Evolution of design standards and recorded failures of guyed towers in Canada

1989 ◽  
Vol 16 (5) ◽  
pp. 725-732 ◽  
Author(s):  
Mohammed H. Magued ◽  
Michel Bruneau ◽  
Robert B. Dryburgh
Keyword(s):  
Failure Rate ◽  
Limit State ◽  
Companion Paper ◽  
International Standards ◽  
Rational Approach ◽  
Design Standards ◽  
Existing Structures ◽  
Working Stress ◽  
Recent Edition ◽  
Guyed Towers

The information contained herein constitutes the foundations for a companion paper in which a set of guidelines for the upgrading of existing guyed towers is developed, following a rational approach. Large increases in strength requirements for guyed towers have been introduced by successive revisions of the CAN-CSA-S37 Standard "Antennas, Towers and Antenna-Supporting Structures" (S37). Up to now, there has been a perception among tower owners that tower failures were few and, in consequence, that the added strength requirements are not needed, and further, that existing towers should not be forced to comply with the latest edition of the S37 standard. This paper demonstrates that the failure rate for guyed towers designed to earlier versions of S37 is generally unacceptably high. General comments on standard developments and various design philosophies are presented. The evolution of the Canadian standard for the design of guyed towers is also examined, as deficiencies in earlier versions of S37 are partly accountable for the high observed failure rate. Other international standards for the design and analysis of guyed towers are also reviewed for their approach towards the upgrading of existing towers. Since guyed telecommunication towers are often reviewed for addition of new antennas, upgrading to the strength levels of the most recent edition of the standard — as required in many cases — can be very expensive. Yet, in many cases, much of this expense is unjustified for a variety of reasons. This paper proposes the need for the development of upgrading guidelines and further development work on S37. Key words: guyed towers, failure, failure rate, working stress design, limit state design, environmental loading, existing structures, strength upgrading.

Recommended guidelines for upgrading existing towers

1989 ◽  
Vol 16 (5) ◽  
pp. 733-742 ◽  
Author(s):  
Michel Bruneau ◽  
Mohammed H. Magued ◽  
Robert B. Dryburgh
Keyword(s):  
Failure Rate ◽  
High Strength ◽  
Companion Paper ◽  
Economic Consequences ◽  
Rational Approach ◽  
Load Factors ◽  
Lower Load ◽  
History Of ◽  
Guyed Towers ◽  
Recommended Guidelines

A companion paper reviewed the history of the development of the Canadian standard for towers, and demonstrated that the failure rate for guyed telecommunications towers designed to earlier editions of the CAN-CS A-S37 Standard "Antennas, Towers and Antenna-Supporting Structures" (S37) is generally unacceptably high. These towers are often reviewed for addition of new antennas, and upgrading to the strength levels of the most recent edition of the standard — as required in many cases — can be very expensive, due to the sizeable increases in strength requirements for guyed towers which have been introduced by successive revisions of S37. Clearly, there is a need to match strength requirements to the significance of the structure and the economic consequences of its failure. Uniformly high strength requirements will occasionally result in reinforcement costs that exceed the costs of the risk of failure. In answer to this, a rational approach has been used to develop a set of guidelines for the upgrading of existing towers. This methodology relies on the classification of towers in various reliability classes, having increased probabilities of failure attached, and correspondingly lower load factors for use in the analysis. Results from this research are presented herein, together with the recommended proposed guidelines. Key words: guyed towers, reliability classes, probability of failure, safety index, upgrading cost, failure rate, environmental loads, guidelines.

Service Life of Concrete Structures

2020 ◽  
Vol 309 ◽  
pp. 267-271
Author(s):  
Milan Holicky ◽  
Jiří Kolísko
Keyword(s):  
Service Life ◽  
Concrete Structure ◽  
Limit State ◽  
Concrete Structures ◽  
Technical Specification ◽  
Working Life ◽  
Degradation Process ◽  
International Standards ◽  
Limit States ◽  
Existing Structures

The concept of service life of structures is included in international standards ISO (under the term Design Working Life), in the European document EN 1990 (Design Service Life) and in the upcoming document CEN for assessment of existing structures - Technical Specification TS (Remaining Working Life). The mentioned documents contain mainly material-independent provisions for the design and assessment of all types of structures and for any category of actions. The submitted paper includes the definition of service life (performance time) tser, which is extended for any concrete structure, considering the resistance of a structure R(t) and the effect of action S(t). Both the aggregate variables R(t) and S(t) are usually random variables significantly dependent on time t. Due to the random variability of the variables R(t) and S(t), the service life tser, needs to be related to the probability that the performance of the structure is weakened or completely eliminated. Basically, serviceability limit states (SLS) and ultimate limit states (ULS) should be considered. In the case of concrete structures another limit state corresponding to the beginning of a specific degradation process (corrosion of reinforcement), denoted tinit, may be important. In specific cases of buildings and bridges a functional (moral) service life may be taken into account. The paper includes also a practical example of assessing the remaining working life of a concrete structure.

Reliability Based Design Criteria for Installation of Pipelines in the Bay of Campeche, Mexico: Part 2

2002 ◽  
Author(s):  
Robert Bea ◽  
Tao Xu ◽  
Ernesto Heredia-Zavoni ◽  
Leonel Lara ◽  
Rommel Burbano
Keyword(s):  
Limit State ◽  
Companion Paper ◽  
Design Criteria ◽  
Ultimate Limit State ◽  
Large Database ◽  
Reliability Based Design ◽  
Working Stress ◽  
Factor Design ◽  
Load And Resistance Factor ◽  
Ultimate Limit

Studies have been performed to propose reliability based design criteria for the installation of pipelines in the Bay of Campeche, Mexico. This paper summarizes formulations that were used to characterize the important Ultimate Limit State capacities of the pipelines during the installation period (collapse, bending, tension, combined, and propagating buckling). A large database of laboratory and numerical analysis ‘tests’ (more than 2,000 results) to determine pipeline capacities was assembled to help evaluate the Biases (ratio of measured/predicted capacities) in the analytical methods used to determine pipeline capacities. Given the formulations, target reliabilities, and installation demand characterizations summarized in a companion paper (Part 1), installation design criteria were developed for both Working Stress Design and Load and Resistance Factor Design formats.

Combined flexure and torsion of I-shaped steel beams

1989 ◽  
Vol 16 (2) ◽  
pp. 124-139 ◽  
Author(s):  
Robert G. Driver ◽  
D. J. Laurie Kennedy
Keyword(s):  
Limit State ◽  
Bending Moment ◽  
Phase Behaviour ◽  
Inelastic Interaction ◽  
Steel Beams ◽  
Ultimate Limit State ◽  
Second Phase ◽  
Design Standards ◽  
Limit States ◽  
Interaction Diagram

Design standards provide little information for the design of I-shaped steel beams not loaded through the shear centre and therefore subjected to combined flexure and torsion. In particular, methods for determining the ultimate capacity, as is required in limit states design standards, are not presented. The literature on elastic analysis is extensive, but only limited experimental and analytical work has been conducted in the inelastic region. No comprehensive design procedures, applicable to limit states design standards, have been developed.From four tests conducted on cantilever beams, with varying moment–torque ratios, it is established that the torsional behaviour has two distinct phases, with the second dominated by second-order geometric effects. This second phase is nonutilizable because the added torsional restraint developed is path dependent and, if deflections had been restricted, would not have been significant. Based on the first-phase behaviour, a normal and shearing stress distribution on the cross section is proposed. From this, a moment–torque ultimate strength interaction diagram is developed, applicable to a number of different end and loading conditions. This ultimate limit state interaction diagram and serviceability limit states, based on first yield and on distortion limitations, provide a comprehensive design approach for these members. Key words: beams, bending moment, flexure, inelastic, interaction diagram, I-shaped, limit states, serviceability, steel, torsion, torque, ultimate.

Anchor rod forces and maximum bending moments in sheet pile walls using the factored strength approach

1996 ◽  
Vol 33 (5) ◽  
pp. 815-821 ◽  
Author(s):  
A B Schriver ◽  
A J Valsangkar
Keyword(s):  
Water Pressure ◽  
Limit State ◽  
Bending Moment ◽  
Ultimate Limit State ◽  
Sheet Pile ◽  
Limit States ◽  
Working Stress ◽  
Geotechnical Design ◽  
Ultimate Limit State Design ◽  
Sheet Pile Wall

Recently, the limit states approach using factored strength has been recommended in geotechnical design. Some recent research has indicated that the application of limit states design using recommended load and strength factors leads to conservative designs compared with the conventional methods. In this study the influence of sheet pile wall geometry, type of water pressure distribution, and different methods of analysis on the maximum bending moment and achor rod force are presented. Recommendations are made to make the factored strength design compatible with conventional design. Key words: factored strength, working stress design, ultimate limit state design, anchored sheet pile wall, bending moment, anchor rod force.

scholarly journals Industry Best Practice Risk based design for LPG Facility: Gap in Bangladesh practice

2017 ◽  
Vol 30 (1) ◽  
pp. 8-11
Author(s):  
Kamrul Islam ◽  
Sharmin Sultana
Keyword(s):  
Best Practice ◽  
Chemical Engineering ◽  
International Standards ◽  
Mitigation Measures ◽  
Risk Level ◽  
Ambient Conditions ◽  
Design Standards ◽  
Safety Issues ◽  
Safety Distance ◽  
Safety Regulations

Bangladesh safety regulations and practice is at nascent stage. Safety distance regulation for LPG installation does not match with prescriptive standard API 2510 or other international standards. No detail technical basis is available publicly for such decision making by authority. The present study focuses on risk based design best practice in industries and gap in Bangladesh safety regulations. World LPG industry faces major accidents with fatalities and huge damages. Setting up bigger safety distance with conventional firefighting equipment is not the only mitigation measures to solve complex safety issues of LPG facilities. These two parameters do not ensure whether facility risk is tolerable and ALARP. Apart from this, safety distance and protection system design varies with facility layout, wind flows, systems reliability and site ambient conditions. For accident cases, hazards consequence modeling is carried out to calculate safety distances. Industry best practice is to apply risk based design that quantify complex risk level of a facility, propose mitigation measures and thereby risk acceptance criteria in the early phase of the project for authority approval. Many countries follow such detail regulation. Regulations of API, ISO, HSE UK and NORSOK, petroleum authority Norway have been utilized as basic standards in this paper. Gap in Bangladesh safety regulations are identified. This need to be further assessed based on industry best practice risk based design standards and practices. Without appropriate regulation, Bangladesh LPG industry and society remains in enormous intolerable personnel, environmental and economic risk.Journal of Chemical Engineering, Vol. 30, No. 1, 2017: 8-11

Large-Scale Resonant Fatigue Testing of Welded Tubular X-Joints for Offshore Jacket Foundations

2019 ◽  
Author(s):  
Jeroen Van Wittenberghe ◽  
Philippe Thibaux ◽  
Maarten Van Poucke
Keyword(s):  
Large Scale ◽  
Fatigue Testing ◽  
Water Pressure ◽  
Limit State ◽  
Fatigue Tests ◽  
Offshore Wind ◽  
Design Standards ◽  
Initiation Phase ◽  
Out Of Plane ◽  
Jacket Structures

Abstract Offshore wind turbines are being installed in deeper water and with more powerful generators resulting in more severe loading conditions on its foundations such as jacket structures. Because the main loading is due to wind and currents, the dominant design limit state is fatigue. The fatigue performance of the tubular joints used in jacket structures has been assessed several decades ago based on test results with limited component dimensions (diameter and wall thickness). In addition, improvements of welding methods and evolution of steel grades are not considered in the current design standards. To provide experimental fatigue-life data on large-scale structures a test program has been carried out on 4 welded tubular X-joints. Each X-joint consists of two horizontal braces with a diameter of 711 mm welded to a central vertical tubular member with 806 mm diameter. The X-joint has a total length of 7.5 m and has two identical welds that are fatigue tested. The fatigue tests are carried out on an innovative resonant bending fatigue test rig that allows to load the specimen in in- and out-of-plane direction at a different amplitude to obtain an even stress distribution over the circumference of the welds. The tests are carried out at a speed close to the resonance frequency of the X-joint. During the test, hotspot strains are measured using strain gauges and a limited amount of water pressure is used to detect through-thickness cracks. The tests are carried out in two phases. During the crack initiation phase, the sample is loaded in both the in- and out-of-plane mode. Once cracks are detected, the test is continued in the crack propagation phase with loading in the plane where cracks had been initiated until through-thickness cracking appeared. During this phase the beach marking technique has been used to mark the shape of the fracture surface at different moments during the fatigue tests. The testing program is part of the RFCS project JABACO that aims to reduce offshore wind cost by incrementing prefabrication of the jacket substructure.

scholarly journals Serviceability limit state reliability-based design of augered cast-in-place piles in granular soils

2017 ◽  
Vol 54 (12) ◽  
pp. 1704-1715 ◽  
Author(s):  
Seth C. Reddy ◽  
Armin W. Stuedlein
Keyword(s):  
Lower Bound ◽  
Limit State ◽  
Companion Paper ◽  
Resistance Factor ◽  
Granular Soils ◽  
Serviceability Limit State ◽  
Reliability Based Design ◽  
Wide Range ◽  
Load Displacement ◽  
Load And Resistance Factor

This study proposes a reliability-based design procedure to evaluate the allowable load for augered cast-in-place (ACIP) piles installed in predominately granular soils based on a prescribed level of reliability at the serviceability limit state. The ultimate limit state (ULS) ACIP pile–specific design model proposed in the companion paper is incorporated into a bivariate hyperbolic load–displacement model capable of describing the variability in the load–displacement relationship for a wide range of pile displacements. Following the approach outlined in the companion paper, distributions with truncated lower-bound capacities are incorporated into the reliability analyses. A lumped load-and-resistance factor is calibrated using a suitable performance function and Monte Carlo simulations. The average and conservative 95% lower-bound prediction intervals for the calibrated load-and-resistance factor resulting from the simulations are provided. Although unaccounted for in past studies, the slenderness ratio is shown to have significant influence on foundation reliability. Because of the low uncertainty in the proposed ULS pile capacity prediction model, the use of a truncated distribution has moderate influence on foundation reliability.

scholarly journals Towards a New Analytical Creep Model for Cement-Based Concrete Using Design Standards Approach

Buildings ◽  
2021 ◽  
Vol 11 (4) ◽  
pp. 155
Author(s):  
Pablo Peña Torres ◽  
Elhem Ghorbel ◽  
George Wardeh
Keyword(s):  
International Standards ◽  
Analytical Models ◽  
Recycled Aggregates ◽  
Creep Model ◽  
Design Standards ◽  
Replacement Ratio ◽  
Creep Coefficient ◽  
Eurocode 2 ◽  
Natural Aggregates ◽  
Predicted Values

Creep properties are determined in design standards by measuring the creep coefficient, noted φ, as a function of time, t, and the age of the concrete at loading, t0. The work aims to study the validity of the analytical models proposed in the most used international standards and to check the possibility of their extension to estimate the creep of recycled aggregates concrete (RAC). A database was built from experimental results available in bibliographic references including 121 creep curves divided into 73 curves for natural aggregates concrete (NAC) and 48 curves for RAC. The comparison between the experimental and predicted values showed a significant dispersion for NAC and RAC. For the remediation of this dispersion, a new analytical model was developed for NAC. The parameters being the conventional creep coefficient, φ0, the power of the ageing function, named α, and βh, which accounts for the relative humidity and the compressive strength in the ageing function, were identified by inverse analysis. It was found that the power of the ageing function is 0.44 and not 0.3, as fixed by Eurocode 2 (EC2). Moreover, new expressions were proposed for φ0 and βh. The presence of recycled aggregates was considered through the equivalent replacement ratio.

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