scholarly journals Design of low-rise buildings from thin-walled steel frame structures

2018 ◽  
Vol 193 ◽  
pp. 03037 ◽  
Author(s):  
Olga Umnova ◽  
Dmitry Tuev ◽  
Timur Giyasov
Keyword(s):  
Ultimate Load ◽  
Load Capacity ◽  
Steel Structures ◽  
Load Test ◽  
Construction Technology ◽  
Floor Slabs ◽  
Rapid Construction ◽  
Steel Frame Structures ◽  
Thin Walled ◽  
Frame Construction

Addressing sustainable development challenges, Russia is seeking new opportunities for the use of thin-walled cold-cast structures to meet the requirements of cost-effectiveness, eco-friendliness, and rapid construction. The study aims to explore the possibilities of design and calculation of low-rise buildings erected from lightweight thin-walled steel structures using frame construction technology. The design solutions for the roof, walls, floors, and foundation are exemplified using concrete examples. The load capacity off framing studs, roof beams, and floor slabs was calculated. Three methods were used for calculation - Eurocode 3, direct strength test, and ultimate load test in compliance with AISI standards.

scholarly journals Study on Calculation of Bearing Capacity of Axially Loaded CFRP-Strengthened Cold-Formed Thin-Walled Lipped Channel Steel Columns

2020 ◽  
Vol 2020 ◽  
pp. 1-16
Author(s):  
Yanan Sun ◽  
Pengfei Li ◽  
Guojin Qin
Keyword(s):  
Carbon Fiber ◽  
Bearing Capacity ◽  
Load Capacity ◽  
Slenderness Ratio ◽  
Steel Structures ◽  
Fiber Reinforced ◽  
Bonding Agents ◽  
Steel Column ◽  
Thin Walled ◽  
Carbon Fiber Reinforced

With the development of carbon fiber reinforced composites and the continuous improvement of the properties of bonding agents, scholars recommended using carbon fiber reinforced plastics (CFRP) to enhance cold-formed thin-walled C-shaped steel structures. It can provide a fast and effective way to strengthen and repair damaged steel structures. However, discussion on the bearing capacity calculation of cold-formed thin-walled C-section steel column strengthened by CFRP was limited. Also, the relevant influencing factors (the number of CFRP reinforcement layers), the orientation of CFRP (horizontal, vertical), and the location of CFRP reinforcement (web + flanges + lips, web + flanges, web, and flanges) were overlooked in calculating the bearing capacity of cold-formed thin-walled C-section steel column strengthened by CFRP. Then, the calculation result of the load capacity will be inaccurate. This work, therefore, studied the effects of CFRP reinforcement layers, CFRP direction, and CFRP reinforcement position on the ultimate load of CFRP-strengthened cold-formed thin-walled C-section steel column. A three-dimensional (3D) finite element model of cold-formed thin-walled steel strengthened by CFRP was established to discuss the bearing capacity under axial compression. Furthermore, a method for calculating the bearing capacity of the CFRP-strengthened cold-formed thin-walled C-section steel column was proposed based on the direct strength methods (DSM). The results indicate that not only the slenderness ratio, section size, and length of members but also the number of CFRP reinforcement layers and orientation of CFRP have an impact on the calculation of bearing capacity. The equation modified in this work has excellent accuracy and adaptability. Predicting the bearing capacity of reinforced members is necessary to give full play to the performance of CFRP accurately. Thus, the methods proposed can provide a reference value for practical engineering.

Study on Safety Evaluation of an Aged Steel Truss Bridge with Cracking Members

2009 ◽  
Vol 417-418 ◽  
pp. 909-912
Author(s):  
Lan Chao Jiang ◽  
Ri Gao
Keyword(s):  
Ultimate Load ◽  
Dynamic Test ◽  
Safety Evaluation ◽  
Steel Structures ◽  
Load Test ◽  
Magnetic Method ◽  
Steel Truss Bridge ◽  
Load Carrying ◽  
Steel Truss ◽  
Truss Bridge

The safety of aged steel structures, especially those with cracking members, has aroused a great deal of attention. In this paper, the application of fracture mechanics for evaluating the ultimate load-carrying of steel material is proposed. Three-point bending tests of three specimens with the mode-I fracture are done to get the ultimate load-carrying capacity, when specimens are destroyed. Fracture ductility KIC, and the steel allowable stress [σ] with certain crack length are formulated. Magnetic method for measuring cracks of steel members is adopted for an aged steel truss bridge, and material composition of specimens is tested, and field nondestructive load test involved static and dynamic test are carried into execution. By comparing the results of the calculation and those of the field test, some conclusions are obtained, which are likely to contribute to safety evaluation of aged steel structures, or contribute to designing similar bridges.

scholarly journals Numerical Analysis of Single-Angle Steel Member Under Tension Force with Different End Deformations

2020 ◽  
Vol 6 (8) ◽  
pp. 1520-1533
Author(s):  
Ahmed M. Sayed
Keyword(s):  
Stress Distribution ◽  
Cross Section ◽  
Ultimate Load ◽  
Load Capacity ◽  
Steel Structures ◽  
Ultimate Load Capacity ◽  
Axis Direction ◽  
Steel Members ◽  
The Mean ◽  
Experimental Findings

Steel members with a single-angle cross-section are widely used, but some of their behaviours under loads are not considered by design codes, necessitating related research. This study is carried out on fifty steel single-angle members focused on the stress distribution behaviour and the ultimate axial load capacities under different end deformations through 3-dimensional Finite Element (FE) simulations and comparison with previous experimental findings. FE modeling is capable of modeling steel structures with high accuracy. Based on the results, the length of the angle affects neither the shape of the stress distribution nor the ultimate load capacity of the element. The end deformations affect the stress distribution on the member angle cross-section, including the ultimate load capacity. The end deformations which restricted deformations in the two directions perpendicular to the load axis are found to be optimal, with an average increase in load capacity by a factor of 1.96 for an equal angle and 2.21 for an unequal angle compared with the capacities calculated for single angles with deformations allowed in all directions. The appearance of a compression zone on the unconnected angle leg reduces the ultimate load capacity. The current design code (ANSI/AISC-360) can be adopted to calculate the ultimate load in the case of no deformation in the y-axis direction and no deformations in the x- and y-axis directions where the mean ratios of PNum/Pcode are 1.24 and 1.34 respectively. However, the code does not agree with the end deformations of free deformations and no deformation in the x-axis direction for either equal or unequal angles where the mean ratios of PNum/Pcode are 0.64 and 0.79 respectively, which is unsafe.

Innovative Construction Technology with High Factory Readiness from the Chuvash Republic

2020 ◽  
pp. 29-35
Author(s):  
V.A. SHEMBAKOV ◽  
Keyword(s):  
High Speed ◽  
Load Capacity ◽  
Precast Concrete ◽  
Construction Materials ◽  
Engineering Industry ◽  
Housing Construction ◽  
Building Structures ◽  
Construction Technology ◽  
Floor Slabs ◽  
Large Panel

The technology that fully meets the modern requirements of the market in the Russian Federation is presented – stand technology of precast-monolithic frame and large-panel housing construction with the use of floor slabs with pre-stressing up to 8 m, both solid and caisson versions on universal stands. This technology, which combines the best solutions of prefabricated, monolithic, panel, brick and other construction technologies, competes with the latest Western developments. The advantages of the proposed technology are as follows: high factory readiness and quality, versatility and architectural expressiveness of building structures (97% of the frame), precast building; energy savings – consumption is three times less compared to existing technologies for the production of reinforced concrete products; material savings (1.5 times less than for monolithic and panel housing construction); high speed of construction (up to 5 ths. m2 of prefabricated monolithic frame per month for one tower crane; lower weight of bearing structures compared to other structures (0.146 m3 of precast concrete per 1 m2 of the total area of the building) and, as a result, lower costs for foundations and the use of mechanisms with a lower load capacity on construction sites; reliable erection without welding; usable area – more than 80% of the total area; free planning solutions; quick adjustment of equipment for the production of products necessary for the market at a given time. The bench technology of precast-monolithic frame and large-panel housing construction with the use of floor slabs with pre-stressing up to 8 m is an example of the implementation of inter-industry cooperation in the construction materials and mechanical engineering industry based on Russian scientific developments and adapted modern foreign technologies. Keywords: innovations, construction technology with high factory readiness, modernization of large-panel housing construction and construction industry plants, industrial housing construction, prefabricated monolithic frame, energy efficiency, construction speed.

Review of Design Methods of the Ultimate Side Shear and Base Resistance for Rock-Socketed Pile

2013 ◽  
Vol 353-356 ◽  
pp. 60-67 ◽  
Author(s):  
Guo Liang Dai ◽  
Abdellatif Boucheloukh ◽  
Wei Ming Gong
Keyword(s):  
Compressive Strength ◽  
Unconfined Compressive Strength ◽  
Ultimate Load ◽  
Load Capacity ◽  
Design Methods ◽  
Load Test ◽  
Rock Properties ◽  
Base Resistance ◽  
Ultimate Load Capacity ◽  
The Relationship

To determine the ultimate load capacity of drilled shaft socketed into rock under axial compression loading, it is necessary to predict both the ultimate side shear resistance and the base resistance based on field load test or/ and laboratory tests. In geotechnical engineering there are several methods proposed the relationship between rock properties (the unconfined compressive strength) and the ultimate side shears resistance and base resistance. This paper presents the review of design methods of ultimate side shear and base resistance for rock-socketed pile. These empirical functions depend on the socket type and the range of the unconfined compressive strength of rock.

Ultimate Load Test and Analysis of a Retrofitted Model Steel Dome

1998 ◽  
Vol 13 (2) ◽  
pp. 53-63
Author(s):  
Hewen Li ◽  
Lewis C. Schmidt
Keyword(s):  
Finite Element ◽  
Ultimate Load ◽  
Load Capacity ◽  
Load Test ◽  
Finite Element Analyses ◽  
Loading Test ◽  
Ultimate Load Capacity ◽  
Geometrical Imperfections ◽  
Hexagonal Grids ◽  
Post Tensioned

This paper concerns the test and analysis of a retrofitted post-tensioned and shaped steel dome that failed in an original loading test. The post-tensioned and shaped steel dome was formed by a post-tensioning operation from a planar layout constituted of hexagonal grids. After its first loading to failure, the dome was retrofitted in situ. The retrofitting method and the results of a subsequent ultimate load test and nonlinear finite element analyses of the retrofitted dome are presented. It is found that the retrofitted dome has a much greater ultimate load capacity than the original dome. The results of finite element analyses show that the prestress member forces caused during shape formation can cause a reduction of ultimate load capacity, and that the post-tensioned and shaped steel dome investigated here is sensitive to geometrical imperfections. It is also noted that the retrofitting process can be used to erect a domic structure from a near flat layout. The proposed method of considering prestress forces can be useful in nonlinear analysis of structures involving prestress forces.

scholarly journals Laboratory and Numerical Analysis of Steel Cold-Formed Sigma Beams Retrofitted by Bonded CFRP Tapes

Materials ◽  
2020 ◽  
Vol 13 (19) ◽  
pp. 4339 ◽  
Author(s):  
Ilona Szewczak ◽  
Katarzyna Rzeszut ◽  
Patryk Rozylo ◽  
Sylwester Samborski
Keyword(s):  
Numerical Analysis ◽  
Numerical Models ◽  
Load Capacity ◽  
Steel Structures ◽  
Bottom Flange ◽  
Building Structures ◽  
Inner Surface ◽  
Carbon Fibre Reinforced Polymer ◽  
Thin Walled ◽  
The Impact

In this paper, the retrofitting method of thin-walled, cold-formed sigma beams using bonded carbon fibre reinforced polymer (CFRP) tapes is proposed. The effectiveness of the presented strengthening method is investigated by the means of laboratory tests and numerical analysis conducted on simply supported, single-span beams made of 200 × 70 × 2 profile by “Blachy Pruszyński” subjected to a four-point bending scheme. Special attention is paid to the evaluation of possibility to increase the load capacity with simultaneous limitation of beams displacements by appropriate location of CFRP tapes. For this purpose, three beams were reinforced with CFRP tape placed on the inner surface of the upper flange, three with CFRP tape on the inner surface of the web, three beams with reinforcement located on the inner surface of the bottom flange, and two beams were tested as reference beams without reinforcement. CFRP tape with a width of 50 mm and a thickness of 1.2 mm was used as the reinforcement and was bonded to the beams by SikaDur®-30 adhesive. Precise strain measurement was made using electrofusion strain gauges, and displacement measurement was performed using two Aramis coupled devices in combination with the Tritop machine. Numerical models of the considered beams were developed in the Finite Element Method (FEM) program Abaqus®. Experimental and numerical analysis made it possible to obtain a very high agreement of results. Based on the conducted research, it was proved how important is the impact of the applied reinforcement (CFRP tapes) in thin-walled steel structures, with respect to the classic methods of strengthening steel building structures.

scholarly journals Structural Behavior of Ultrahigh-Performance Fiber-Reinforced Concrete Thin-Walled Arch Subjected to Asymmetric Load

2019 ◽  
Vol 2019 ◽  
pp. 1-12 ◽  
Author(s):  
Jun Yang ◽  
Jianting Zhou ◽  
Zongshan Wang ◽  
Yingxin Zhou ◽  
Hong Zhang
Keyword(s):  
Reinforced Concrete ◽  
Ultimate Load ◽  
Load Capacity ◽  
Limit Equilibrium ◽  
Analytical Formula ◽  
Fiber Reinforced Concrete ◽  
Fiber Reinforced ◽  
Section Design ◽  
Thin Walled ◽  
Asymmetric Load

Ultrahigh-performance fiber-reinforced concrete (UHPFRC) is an innovative material in the field of bridge engineering. With superior mechanical characteristics, this new material reduced the structural self-weight and extended the span of modern bridges. A series of tests should be conducted to establish reliable design rules for UHPFRC structures. This paper aimed at determining the compressive behavior of UHPFRC for thin-walled arch section design and a comparison was made with a normal concrete (NC) arch. Eighteen axial compression columns for arch section design and arches under asymmetric load were tested in this paper. Behaviors of the arches were assessed using various mechanical properties, including the failure pattern, load-deflection relationship, strain analysis, and analytical investigation. A finite element model (FEM) considering the material and geometric nonlinearity was developed to predict the behavior of the UHPFRC arch. Results indicated that a wall thickness of 50 mm with stirrups effectively restrained instability failure of the thin-walled compression columns. The cracking load and the ultimate load of the UHPFRC arch increased by 60% and 34%, respectively, when comparing with the NC arch. It showed the UHPFRC arch had higher load capacity and outstanding durability. The failure mode of the UHPFRC arch was similar to that of the NC arch, which belonging to the destruction of multihinges. However, the appearance of the plastic hinges was delayed, and a better elastic-plastic performance was obtained when using UHPFRC. The analytical formula for calculating the ultimate load of the UHPFRC arch was derived with high precision by using the limit equilibrium method. The results of the FEM showed good agreement with test results, and they were able to predict the behavior of the UHPFRC arches.

The Comparison of Pile Load Capacity Based on the Results of Analytical Calculations and Static Tests

2015 ◽  
Vol 725-726 ◽  
pp. 190-194
Author(s):  
Andrey Badanin ◽  
Victor Melnikov ◽  
Darya Filippova
Keyword(s):  
Static Load ◽  
Load Capacity ◽  
Load Test ◽  
Construction Technology ◽  
Construction Site ◽  
Static Load Test ◽  
Static Tests ◽  
Saint Petersburg

The article discusses the causes of discrepancies in the values of the pile load capacity based on the results of calculations made on the basis of existing regulations and the pile load capacity after static load test on the construction site. A brief overview of the causes of discrepancies in analytical and practical values ​​of pile load capacity is provided in the article. The possible ways to solve this problem are suggested, namely, the development of the methods of analytical calculations of pile load capacity and the improvement of embedding technical processes. There is an example of such a discrepancy in the construction of a residential complex in Saint-Petersburg presented in the article. It was found that the variation in the results is not caused by the imperfections in the method of calculations, but by the infringements of construction technology. The article provides recommendations to minimize the discrepancies between the calculated and actual values of pile load capacity.

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