Papers by Keyword: Bending Capacity

Abstract: In order to promote the usage of structural insulated panels (SIP) as floor and roof for residential buildings, the bending capacity of SIP should be improved. In this paper, fiber reinforced polymer sheets were used as strengthening materials. The new variation of SIPs, which is called Fiber Reinforced Structural Insulated Panel (FSIP), was tested in this paper. Five one-way slabs were subjected to uniformly distributed loads till failure. It is observed that the flexural bearing capacity and stiffness of the slabs were affected by the thickness of foam core and the strength of FRP sheet. By strengthened with FRP sheets, the one-way slab of structural insulated panel can be used for floor and roof in residential and light commercial buildings.

Abstract: Presented contribution deals with using textile reinforced concrete containing newly invented high strength cement matrix for strengthening concrete structures. The issue of old concrete ́s surface interaction with newly applied slim layer of textile reinforced concrete is investigated and verified by bending test. Water to binder ration under 0.3, maximum size of used silica sand 1.2 mm, and compressive strength over 100 MPa characterize used fine grain cement matrix. Over 12 months old beams with dimension 100 x 100 x 400 mm made from ordinary concrete were used for strengthening during performed experimental program. Strengthening took place on bending side. Different number (1, 3 and 5) of textile fabrics made from alkali-resistant glass (surface density 275 g/m²) was applied into slim layer of cement composite. Increasing number of used fabrics leads to different failure mode due shearing force action.

Abstract: Based on experimental research and calculation theory of flexural bearing capacity, a method for calculating the ultimate load bearing of normal section member strengthened with prestressed CFL is proposed. Static load experimental results of two beams show that when prestress level is 20%, the cracking load and yield load of RC beams strengthened with prestressed CFL are 37.5% and 39.3% respectively. It is larger than that of RC beam strengthened with nonprestressed CFL.

Abstract: After hundreds years damage, the disease of stone structure member is very severity, and so structure reinforcement has great significance. In this paper, the bending capacity of stone member reinforced with CFRP is studied through the test combined with the protective project of Huangsong Stele. The tests totally have six stone beams to study the mechanics performance and damage model of original and reinforced stone beam. The bending capacity theory of reinforced beam is discussed. The study results revealed that the bending performance of stone beam reinforced with CFRP can ameliorate greatly, and the destroy model change from brittle failure of normal section to ductile failure of oblique section, and the bend-resisting capacity of stone beam reinforced with CFRP can be enhanced greatly. But the enhanced range isnt direct proportion with the dosage of CFRP. The calculate formula of bending capacity got from theory deduce joint the test result, so it can be used to guide the design of fact project. So, the reinforcement of stone bending beam with CFRP have well effect.

Abstract: Plain wall system is highly suitable to be used with reinforced concrete as its building material. Concrete vertical walls may serve both architecturally partitions and structurally to carry gravity and lateral loading. Moment transfer of joint is an important aspect for proper structurally functioning of plain wall system. Hence, the aim of this study is to investigate experimentally the effect of reinforcement details in the wall on bending capacity for support stiffness in plain wall system in Malaysia. A total of six wall specimens were tested. Three of this specimens consisted single layer of rebar while another three specimen consisted of double layer of rebar. The size of the plain wall’s specimens is 1000mm in length, 1080mm in width, 1000mm in height and 80mm in thickness. The average concrete strength was 23.49MPa with Grade 30N/mm2 and the average yield strength of R5 bar was 817MPa. The bending capacity at failure for single layered of rebar in wall for specimen 1, 2 and 3 were found to be 3.59kNm, 3.81kNm and 3.15kNm, respectively. The bending capacity at failure for double layered of rebar in wall for specimen 1, 2 and 3 were 5.50kNm, 6.31kNm and 7.00kNm, respectively. Based on the results, specimens consisted of double layered of rebar in wall is found to provide higher bending capacity to the joint of plain wall system in the range from 56.25% to 98.86% compared with single layered of rebar in wall.

Abstract: Polyurethane composite panel is a sandwich panel made up of polyurethane and structural surface board, formed by polyurethane foaming. Through bending test on 12 polyurethane composite panels in 4 groups, test results on bending capacity and load-deformation curve for this type of panel are obtained, which set the foundation for further experimental study and theoretical analysis.

Abstract: Abstract: In order to study static strength of doubler plate reinforced circular hollow section (CHS) K-joints, experimental and numerical studies conducted by the authors. The effects of parameters Δ (the ratio between the length of doubler plate and the diameter of the brace) and α (the width of the doubler plate) on CHS K-joints subjected to bending load have been investigated and reported by the authors. It is found that the ultimate strength of a CHS K-joints reinforced with appropriately proportioned doubler plates can be up to 2 ratio to its un-reinforced counterpart. Reasonable geometric parameters of the doubler plate can make the chord, brace and doubler plate work together to bear the external bending load. The width and length parameter of the doubler plate, however, have no effect on the stiffness of the reinforced K-joints.

Abstract: In this paper, a formulation for calculating ultimate bending capacity was created. A nonlinear finite element model was established using ANSYS with right material parameters for prestressed concrete box girder with steel plate and concrete composite strengthening (SPCCS).A comparison was made between analysis results and function formula data, and results show that the numerical result s of nonlinear static analysis are in good agreement with the formula results. Effect of SPCCS and steel plate strengthening was compared, and the results show that SPCCS does more effective.

Abstract: Steel stranded wire mesh and polymer mortar (SMPM) is a novel technique recently developed for structural strengthening. To investigate the feasibility of strengthening reinforced concrete (RC) bridge box-girders with SMPM, bending tests on three scaled RC box-girders were made, based on which formulas for predicting the bending and debonding capacities of the strengthened RC box-girders are proposed. First, the box section is represented by the T section using the effective width factor in the elastoplastic stage. Then, based on the equivalent height of compressive region, bending failure modes of the strengthened girders are classified, and equations regarding the ultimate bending capacity corresponding to each failure mode are established respectively. To account for the debonding failure observed in the tests, a shear-capacity-based model is proposed. Comparison was made between the analytical and existing test results.

Abstract: The theoretical formula is proposed for cross section’s bending capacity of simply-supported U-section steel-encased concrete composite beams. The result shows that the theoretical formula is in good agreement with the experimental results. This paper concludes that the calculated values based on current steel structure design code of China are very close to the experimental ones. Therefore, this kind of composite beams can be analyzed based on the calculation methods of composite steel and concrete beams in steel structure design code, and it is accurate to calculate the bending capacity based on the assumption of complete shear connection.