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Relevant bibliographies by topics / Limit loads

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Academic literature on the topic 'Limit loads'

Author: Grafiati

Published: 5 June 2025

Last updated: 8 July 2025

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Journal articles on the topic "Limit loads"

1

Wahba, Yohanna M. F., Murty K. S. Madugula, and Gerard R. Monforton. "Limit states design of antenna towers." Canadian Journal of Civil Engineering 21, no. 6 (1994): 913–23. http://dx.doi.org/10.1139/l94-097.

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The Canadian Standard CAN/CSA-S37-M86 “Antennas, towers and antenna supporting structures” follows a quasi-limit states approach in which the member forces determined for specified loads are multiplied by a unified factor and compared with factored resistances given in CAN3-S16.1-M84. This results in designs basically the same as those resulting from a working stress design with a factor of safety of 5/3. Such structures exhibit a non-linear structural behaviour even under service loads. Thus the effect of ice accretion and direct interaction between wind and ice does not permit the load factors specified in CAN/CSA-S16.1-M89 “Limit states design of steel structures” to be directly applied to antenna supporting structures.In this study, 41 different towers (representing various heights and designed for different ice classes and wind pressures) were analyzed under specified loads and then under a set of factored loads. From the comparison of the design forces in the towers with those calculated according to the existing standard, a set of partial load factors was derived. The new load factors to be used in the 1993 edition of S37 are presented and justified. Key words: antenna towers, guyed towers, ice and wind loads, limit states design, self-supporting towers, working stress design.

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Barabanov, O. O. "Coincidence of limit loads." Mathematical Notes of the Academy of Sciences of the USSR 46, no. 1 (1989): 506–12. http://dx.doi.org/10.1007/bf01159099.

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Seshadri, R. "Limit Loads Using Extended Variational Concepts in Plasticity." Journal of Pressure Vessel Technology 122, no. 3 (2000): 379–85. http://dx.doi.org/10.1115/1.556196.

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Lower-bound limit load estimates are relevant from a standpoint of pressure component design, and are acceptable quantities for ascertaining primary stress limits. Elastic modulus adjustment procedures, used in conjunction with linear elastic finite element analyses, generate both statically admissible stress distributions and kinematically admissible strain distributions. Mura’s variational formulation for determining limit loads, originally developed as an alternative to the classical method, is extended further by allowing the elastic calculated stress fields to exceed yield provided they satisfy the “integral mean of yield” criterion. Consequently, improved lower-bound values for limit loads are obtained by solving a simple quadratic equation. The improved lower-bound limit load determination procedure, which is designated “the mα method,” is applied to symmetric as well as nonsymmetric components. [S0094-9930(00)01103-3]

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Belenkiy, L., and Y. Raskin. "Estimate of the Ultimate Load on Structural Members Subjected to Lateral Loads." Marine Technology and SNAME News 38, no. 03 (2001): 169–76. http://dx.doi.org/10.5957/mt1.2001.38.3.169.

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This paper examines plastic behavior of typical ship structures, specifically beams, grillages, and plates subjected to predominantly lateral loads. The ultimate loads, determined on the basis of the theorems of limit analysis [1,2], are evaluated using nonlinear finite-element plastic analysis. The relationships between analytical and finite-element models for prediction of ultimate loads of beams, stiffened panels, and grillages are illustrated. It has been shown that the ultimate loads, obtained from the theorems of limit analysis, can be successfully used for strength assessment of stiffened ship structures subjected to lateral loads. The effect of shear force on ultimate load is analyzed using the finite-element method. This paper confirms that in the case of beams and grillages under lateral loading, the ultimate load may characterize the threshold of the load at which a stiffened ship's structure fails by the development of excessive deflections. For plate elements, on the other hand, the plastic deflections represent the permissible limit of external load better than the ultimate limit load.

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Mangalaramanan, S. P., and R. Seshadri. "ROBUST LIMIT LOADS OF SYMMETRIC AND NON-SYMMETRIC PLATE STRUCTURES." Transactions of the Canadian Society for Mechanical Engineering 19, no. 3 (1995): 227–46. http://dx.doi.org/10.1139/tcsme-1995-0011.

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Robust methods for estimating limit loads of symmetric and non-symmetric plate structures are presented. The methods proposed in this paper for determining limit loads are (1) the r-node method and (2) the semi-circle construction technique. Analytical methods for estimating the limit loads of plate structures are feasible only for simple configurations. Also, determination of limit loads based on assumed collapse mechanisms may not always give upper bound estimates. Limit analysis using inelastic finite element analysis is often elaborate and time consuming. The methods described in this paper circumvent these difficulties. The methods are applied to several configurations of symmetric and non-symmetric plate structures and the limit load estimates are found to be satisfactory.

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Chang, Kurng. "Structural Response Loads in Force-Limited Vibration Testing." Journal of the IEST 45, no. 1 (2002): 129–35. http://dx.doi.org/10.17764/jiet.45.1.bv71nq036p238625.

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Flight equipment is exposed to random vibration excitations during launch and is functionally designed to survive a shaker random vibration test. In the test, the random vibration design levels will be applied at the equipment-mounting interface and will be force limited to reduce over-testing at shaker hardmount resonance frequencies. As is commonly practiced for heavier equipment, the equipment also is designed to the structural flight limit load. The philosophy of the Limit Load Factors (LLFs) or so-called the Mass Acceleration Curve (MAC) has been adopted over many years for use in the preliminary structural design of spacecraft and flight equipment. The purpose of the work presented herein is to discuss the results of force limit notching during vibration testing with respect to the traditional limit load design criteria. By using a single-degree-of-freedom (SDOF) system approach, this work shows that with an appropriate force specification the notched response due to force limiting will result in loads comparable with the structural design limit criteria. A simplified formula is presented to predict the test load limits, based only upon estimates for the first significant resonance of the equipment and the semi-empirical force specification factor, C2.

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Behjati, Mohamad, and Navid Arjmand. "Biomechanical Assessment of the NIOSH Lifting Equation in Asymmetric Load-Handling Activities Using a Detailed Musculoskeletal Model." Human Factors: The Journal of the Human Factors and Ergonomics Society 61, no. 2 (2018): 191–202. http://dx.doi.org/10.1177/0018720818795038.

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Objective: To assess adequacy of the National Institute for Occupational Safety and Health (NIOSH) Lifting Equation (NLE) in controlling lumbar spine loads below their recommended action limits during asymmetric load-handling activities using a detailed musculoskeletal model, that is, the AnyBody Modeling System. Background: The NIOSH committee employed simplistic biomechanical models for the calculation of the spine compressive loads with no estimates of the shear loads. It is therefore unknown whether the NLE would adequately control lumbar compression and shear loads below their recommended action limits during asymmetric load-handling activities. Method: Twenty-four static stoop lifting tasks at different load asymmetry angles, heights, and horizontal distances were performed by one normal-weight (70 kg) and one obese (93 kg) individual. For each task, the recommended weight limit computed by the NLE and body segment angles measured by a video-camera system (VICON) were prescribed in the participant-specific models developed in the AnyBody Modeling System that estimated spinal loads. Results: For both individuals, the NLE adequately controlled L5-S1 loads below their recommended action limits for all activities performed in upright postures. Both individuals, however, experienced compressive and/or shear L5-S1 loads beyond the recommended action limits when lifting was performed near the floor with large load asymmetry. Conclusion: The NLE failed to control spinal loads below the recommended limits during asymmetric lifting tasks performed near the floor. Application: The NLE should be used with caution for extreme tasks involving load handling near the floor with large load asymmetry.

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Adibi-Asl, R., та R. Seshadri. "Local Limit-Load Analysis Using the mβ Method". Journal of Pressure Vessel Technology 129, № 2 (2006): 296–305. http://dx.doi.org/10.1115/1.2716434.

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Several upper-bound limit-load multipliers based on elastic modulus adjustment procedures converge to the lowest upper-bound value after several linear elastic iterations. However, pressure component design requires the use of lower-bound multipliers. Local limit loads are obtained in this paper by invoking the concept of “reference volume” in conjunction with the mβ multiplier method. The lower-bound limit loads obtained compare well to inelastic finite element analysis results for several pressure component configurations.

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Menkulasi, Fatmir, Christopher D. Moen, Matthew R. Eatherton, and Dinesha Kuruppuarachchi. "Investigation of Web Post Compression Buckling Limit State and Stiffener Requirements in Castellated Beams." Engineering Journal 54, no. 1 (2017): 21–44. http://dx.doi.org/10.62913/engj.v54i1.1110.

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The research presented in this paper addresses the need for a design method to estimate the nominal capacity of castellated beams against concentrated loads. The limit state investigated is that of web post buckling due to compression loads. The purpose of the paper is twofold: (1) to investigate the limit state of web post buckling due to compression loads and (2) to quantify the enhanced capacity of the web post against concentrated loads when stiffeners are provided. Five castellated beam depths are considered, which cover a wide range of the available depths. For each beam section, three load cases are investigated: (1) center of load aligns with the middle of web post, (2) center of load aligns with the center of the hole, and (3) center of load aligns with a point half-way between the center of web post and center of hole. For each load position, two cases are considered: one without a stiffener and one with full-height transverse stiffeners. Each case is investigated using nonlinear finite element analysis to examine the behavior of the web post to failure. The efficiency of stiffeners to increase the resistance of castellated beams against concentrated loads is examined. For each investigated beam depth and stiffener arrangement, the loads that cause failure are noted. In addition, a simplified approach for checking the limit state of web post buckling in compression is proposed.

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Shalaby, M. A., and M. Y. A. Younan. "Limit Loads for Pipe Elbows Subjected to In-Plane Opening Moments and Internal Pressure." Journal of Pressure Vessel Technology 121, no. 1 (1999): 17–23. http://dx.doi.org/10.1115/1.2883661.

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The purpose of this study is to determine limit loads for pipe elbows subjected to inplane bending moments that tend to open the elbow (i.e., increase its radius of curvature), and the influence of internal pressure on the value of the limit load. Load-deflection curves were obtained, and from these curves plastic collapse and instability loads at various values of internal pressure were determined. This was done for different pipe bend factors (h = Rt/r2) using the nonlinear finite element analysis code (ABAQUS) with its special elbow element. A set of limit curves was generated from the results. These curves show the variation of collapse and instability loads with internal pressure for different elbows. Collapse loads were found to increase and then decrease with increasing pressure for all the elbow geometries studied. Instability loads were difficult to reach because of the large stiffening effect of the elbow cross-sectional deformation, and they were generally found to decrease with increasing pressure.

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Dissertations / Theses on the topic "Limit loads"

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Mangalaramanan, Sathya Prasad. "Robust limit loads using elastic modulus adjustment technique." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/nq25774.pdf.

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Fowler, Christopher G. "Robust estimation of limit loads for cracked components." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0001/MQ42382.pdf.

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Lynch, Michael Anthony. "Limit loads of piping branch junctions with cracks." Thesis, University of Liverpool, 2001. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.399152.

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Ralph, Freeman E. "Robust methods of finite element analysis : evaluation of non-linear, lower bound limit loads of plated structures and stiffening members /." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape4/PQDD_0019/MQ54953.pdf.

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Jamtsho, Lungten. "Performance load testing and structural adequacy evaluation of road bridge decks." Thesis, Queensland University of Technology, 2011. https://eprints.qut.edu.au/46822/1/Lungten_Jamtsho_Thesis.pdf.

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Many ageing road bridges, particularly timber bridges, require urgent improvement due to the demand imposed by the recent version of the Australian bridge loading code, AS 5100. As traffic volume plays a key role in the decision of budget allocations for bridge refurbishment/ replacement, many bridges in low volume traffic network remain in poor condition with axle load and/ or speed restrictions, thus disadvantaging many rural communities. This thesis examines an economical and environmentally sensible option of incorporating disused flat rail wagons (FRW) in the construction of bridges in low volume, high axle load road network. The constructability, economy and structural adequacy of the FRW road bridge is reported in the thesis with particular focus of a demonstration bridge commissioned in regional Queensland. The demonstration bridge comprises of a reinforced concrete slab (RCS) pavement resting on two FRWs with custom designed connection brackets at regular intervals along the span of the bridge. The FRW-RC bridge deck assembly is supported on elastomeric rubber pads resting on the abutment. As this type of bridge replacement technology is new and its structural design is not covered in the design standards, the in-service structural performance of the FRW bridge subjected to the high axle loadings prescribed in AS 5100 is examined through performance load testing. Both the static and the moving load tests are carried out using a fully laden commonly available three-axle tandem truck. The bridge deck is extensively strain gauged and displacement at several key locations is measured using linear variable displacement transducers (LVDTs). A high speed camera is used in the performance test and the digital image data are analysed using proprietary software to capture the locations of the wheel positions on the bridge span accurately. The wheel location is thus synchronised with the displacement and strain time series to infer the structural response of the FRW bridge. Field test data are used to calibrate a grillage model, developed for further analysis of the FRW bridge to various sets of high axle loads stipulated in the bridge design standard. Bridge behaviour predicted by the grillage model has exemplified that the live load stresses of the FRW bridge is significantly lower than the yield strength of steel and the deflections are well below the serviceability limit state set out in AS 5100. Based on the results reported in this thesis, it is concluded that the disused FRWs are competent to resist high axle loading prescribed in AS 5100 and are a viable alternative structural solution of bridge deck in the context of the low volume road networks.

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Majdič, Petr. "Napěťová, deformační a bezpečnostní analýza statoru generátoru zatíženého nehomogenní teplotou." Master's thesis, Vysoké učení technické v Brně. Fakulta strojního inženýrství, 2015. http://www.nusl.cz/ntk/nusl-231962.

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This thesis deals with stress, strain and reliability analysis of synchronous generator stator including an inhomogeneous temperature field. Using the finite element method, stress and strain are calculated, and from these values safety against yield strength is determined, which is followed by the life calculation of the most stressed weld joint and the determination of its possible damage during the period required by the customer.

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Matuška, Vojtěch. "Porovnání variant nádrže ČOV z železobetonu a z předpjatého betonu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409800.

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The diploma thesis deals with design and comparison of variants of cast-in-place concrete sewage tank made from reinforced concrete and pre-stressed concrete. The layout of sewage tank is rectangular. The tank is in longitudinal way divided into two chambers. The tank is not roofed and is partialy embedded in the ground. The design for ultimate limit state and for service limit state is made for both variants. There is focus on generation and development of cracks in service limit state. For calcuation of internal forces is used model made in software SCIA Engineer, based on finite element method. The reinforced concrete and pre-stressed concrete versions are compared in last part in term of volumes of materials needed. Also there are proposed possible savings.

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Hrycík, Martin. "Vícepodlažní budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226900.

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Thesis deals with design of steel structure multi-storey office building. Specifically, it is the eight-storey steel structure of rectangular plan with dimensions of 15.4 x 54.4 m and a height of 29.2 meters. The structure is designed for the site Brno. Static calculation is solved by a combination of manual calculation and calculation using software Scia. It is designed structural arrangement, static action, load analysis, calculation of internal forces, the design of dimensions and connections solutions. Thesis includes drawing documentation. The structure is designed in a variant with a frame joints and in variant with articulated joints. Variant with articulated joints is further processed.

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Maršalová, Jiřina. "Dvorní vícepodlažní přístavba výukových prostor." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240376.

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The master thesis is focused on design and static calculations of fiber reinforced concrete ground slab. The assessed structure is composed of 6 floors and 2 underground floors. A ground slab is based on piles and designed as a waterproof structure. The structural analysis program RFEM 5.05 has been used for calculation of internal forces.

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Novotný, Petr. "Obchodní a administrativní centrum." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227699.

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The aim of this master´s thesis was design and analysis of a steel supporting structure of a building for business and administration purposes in Ostrava. It includes an assessment of the main load-bearing construction elements and the selected connections. The thesis also contains the design documentation of the building and compares two different variants of the steel construction design.

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Books on the topic "Limit loads"

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F, Harrington, and United States. National Aeronautics and Space Administration., eds. Static test induced loads verification beyond elastic limit. National Aeronautics and Space Administration, 1996.

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Bishop, Henry L. Rhode Island comparison truck size and weight limit laws to bridge formula limits. Rhode Island Dept. of Transportation, Planning Division, 1985.

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Save, M. A. Atlas of limit loads of metal plates, shells, and disks. Elsevier, 1995.

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Nunziante, L. The limit design of frames subjected to seismic loads ;with 324 tables for frame Limit Design. CUEN, 1988.

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Alexandrov, Sergey. Upper bound limit load solutions for welded joints with cracks. Springer, 2012.

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George C. Marshall Space Flight Center., ed. Plate and butt-weld stresses beyond elastic limit, material and structural modeling. National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Division, 1991.

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George C. Marshall Space Flight Center., ed. Plate and butt-weld stresses beyond elastic limit, material and structural modeling. National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Division, 1991.

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Verderaime, V. Plate and butt-weld stresses beyond elastic limit, material and structural modeling. George C. Marshall Space Flight Center, 1991.

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George C. Marshall Space Flight Center., ed. Plate and butt-weld stresses beyond elastic limit, material and structural modeling. National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Division, 1991.

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United States. National Aeronautics and Space Administration., ed. Estimating turbine limit load. National Aeronautics and Space Administration, 1993.

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Book chapters on the topic "Limit loads"

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Lu, Lingyi, Junbo Jia, and Zhuo Tang. "Limit Loads of Structures." In Structural Mechanics. CRC Press, 2022. http://dx.doi.org/10.1201/9781003095699-9.

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Abdi, R., and J. Pastor. "Limit Loads of Reinforced Structures." In Anisotropy and Localization of Plastic Deformation. Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-3644-0_45.

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Siemaszko, Andrzej. "Limit and Shakedown Reliability Analysis." In Inelastic Behaviour of Structures under Variable Repeated Loads. Springer Vienna, 2002. http://dx.doi.org/10.1007/978-3-7091-2558-8_15.

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Siemaszko, A., G. Bielawski, and J. Zwolinski. "CYCLONE - System for Structural Adaptation and Limit Analysis." In Inelastic Analysis of Structures under Variable Loads. Springer Netherlands, 2000. http://dx.doi.org/10.1007/978-94-010-9421-4_9.

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Kim, Yun Jae, Kuk Hee Lee, and Chi Yong Park. "Plastic Limit Loads for Piping Branch Junctions." In The Mechanical Behavior of Materials X. Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-440-5.1377.

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Siemaszko, Andrzej. "Shakedown, Limit, Inadaptation and Post-Yield Analysis." In Inelastic Behaviour of Structures under Variable Repeated Loads. Springer Vienna, 2002. http://dx.doi.org/10.1007/978-3-7091-2558-8_14.

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Siemaszko, Andrzej. "Computational Methods for Shakedown and Limit Reliability Analysis." In Inelastic Behaviour of Structures under Variable Repeated Loads. Springer Vienna, 2002. http://dx.doi.org/10.1007/978-3-7091-2558-8_16.

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Zhang, Ying, Bin Zheng, Liping Zhang, Zhenyu Liu, and Juan Du. "The Study of Limit Load and Plastic Collapse Load Under Combined Loads." In Computational and Experimental Simulations in Engineering. Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-27053-7_32.

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Siemaszko, Andrzej. "Limit, Shakedown, Post-Yield, and Inadaptation Analyses of Discrete Plastic Structures." In Inelastic Behaviour of Structures under Variable Loads. Springer Netherlands, 1995. http://dx.doi.org/10.1007/978-94-011-0271-1_15.

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Siemaszko, Andrzej. "Limit and Shakedown Reliability Optimization Accounting for Nonlinear Geometric Effects." In Inelastic Behaviour of Structures under Variable Repeated Loads. Springer Vienna, 2002. http://dx.doi.org/10.1007/978-3-7091-2558-8_17.

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Conference papers on the topic "Limit loads"

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Andruszkiewicz, J. "Antiresonant Coil for Power Capacitor Bank to Limit Supply Voltage Distortion Caused by Nonlinear Loads." In 9th International Zurich Symposium and Technical Exhibition on Electromagnetic Compatibility. IEEE, 1991. https://doi.org/10.23919/emc.1991.10781022.

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Paris, Manuel, Francois Malburet, Paul Eglin, and Jean-Claude Carmona. "Control Loads Reduction Through Control System Architecture Optimization - Application to a Conventional Rotor on a Compound Helicopter." In Vertical Flight Society 70th Annual Forum & Technology Display. The Vertical Flight Society, 2014. http://dx.doi.org/10.4050/f-0070-2014-9494.

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A kinematic study of a helicopter main rotor control system is carried out to investigate loads in servo actuators and non-rotating scissors during high speed and high load factor maneuvers. The kinematic model is then used to optimize the servo-actuators placement and pre-inclination in order to minimize static and dynamic loads in the three servo-actuators and in the non-rotating scissors. The inputs for the model (blade pitch link loads and pilot input to trim the aircraft) are taken from flight tests measurements, current rotor computations being unable to predict blade root torsion moments vs azimuth with enough accuracy. The analysis is based on X3 demonstrator flight tests, which showed high control system loads that used to reduce flight envelope during the first flight test campaign. Flight tests measurements are used to validate the kinematic model used for the optimization. Computations made for X3 case at 220kts showed a reduction of 40% of maximum static load and 45% of maximum dynamic load on servo-actuators compared to the initial placement of the servo actuators. With appropriate servo actuators pre-inclination, dynamic loads in the non-rotating scissors are decreased by 95% at high speed trim flight. This paper shows how it is possible to keep a conventional rotor control system for compound helicopters. The optimization algorithm presented in this paper can be used for conventional helicopters to reduce loads in the control system and then limit command reinjection because of control system flexibility, and on compound helicopters to expand the flight envelope and to remove control system loads as the first limit factors at high speed.

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Karkehabadi, Reza, and Ray Rhew. "Investigating and Analyzing Applied Loads Higher than Limit Loads." In 24th AIAA Aerodynamic Measurement Technology and Ground Testing Conference. American Institute of Aeronautics and Astronautics, 2004. http://dx.doi.org/10.2514/6.2004-2197.

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George, Shiju V. P., Trevor G. Seipp, and Shawn W. Morrison. "Classification of Thermal Piping Loads Using Limit Load Analysis." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2613.

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Equipment nozzle loads essentially originate from sustained (gravity) sources and restraint of the free thermal displacement of the attached piping. A common practice has been to assume that these thermal piping loads develop only secondary stresses. That is, a 1.5Sm [2] check on membrane stress intensities arising from thermal piping loads is typically not performed. The key assumption used in support of this approach has been that these loads decay appreciably with local shell deformation such that the associated stresses are truly self-limiting in nature. This paper illustrates that this assumption may not be appropriate in all instances. A typical pressure vessel and piping configuration is examined. In this example, the associated stresses and deformations developed due to thermal piping loads resulted in significant deformation of the shell arrangement. In static evaluations of local stresses in shells, the ASME Code only offers two classifications that may be applied to stresses resulting from thermal piping loads: primary or secondary. Given these results it may be more reasonable to treat thermal piping load membrane stresses as being primary.

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Kirkemo, Finn, and Przemyslaw Lutkiewicz. "Limit Loads of Bolted Flange Connections." In ASME 2021 Pressure Vessels & Piping Conference. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/pvp2021-62712.

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Abstract High-pressure applications such as process piping, pressure vessels, risers, pipelines, and subsea production systems use bolted flange connections. Design of flanged joints may be done by design by rules and design by analysis. This paper presents a design by rules method applicable for flanges designed for face-to-face make-up. Limit loads are used to calculate the structural capacity (resistance) of the flanges, bolts, and metallic seal rings. Designers can use the calculation method to size bolted flange connections and calculate the structural capacity of existing bolted flange connections. Finite element analyses have been performed to verify the analytically based calculation method. The intention is to prepare for an ASME code case based on the calculation method presented in this paper.

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Nessim, Maher A., and Smitha D. Koduru. "Limit States Design Checks for Geotechnical Loads." In 2018 12th International Pipeline Conference. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/ipc2018-78569.

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A limit states design approach has been developed for geotechnical loads. The approach uses a strain based design format and requires the user to develop probability distributions for the maximum strain demand and minimum strain capacity. Checks are provided for both local buckling and tensile rupture, which are calibrated to meet specified risk-consistent reliability targets. The safety factor and the criteria used to define the characteristic strain demand and capacity are defined as functions of the reliability target and the coefficients of variation of the strain demand and capacity. The checks are calibrated for a wide range of target reliability levels and distributions to cover most cases related to slope creep, landslides, frost heave and thaw settlement. They can also be applied to seismic deformations, subject to confirmation that the strain demand and capacity distributions fall within the range of calibrated cases. The design checks provide guidance on how to account for the spatial and temporal characteristics of different geotechnical loading processes, including distinction between sudden and gradual load application, and between known and randomly located loading sites. The limit states checks can be used to design new pipelines and assess the safety of existing ones. Application to slope movements is demonstrated by a set of examples.

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Jang, Hyun-Min, Doo-Ho Cho, Jae-Boong Choi, et al. "Plastic Limit Loads for Slanted Circumferential Through-Wall Cracked Pipes Based on Finite Element Limit Analysis." In ASME 2011 Pressure Vessels and Piping Conference. ASMEDC, 2011. http://dx.doi.org/10.1115/pvp2011-57583.

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Based on detailed three-dimensional (3-D) finite element (FE) limit analyses, the plastic limit load solutions for pipes with slanted circumferential through-wall cracks (TWCs) subjected to axial tension, global bending and internal pressure are reported. The FE model and analysis procedure employed in the present numerical study were validated by comparing the present FE results with existing solutions for plastic limit loads of pipes with idealized TWCs. To quantify the effect of slanted crack on plastic limit load, the slant correction factors for calculating plastic limit loads of pipes with slanted TWCs from pipes with idealized TWCs were newly proposed via extensive 3-D FE calculations. These slant correction factors are presented in a tabulated form for practical ranges of geometry and each loading conditions. Moreover, the present FE plastic limit loads were also compared with the existing solutions of pipes with slanted TWCs. These FE plastic limit load solutions can be applied to estimate elastic-plastic fracture mechanics parameters and creep fracture mechanics parameters, such as elastic-plastic J–integral and crack opening displacement, creep C*-integral and creep crack opening displacement, based on the reference stress concept considering more realistic crack shape.

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Shen, G., and W. R. Tyson. "Limit Loads for Pipelines With Axial Surface Flaws." In 1996 1st International Pipeline Conference. American Society of Mechanical Engineers, 1996. http://dx.doi.org/10.1115/ipc1996-1833.

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The limit loads for pipelines with axial surface flaws have been evaluated by using a strip yield model at levels of ligament yield and ligament collapse. The former was defined as that at which the plastic zone first reaches the back surface, and the later is that at which the plastic zone spreads over the entire ligament. The evaluated collapse load has been used to estimate the failure stress of pipelines containing axial surface flaws. Predictions have been compared with existing experimental data.

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Verderaime, V., and F. Harrington. "Static test induced loads verification beyond elastic limit." In 37th Structure, Structural Dynamics and Materials Conference. American Institute of Aeronautics and Astronautics, 1996. http://dx.doi.org/10.2514/6.1996-1454.

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Reinhardt, W., and X. Wang. "Analytical Limit Loads for Tube Sections With Circumferential Degradation." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2753.

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The fracture mechanics evaluation of tubes and pipes with circumferential degradation typically requires that the plastic limit load capacity be evaluated under a combination of axial force and bending moment loading. Most available analytical solutions are thin-wall approximations and may not work well for heavy-wall applications. The present paper derives an analytical limit load for a cylindrical pipe or tube with a partial circumferential, partial through-wall flaw and its bounding cases (through wall partial circumferential and uniform circumferential part-throughwall flaw). The solution is not in closed form, but can be easily solved with available mathematical software like MathCAD. The obtained limit loads for a steam generator tube are compared to those from simplified analytical solutions. The effect of tube supports on the limit load of a tube with non-axisymmetric flaw is discussed with a simplified model.

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Reports on the topic "Limit loads"

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Zimmerman and Chen. L51769 Limit States and Reliability-Based Pipeline Design. Pipeline Research Council International, Inc. (PRCI), 1997. http://dx.doi.org/10.55274/r0010325.

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The objective is to develop fully calibrated limit states design (LSD) procedures for pipelines. Limit states design, also known as load and resistance factor design (LRFD), provides a unified approach to dealing with all relevant failure modes and load combinations of concern. It explicitly accounts for the uncertainties that naturally occur in the determination of the loads which act on a pipeline and in the resistance of the pipe to failure. The load and resistance factors used are based on reliability considerations; however, the designer is not faced with carrying out probabilistic calculations. LSD suggests that if pipelines are designed directly for those scenarios which are known to be the major causes of pipeline failure, the result will be better design in terms of both safety and economy. This study shows that LSD is a rational and logical design process that can provide consistent levels of safety and give the designer a clear picture of the structural response of the pipe for all credible failure modes.

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Walshire, Lucas, Joseph Dunbar, and Benjamin Breland. Stability analysis of Old River Low Sill Structure. Engineer Research and Development Center (U.S.), 2022. http://dx.doi.org/10.21079/11681/45349.

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An updated stability analysis was performed on the Old River Low Sill Structure due to a change in the operating conditions from historic river sedimentation. Sedimentation of the Mississippi River channel since the 1973 spring flood has caused higher river stages at lower discharges. Numerical methods used included nonlinear analysis of pile group stability, seepage analyses, and limit equilibrium methods. The structure’s foundation was compromised during the 1973 flood, and emergency repairs were conducted to prevent scouring and undermining of the foundation by the flood scour. Rehabilitation included the reconstruction of a failed wing wall on the left abutment, rock and riprap fill in the forebay channel, and emergency grouting to fill the scour hole beneath the structure. An operating restriction was emplaced to limit the differential head across the structure due to flood damage. Taking these conditions into account, results from an updated analysis showed that full headwater uplift caused increased tension in the piles, while the increased body load caused increased compressive loads in the piles. Review of piezometric monitoring and the seepage analyses showed that full headwater uplift is unlikely, indicating the foundation grouting adequately sealed the scour hole beneath the structure. Analysis results exhibited lower magnitude compression and tension loads in the piles with design load cases compared to previous analyses. Recommendations from these analyses indicate that increased monitoring and additional investigation may support increasing the differential head limitation.

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Kusiak, Chris, Mark D. Bowman, and Arun Prakash. Legal and Permit Loads Evaluation for Indiana Bridges. Purdue University, 2021. http://dx.doi.org/10.5703/1288284317267.

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According to federal law, routine commercial vehicles must adhere to certain limits on their load configuration in order to operate legally on interstate highways. However, states may allow for heavier or different load configurations provided that bridges on the state and county highway system are load rated and, if necessary, posted with vehicles that appropriately represent these loads. The state of Indiana allows several classes of vehicles to operate with loads that exceed federal limits, and, presently, several LFD design loads are used to represent these exceptions as state legal loads. This study evaluates the MBE rating loads for their ability to encompass Indiana’s exception vehicles and recommends a set of state rating loads which can replace the current state legal loads and, combined with the MBE rating loads, satisfactorily encompass the load effects due to these exceptions. Comparing moment and shear envelopes on a representative set of bridges, the MBE rating vehicles were found to be insufficient for representing Indiana’s exception vehicles. Three new rating loads are proposed which encompass the exception vehicles efficiently and represent realistic legal loads. Conversely, acceptable HS-20 rating factors are also provided as an alternative to the adoption of these new vehicles. These rating factors, all 1.0 or greater, can ensure a similar level of safety by requiring a specific amount of excess capacity for the HS-20 design load.

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Chauhan, Vinod. L52307 Remaining Strength of Corroded Pipe Under Secondary Biaxial Loading. Pipeline Research Council International, Inc. (PRCI), 2009. http://dx.doi.org/10.55274/r0010175.

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Corrosion metal-loss is one of the major damage mechanisms to transmission pipelines worldwide. Several methods have been developed for assessment of corrosion defects, such as ASME B31G, RSTRENG and LPC. These methods were derived based on experimental tests and theoretical/numerical studies of the failure behavior of corroded pipelines subjected only to internal pressure loading. In the vast majority of cases, internal pressure loading will be the main loading mechanism on the pipeline. However, there may be instances when pipelines could also be subjected to significant loading from the environment. For onshore pipelines, these additional loads could be as a result of ground movement due to landslides, mining subsidence, or even seismic activity. In the case of offshore pipelines the formation of free spans may impose significant bending loads. For instance, seabed scour can lead to the development and growth of free spans of pipelines resting on the seabed, particularly if they are not trenched. Whilst, the guidance detailed in standard assessment methods will be sufficient in the majority of cases, it may be inappropriate or non-conservative to use it in cases when the pipeline may also be subjected to significant external loading. As a result, this work focus on : The remaining strength of corroded pipelines subject to internal pressure and external loading cannot be explicitly assessed using the ASME B31G, RSTRENG and LPC assessment methods. However, these assessment methods have been validated using pipe with real corrosion and simulated (machined) defects welded to dome ends to form a pressure vessel and subsequently failed under internal pressure loading. Consequently, existing methods include some inherent biaxial loading and the remaining strength of corroded pipelines can be assessed with a limited amount of external loading. Ground movement due to landslides can impose significant external loading to transmission pipelines. Stresses in pipelines due to landslides can be greater than the stresses due to internal pressure loading. Methods developed by the nuclear industry for assessing corroded pipework are given in ASME Code Case N-597-2 and based on ASME B31G when the axial extent of wall thinning is limited. For more extensive corrosion, the assessment methods are based on branch reinforcement and local membrane stress limits. Strictly the methods given in ASME Code Case N-597-2 are only applicable to the assessment of piping systems designed to the ASME Boiler and Pressure Vessel Code, Section III. Failure loci of pipelines with isolated corrosion defects and subjected to combined loads have been derived for common pipeline geometries and materials. The failure loci have been validated using tests performed on 457.2mm (18-inch) and 1219.2mm (48-inch) diameter pipe under combined bending/pressure loading. These failure loci can be used to assess the limit of acceptability of existing assessment methods such as ASME B31G and RSTRENG under combined loading conditions.

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Rosenfeld. L51741 Development of a Model for Fatigue Rating Shallow Unrestrained Dents. Pipeline Research Council International, Inc. (PRCI), 1997. http://dx.doi.org/10.55274/r0010337.

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The ability to fatigue-rate dents in line pipe is important for three reasons. First, field failures give evidence that fatigue crack growth occurs in dents under certain circumstances in spite of the fact that plain dents are generally thought to have little effect on the integrity of natural gas pipelines based on the results of single-cycle burst tests. Second, many operators are discovering large numbers of dents on the bottom quadrants of their pipe associated with rocks and backfill loads. Guidance is needed for discerning dents for which excavation and inspection is economically wasteful and counterproductive to pipeline safety from those dents for which further action would be beneficial. Third, fatigue life may be a more rational basis for rating the severity of a dent than present criteria which rely solely on dent depth with a maximum depth of 6 percent of the pipe diameter as a generally accepted limit. In some cases deeper dents might be permitted to remain in service, while in other cases, shallower dents should be repaired. The goal of this project was to develop guidelines for pipeline operators to assess the severity of dents on the basis of their fatigue life in-service. The assessment uses pipeline operating pressures and simple geometric measurements of the dent.

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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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Salgado, Rodrigo, Sang Inn Woo, Faraz Tehrani, Yanbei Zhang, and Monica Prezzi. Implementation of Limit States and Load Resistance Design of Slopes. Purdue University, 2013. http://dx.doi.org/10.5703/1288284315225.

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Steimke, J. L., and M. S. McKinley. Heat load limits for TRU drums on pads. Office of Scientific and Technical Information (OSTI), 1993. http://dx.doi.org/10.2172/10187145.

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Kim, Dongwook, and Rodrigo Salgado. Limit States and Load and Resistance Design of slopes and Retaining Structures. Purdue University, 2008. http://dx.doi.org/10.5703/1288284314326.

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Salgado, Rodrigo, Monica Prezzi, and Mir Zaheer. Implementation of Limit States and Load and Resistance Design of MSE Walls (SPR-3374). Purdue University, 2012. http://dx.doi.org/10.5703/1288284314672.

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