LOW RISE BUILDING SYSTEMS MANUAL

This edition of the MBMA Low Rise Building Systems Manual incorporates the results of research undertaken by MBMA, its member companies and other industry groups. In many respects, it reflects refinement and advances in the knowledge of load application methods and design.
Use of this Manual is totally voluntary. Each building manufacturer or designer retains the prerogative to choose it’s own design and commercial practices and the responsibility to design its building systems to comply with applicable specifications and safety considerations.
Although every effort has been made to present accurate and sound engineering and design information, MBMA assumes no responsibility whatsoever for the application of this information to the design or construction of any specific building.

HB 48—1999 STEEL STRUCTURES DESIGN HANDBOOK

The Handbook contains three parts and each member of the consortium of engineers who wrote it participated as author of the design rules, or author of the worked examples, or as editorial adviser representative of future users. Therefore, the consortium includes research engineers from CSIRO and the universities, and designers from large and small practices, and from the construction and fabrication industries. It is believed that the outcome is a book which is technically sound, and well-suited to use by a designer who wishes to make decisions with minimal design aids and only a handheld calculator. The users of this Handbook are assumed to be qualified to undertake structural design.
Part I of the book provides advice and rules in a structure similar to that of the first eleven sections of AS 4100. The chapter and paragraph numbers, titles, and notation, are kept as close to those of AS 4100 as possible so that designers can move readily from one document to the other in order to use the tier of their choice.
Chapter 1 sets out the scope and the limitations for the use of this Handbook and
Chapter 2 lists the relevant standards with which the materials should comply.
Chapter 3 describes the difference between Working Stress and Limit States Design and describes the classes of Limit States which should be anticipated. It also sets serviceability limits. Chapter 4 defines the methods of analysis for the purposes of obtaining design effects and displacements, the forms of construction, the assumptions for analysis and the limitations to the use of plastic analysis in this Handbook.
Chapters 5 to 8 provide rules and procedures for calculating the strength of members subjected to flexural, compressive, tensile and combined actions. Chapter 9 recognizes the fact that a large part of Australian structural practice uses a very limited and discrete range of fasteners. It therefore also contains simple tables of bolt and weld capacities, and of the relevant geometric data on hole sizes and edge distances.
Chapter 10 identifies circumstances under which brittle fracture is not likely to be a problem. Chapter 11 presents a simplified approach to design against fatigue. Advice is given only on situations where the stress range is constant and material is thin. The form of expression of the S-N curves is simplified by changing the definition of the detail category to reduce the number of ‘variables’ in the equations. The structure of
Chapter 11 is such that the designer will often be able quickly to exempt the detail from fatigue analysis with little or no computation. A more fundamental change in philosophy is that the Handbook enables the designer to calculate the life of the detail when it is fatigue-prone.
Part II is a set of design aids in the form of tables and charts derived from the dimensions of standard sections and from the rules in the Chapters of this Handbook. They speed up the design process and reduce the opportunity for computational error.
Part III consists of worked examples of the application of the rules in Part I. The examples are chosen to demonstrate realistic situations and have been worked out by designers in active commercial practice.

Seminar on Steel Structures: DESIGN OF COLD-FORMED STEEL STRUCTURES

Energy efficient pumping systems - a design guide

ANALYSIS AND DESIGN OF HAMMER HEAD BRIDGE PIER USING STRUT AND TIE METHOD

AS/NZS 2033:2008+A1 Instalation of Polyethylene Pipe System

Strut-and-tie modelling of reinforced concrete pile caps

OFFSHORE STANDARD DNV-OS-C502 OFFSHORE CONCRETE STRUCTURES

301 The standard is applicable to Design, Construction, Inspection and Maintenance of Offshore Concrete Structures, using concrete as the structural material in the support structure as defiied in 302 below.
302 The standard can be used in the structural design of the following types of support structures:
~ GBS (Gravity Based Structures) offshore concrete structures for oil/gas production
~ GBS structures for oil/gas production with oil storage facility
~ Floating concrete structures for production of oil/gas. The structure may be of any type floating structure, i.e. Tension leg platform (TLP), Column stabilised units and Barge type units
~ Concrete harbours
~ Artificial concrete export/import harbours, either floating or fixed and with storage facilities, allowing transport of articles and goods with small boats to the artificial harbour
for reloading on large sea going vessels. Cargo may be different types or ore or oil/gas
~ Deep water caisson type concrete foundation of bridges
~ Floating foundations for bridges, parking houses or storage buildings.
303 Appendices A to F are appended to the standard. These appendices contain guidelines for the design of Offshore Concrete Structures.
304 Floating Offshore Concrete structures shall be designed with freeboard and intact stability in accordance with DNVOS-
C301. For temporary phases the stability shall be in accordance with DNV Rules for Planning and Execution of Marine Operations.
305 The development and design of new concepts for Offshore Concrete Structures requires a systematic hazard identification process in order to mitigate the risk to an acceptable risk level. Hazard identification is therefore a central tool in this standard in order to identiSl hazards and mitigate these to an acceptable risk level.

OFFSHORE STANDARD DNV-OS-C503 CONCRETE LNG TERMINAL STRUCTURES AND CONTAINMENT SYSTEMS

301 The standard is applicable to LNG Export and Import Terminal Structures using concrete as the structural material in the support structure as defined in 302 and 303 below.
302 LNG Export Terminal Structures LNG export terminals are, by nature, located near the coast and are designed to liquesl the natural gas which will then be loaded onto LNG carriers. An LNG export terminal generally includes: an incoming natural gas metering and receiving station, including in the case of a two phase incoming pipeline, a slug catcher condensate stabilisation and storage gas treatment units in which any acid gases, water, heavier hydrocarbons and, if appropriate, mercury which might be present in the incoming gas are extracted liquefaction units which produce LNG and within which, ethane, propane, commercial butane, heavier hydrocarbons and nitrogen can be extracted. A proportion of the extracted hydrocarbons can be used as refrigerant make up. A liquefaction unit uses very specific equipment such as cryogenic spool-wound or brazed plate-fin exchangers and high-powered turbo compression units. Two refrigerant cycles in cascade are usually employed LNG storage tanks and the relevant loading plants for filling LNG carriers generation andor purchase and distribution of the utilities necessary for the plant to operate (electricity, steam, cooling water, compressed air, nitrogen, fuel gas etc.) general off-site installations, (gas and liquid flare systems, effluent treatment, fiie fighting systems etc.). Most of the gas treating steps can be commonly found in gas treatment plant for the production of sales gas. e.g. acid gas removal, dehydration, hydrocarbon dew point and liquid natural gas (LNG) recovery.
303 LNG Import Terminals
LNG import terminals are designed to receive LNG from LNG carriers, to unload, store and convert it into the gaseous phase for sending it out to the gas network or gas consumers. Thus an LNG receiving terminal provides several essential functions which are:
~ unloading
~ storage
~ LNG recovery and pressurising
~ vaporising
~ gas quality adjustment.
304 Appendices A-D are appended to the standard. These appendices contain guidelines for the design of Terminals in accordance with approach for Land LNG Terminal Structures in accordance with the approach used for the design of Land LNG Terminal Structures modified with the environmental condition of an offshore terminal.
305 The standard is combining the design and construction experience from the fixedfloating offshore structures DNVOS- C502, DNV Rules for Classification of Ships Pt.5 Ch.5, IMO - IGC Code “the International Code for the Construction and Equipment of Ships Carrying Liquefied Gases in Bulk” and the experience from design and construction of land based storage tank for LNG as presented in EN-1473 andNFPA 59A.
306 For the detailed design of primary steel containment tanks reference is made to Rules for Classification of Ships Part 5 Chapter 5, IGC- IMO Code, EN-1473 and NFPA 59A. See Appendices C “General Design Principles LNG Containment Structures” and D “Detailed Structural Design of Containment System” for Guidelines for the design of the primary steel containment tanks in accordance with conventional tanks at land. The environmental impact on offshore terminals are included in these guidelines.
307 On ships, the IGC-IMO type B independent tanks are widely used. These tanks are designed, constructed and inspected in accordance with the requirements in the IGC - IMO Code. The DNV Rules for Classification of Ships Part 5 Section 5 gives detailed requirements for the design of Independent tanks Type B. Site specific data shall be considered in the design of Terminal Structures and Containment Systems.
308 The development and design of new concepts for LNG terminals requires a systematic hazard identification process in order to mitigate the risk to an acceptable risk level. Hazard
identification is therefore a central tool in this standard in order to identiSl hazards and mitigate these to an acceptable risk level.