic cross-linking between non-cellulosic polysaccharides; and 4) the fact that the monocot cells do not secrete excess glucuronoarabinoxylan and mixed-linked glucan in response to growth on DCB, suggests that these two non-cellulosic polymers do not normally interact with cellulose in a manner similar to xyloglucan. We also attempted to understand the factors which limit cell expansion during growth of cells in saline medium. Analyses of hydrolytic enzyme activities suggest that xyloglucan metabolism is not repressed during growth on NaCl. Unlike non-adapted cells, salt-adapted cells were found to lack pectin methyl esterase, but it is not clear how this difference could relate to alterations in wall expansibility. Salt-adaped cell walls contain reduced hyp and secrete two unique PRPP-related proteins suggesting that high NaCl inhibits the cross-linking of these proteins into the walls, a finding that might relate to their altered expansibility.
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STUDY ON MECHANICAL PROPERTIES OF STAINLESS STEEL PLATE SHEAR WALL STRENGTHENED BY CORRUGATED FRP. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.305.

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In this paper, the mechanical properties of stainless steel plate shear walls reinforced with fiber reinforced polymer (FRP) of corrugated sections were studied. Two scaled FRP-stainless steel plate shear wall specimens were designed and subjected to the monotonic horizontal load. FRPs in the form of corrugated and flat sections were respectively used to reinforce the embedded steel plates of the steel plate shear wall. The test results show that the failure mode of flat FRP reinforced steel plate shear wall is mainly the peeling of the FRP, while the failure mode of corrugated FRP reinforced steel plate shear wall is mainly the tensile fracture of the FRP. The out-of-plane deformation of steel plate reinforced with corrugated FRP can be effectively restrained. The maximum bearing capacity of the two specimens is 97.96 kN and 106.32 kN respectively. The yield load of the specimen with corrugated FRP is increased by 16.5%, the ultimate bearing capacity is increased by 9.3% and the stiffness is increased by 68%.
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RESEARCH ON DYNAMIC LOAD CARRYING CAPACITY OF ASSEMBLED INTERNAL STIFFENING WIND TURBINE TOWER BASED ON MULTI-SCALE MODELING. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.513.

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"The development of wind power technology requires higher and larger wind turbines, which requires the bearing tower to increase its height and diameter. The assembled internal stiffened wind turbine tower divides the tower into multiple arc plates along the longitudinal direction, which can be easy transported to the site for assembly. That can solve the problem of height limit in highway transportation. At the same time, the internal stiffener provides better stability and can replace the bottom tower section of conventional wind turbine tower. In this study, the tower section of assembled internal stiffened wind turbine is modeled, and the longitudinal segmented tower section is assembled to the actual full-scale tower section model for nonlinear dynamic analysis. The influence of weld is considered by multi-scale modeling, combined with the plastic damage theory of steel materials. The whole collapse process of tower wall instability and deformation failure of wind turbine tower under the extreme wind condition is simulated, and the influence of various parameters of tower section on its bearing capacity is analysed. The damage position and damage development during tower collapse are predicted by using plastic damage theory, so as to provide reference for the design of assembled internally stiffened wind turbine tower."
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RESEARCH ON DYNAMIC LOAD CARRYING CAPACITY OF ASSEMBLED INTERNAL STIFFENING WIND TURBINE TOWER BASED ON MULTI-SCALE MODELING. The Hong Kong Institute of Steel Construction, March 2023. http://dx.doi.org/10.18057/ijasc.2023.19.1.11.

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The development of wind power technology requires higher and larger wind turbines, which requires the bearing tower to increase its height and diameter. The assembled internal stiffened wind turbine tower divides the tower into multiple arc plates along the longitudinal direction, which can be easy transported to the site for assembly. That can solve the problem of height limit in highway transportation. At the same time, the internal stiffener provides better stability and can replace the bottom tower section of conventional wind turbine tower. In this study, the tower section of assembled internal stiffened wind turbine is modeled, and the longitudinal segmented tower section is assembled to the actual full-scale tower section model for nonlinear dynamic analysis. The influence of weld is considered by multi-scale modeling, combined with the plastic damage theory of steel materials. The whole collapse process of tower wall instability and deformation failure of wind turbine tower under the extreme wind condition is simulated, and the influence of various parameters of tower section on its bearing capacity is analysed. The damage position and damage development during tower collapse are predicted by using plastic damage theory, so as to provide reference for the design of assembled internally stiffened wind turbine tower.
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EXPERIMENTAL STUDY ON CYCLIC BEHAVIOR OF BLIND-BOLT JOINT CONNECTING STEEL BEAM AND RECTANGULAR TUBE COLUMN. The Hong Kong Institute of Steel Construction, June 2023. http://dx.doi.org/10.18057/ijasc.2023.19.2.1.

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An experimental investigation on the cyclic behavior of the joints for steel H-shaped beams to steel rectangular tube columns using end-plate and blind bolts is conducted in this paper. The load-bearing capacity, rotation stiffness and hysteretic behavior of the joints are studied. In terms of the types of beams (pure steel beam and composite steel beam with concrete slab) and columns (pure steel rectangular tube column and concrete-filled steel rectangular tube column), a total of four different joints are tested and compared. It is found that filling concrete in rectangular tube columns can avoid the failure mode of column tube wall yielding under bending moment. Furthermore, due to the contribution of the concrete slab, the bending capacity and initial rotational stiffness of the composite steel beam-to-column joint are significantly greater than those of the pure steel beam-to-column joint under sagging or hogging moments. Under most circumstances, the joints demonstrate excellent ductility with the interstory displacement angle greater than 0.04 rad, which satisfies the requirement for resisting severe earthquakes.
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