This British Standard specifies the technical delivery requirements for weldable weather resistant steels for general structural and engineering purposes in the form of hot finished hollow sections of circular, square or rectangular form. It also applies to hollow sections formed hot with or without subsequent heat treatment or formed cold with subsequent heat treatment to obtain equivalent metallurgical conditions to those obtained in the hot formed product. However, in the case of hollow sections formed from plate and with the seams metal arc welded, this standard covers only the requirements for the plate material. The products are equally suitable for bolted and riveted structures. The products specified in this British Standard are intended for use in construction. Requirements for tolerances, dimensions and sectional properties are specified in BS EN 10210-2.
NOTE Two material grades are specified in this standard and the user should select the grade appropriate to the intended use and service conditions. The grades and mechanical properties are compatible with those in BS EN 10155.
This British Standard does not apply to products covered by BS EN 10025, BS EN 10113 (all parts), BS EN 10155, BS EN 10210-1, BS EN 10219-1, BS EN 10219-2 and BS EN 10225.
In addition to the definitive requirements, this standard also requires the items detailed in Clause 4 to be documented. For compliance with this standard, both the definitive requirements and the documented items have to be satisfied.
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This British Standard provides recommendations for methods for the fatigue design and assessment of parts of steel structures which are subject to repeated fluctuations of stress. It is concerned with wrought structural steel with specified minimum yield strength of up to 700 N/mm2 operating in the sub-creep regime.
This standard is applicable to the following:
a) parent material remote from joints;
b) welded joints (in air or sea water) in such material;
c) bolted or rivetted joints in such material;
d) shear connectors between concrete slabs and steel girders acting compositely in flexure.
Guidance on general fatigue design philosophy is given in Annex A, which also contains a brief description of the method of using this standard.
This standard takes no account of the possible onset of unstable fracture from a fatigue crack.
This standard does not apply to the following:
orthotropic decks;
wire ropes;
bonded connections;
steel reinforcement in concrete;
out of plane joints between hot rolled rectangular or square hollow sections;
pressure vessels;
castings;
peening.
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BEHAVIOR OF FIBER-REINFORCED POLYMER (FRP) COMPOSITE PILES UNDER VERTICAL LOADS
Author: Ilan Juran and Uri Komornik | Size: 1.97 MB | Format:PDF | Publisher: HWFA | Year: 2006 | pages: 100
Composite piles have been used primarily for fender piles, waterfront barriers, and bearing piles for light structures. In 1998, the Empire State Development Corporation (ESDC) undertook a waterfront rehabilitation project known as Hudson River Park. The project is expected to involve replacing up to 100,000 bearing piles for lightweight structures. The corrosion of steel, deterioration of concrete, and vulnerability of timber piles has led ESDC to consider composite materials, such as fiber-reinforced polymers (FRP), as a replacement for piling made of timber, concrete, or steel. Concurrently, the Federal Highway Administration (FHWA) initiated a research project on the use of FRP composite piles as vertical load-bearing piles. A full-scale experiment, including dynamic and static load tests (SLT) on FRP piles was conducted at a site provided by the Port Authority of New York and New Jersey (PANY&NJ) at its Port of Elizabeth facility in New Jersey, with the cooperation and support of its engineering department and the New York State Department of Transportation (NYSDOT). The engineering use of FRP-bearing piles required field performance assessment and development and evaluation of reliable testing procedures and design methods to assess short-term composite material properties, load-settlement response and axial-bearing capacity, drivability and constructability of composite piling, soil-pile interaction and load transfer along the installed piling, and creep behavior of FRP composite piles under vertical loads.
This project includes:
• Development and experimental evaluation of an engineering analysis approach to establish the equivalent mechanical properties of the composite material. The properties include elastic modulus for the initial loading quasilinear phase, axial compression strength, inertia moment, and critical buckling load. The composite material used in this study consisted of recycled plastic reinforced by fiberglass rebar (SEAPILETM composite marine piles), recycled plastic reinforced by steel bars, and recycled plastic reinforced with randomly distributed fiberglass (Trimax), manufactured respectively by Seaward International Inc., Plastic Piling, Inc., and U.S. Plastic Lumber.
• Static load tests on instrumented FRP piles. The instrumentation schemes were specifically designed for strain measurements. The experimental results were compared with current design codes as well as with the methods commonly used for evaluating the ultimate capacity, end bearing capacity, and shaft frictional resistance along the piles. As a result, preliminary recommendations for the design of FRP piles are proposed.
• Analysis of Pile Driving Analyzer® (PDA) and Pile Integrity Tester (PIT) test results using the Case Pile Wave Analysis Program (CAPWAP)(1) and the GRL Wave Equation Analysis of Piles program GRLWEAP(2) to establish the dynamic properties of the FRP piles. The PDA also was used to evaluate the feasibility of installing FRP piles using standard pile driving equipment. Pile bearing capacities were assessed using the CAPWAP program with the dynamic data measured by the PDA, and the calculated pile capacities were compared to the results of static load tests performed on the four FRP piles. The dynamic and static loading test on instrumented FRP piles conducted in this project demonstrated that these piles can be used as an alternative engineering solution for deep foundations. The engineering analysis of the laboratory and field test results provided initial data basis for evaluating testing methods to establish the dynamic properties of FRP piles and evaluating their integrity and drivability. Design criteria for allowable compression and tension stresses in the FRP piles were developed considering the equation of the axial force equilibrium for the composite material and assuming no delamination between its basic components. However, the widespread engineering use of FRP piles will require further site testing and full-scale experiment to establish a relevant performance database for the development and evaluation of reliable testing procedure and design methods.
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European Recommendations for Steel Structures in Seismic Zones
European Recommendations for Steel Structures in Seismic Zones
code 054
Resume
Divided into three parts: general principles and seismic action, rules for structural analysis and rules for structural design correlated to the Eurocode 3.
Index
Part I – General Principles and Seismic Actions
1. General
1.1 Object
1.2 Scope
1.3 Reference Codes
2. Principles for Designing Steel Structures
2.1 Requirements
2.2 Criteria
3. Requirements Concerning the Ground
4. Seismic Actions
4.1 Seismic Zones
4.2 Definition of the Seismic Actions
4.3 Design Spectrum
5. Combination of Seismic Actions
5.1 Seismic Actions which must be taken into Account
5.2 Combination Rules for the Actions
5.3 Values of Factors in the Design Load Combination
Part II – Rules for Structural Analysis
1. Structural Analysis
1.1 Effect of Non Structural Elements on Structure Behaviour
1.2 Structural Regularity
1.3 Individual Members Supported by the Main Structures
2. Calculation Methods
2.1 Direct Dynamic Analysis
2.2 Response Spectrum Modal Analysis
2.3 Static Equivalent Analysis
3. Safety Verification
3.1 No-Collapse Requirement
3.2 Limitation of Damage
3.3 Limitation of Unforeseen Behaviour
Part III – Rules for Structural Design
1. Design Criteria
1.1 Non Dissipative Seismic- Resistant Structures
1.2 Dissipative Seismic-Resistant Structures
2. Materials
3. Structural Typologies
3.1 General
3.2 Non-Dissipative Seismic-Resistant Structures
3.3 Dissipative Seismic-Resistant Structures
4. Behaviour Factor
5. Assessment of Local Ductility
6. Connections
7. Diaphragms and Horizontal Bracings
8. Safety Checks
8.1 Frame Structures
8.2 Concentric Truss Bracings
8.3 Eccentric Truss Bracings
8.4 Cantilever Structures
8.5 Structures with Reinforced Concrete Walls
8.6 Braced Frame Structures
8.7 Mixed Steel and Reinforced Concrete Structures
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Fire Technology
Andrea Frangi, Vanessa Schleifer and Erich Hugi
A New Fire Resistant Light Mineral Wool
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This reproduction was printed from a digital file created at the Library of Congress as part of an extensive scanning effort started with a generous donation from the Alfred P. Sloan Foundation. The Library is pleased to offer much of its public domain holdings free of charge online and at a modest price in this printed format. Seeing these older volumes from our collections rediscovered by new generations of readers renews our own passion for books and scholarship.
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1.1 This European Standard specifies the technical delivery requirements for - semi-finished products, e.g. blooms, billets, slabs; - bars; - rod; - wide flats; - hot- or cold-rolled stirp and sheet/plate; - forgings
manufactured from the nitriding steels listed in table 3 and supplied in one of the heat-treatment conditions given for the different types of products in table 1, line 2 to 4 and in one of the surface conditions given in table 2.
The steels are, in general, intended for the fabrication of quenched and tempered and generally machined subsequently nitrided parts.
NOTE 1 Some grades from EN 10083-1 are also used for nitriding treatment.
NOTE 2 Related European Standards are given in annex E.
NOTE 3 Hammer-forged semi-finished products (blooms, billets, slabs etc.) and hammer-forged bars are in the following covered under semi-finished products or bars and not under the term "forgings".
1.2 In special cases, variations in these technical delivery requirements or additions to them may from the subject of an agreement at the time of enquiry and order (see annex B).
1.3 In addition to the specifications of this European Standard, the general technical delivery requirements of EN 10021 are applicable.
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1. EN 12899-1:2007 Fixed, vertical road traffic signs - Part 1: Fixed signs
This Part 1 of EN 12899 specifies requirements for complete sign assemblies (including supports), signs (sign plates with sign faces), sign plates (without sign faces) and for other major components (retroreflective sheeting, supports and luminaires).
The main intended use of fixed signs is for the instruction and guidance of road users on public and private land.
Matters not covered by this standard:
a) sign gantry and cantilever structures;
b) signs with discontinuous messages, e.g. using light emitting diodes (LED), or fibre optics;
c) variable message signs;
d) signs used for temporary purposes;
e) foundations;
f) tests for extremely low temperatures.
2. EN 12899-2:2007 Fixed, vertical road traffic signs - Part 2: Transilluminated traffic bollards (TTB)
This Part 2 of EN 12899 specifies requirements for new transilluminated traffic bollards (TTBs) including their fixing, which may incorporate traffic signs (type 1 TTB) or may support traffic signs (type 2 TTB) to be used in traffic circulation areas.
It covers performance requirements and test methods.
Colorimetric and retroreflective properties as well as luminance of transilluminated illuminated portions are specified taking into account CIE recommendations.
Structural requirements for TTBs include performance under static and dynamic loading.
Provision is made for safety in use, including vehicle impact.
Devices of similar function, but without transillumination or less than 600 mm in height, are not covered.
NOTE Foundations are not specified in this standard but should be adequate to support the loads to be carried.
Unless otherwise stated, clauses in this standard apply to both type 1 and type 2 TTBs.
3. EN 12899-3:2007 Fixed, vertical road traffic signs - Part 3: Delineator posts and retroreflectors
This Part 3 of EN 12899 specifies requirements for new delineator posts and for new retroreflectors as separate products or combined together to be used in traffic circulation areas.
It covers performance requirements and test methods.
Colorimetric and retroreflective properties are specified taking into account CIE recommendations.
Structural requirements include performance under static and dynamic loading.
Provision is made for safety in use, including vehicle impact.
To define durability this standard also includes performance levels to be maintained after natural weathering exposure.
No requirements are given for the use of colours, dimensions and tolerances of delineator posts and retroreflectors.
4. EN 12899-4:2007 Fixed, vertical road traffic signs - Part 4: Factory production control
5. EN 12899-5:2007 Fixed, vertical road traffic signs - Part 5: Initial type testing
This Part 5 of EN 12899 describes the requirements for initial type testing (ITT), of Parts 1, 2 and 3 of EN 12899.
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1. EN 40-1:1991 Lighting columns - Part 1: Definitions and terms
The present European Standard gives definitions and terms in the field of ''lighting columns'' (i.e. support intended to hold one or more lanterns consisting of one or more parts: a post, possibly an extension piece and if necessary a bracket. Columns for catenary lighting are not included).
2. EN 40-2:2004 Lighting columns - Part 2: General requirements and dimensions
This document specifies the requirements and dimensions for lighting columns, brackets, base compartments, cableways and earthing terminals. It applies to post top columns not exceeding 20 m height for post top lanterns and columns with brackets not exceeding 18 m height for side entry lanterns.
This Part does not attempt to restrict the actual appearance or shape of the column or bracket. The majority of lighting columns are normally of a stepped tubular, round, octagonal or polygonal cross-section. Lighting columns may be manufactured from materials other than those listed in the foreword (e.g. wood, plastic, cast iron) or in other forms (e.g. lattice and telescopic).
This document specifies performance related to the essential requirements of resistance to horizontal (wind) loads and performance under vehicle impact (passive safety) in support of the Essential Requirement No 4 Safety in use measured according to the corresponding test methods included in this document or available in separate documents.
3.EN 40-3-1:2000 Lighting columns - Part 3-1: Design and verification - Specification for characteristic loads
This European Standard specifies design loads for lighting columns. It applies to post top columns not exceeding 20 m height for post top lanterns and to columns with brackets not exceeding 18 m height for side entry lanterns. Special structural designs to permit the attachement of signs, overhead wires, etc. are not covered by this standard. The requirements for lighting columns made from materials other than concrete, steel or aluminium (for example wood, plastic and cast iron) are not specifically covered in this standard.
4. EN 40-3-2:2000 Lighting columns - Part 3-2: Design and verification - Verification by testing
This European Standard specifies the requirements for the verification of the design of steel, aluminium and concrete lighting columns by testing. It gives type tests and so does not cover testing for quality control purposes. It applies to post top lighting columns not exceeding 20 m height for post top lanterns and to lighting columns with brackets not exceeding 18 m height for side entry lanterns. The requirements for lighting columns made from materials other than concrete, steel or aluminium (for example wood, plastic and cast iron) are not specifically covered in this standard.
5. EN 40-3-3:2003 Lighting columns - Part 3-3: Design and verification - Verification by calculation
This European Standard specifies the requirements for the verification of the design of lighting columns by calculation. It applies to post top columns not exceeding 20 m height for post top lanterns and to lighting columns with brackets not exceeding 18 m height for side entry lanterns.
The calculations used in this standard are based on limit state principles, where the effects of factored loads are compared with the relevant resistance of the structure. Two limit states are considered:
a) the ultimate limit state, which corresponds to the load-carrying capacity of the lighting column;
b) the serviceability limit state, which relates to the deflection of the lighting column in service.
NOTE In following this approach, simplifications appropriate to lighting columns have been adopted, These are:
1) the calculations are applicable to circular and regular octagonal cross-sections;
2) the number of separate partial safety factors have been reduced to a minimum;
3) serviceability partial safety factors have a value equal to unity.
The requirements for lighting columns made from materials other than concrete, steel, aluminium or fibre reinforced polymer composite (for example wood, plastic and cast iron) are not specifically covered in this standard.
This standard includes performance requirements for horizontal loads due to wind. Passive safety and the behaviour of a lighting column under the impact of a vehicle are not included, this group of lighting columns will have additional requirements (see prEN 40-2).
6. EN 40-4:2005 Lighting columns - Part 4: Requirements for reinforced and prestressed concrete lighting columns
This European Standard specifies requirements for reinforced and prestressed concrete lighting columns. It applies to columns not exceeding 20 m height for post top lanterns and columns with brackets not exceeding 18 m height for side entry lanterns.
This European Standard specifies:
a) performance related to the essential requirement of resistance to horizontal (wind) loads, measured in accordance with EN 40-3;
b) performance under vehicle impact (passive safety) in support of the Essential Requirement No. 4 Safety in use, measured in accordance with the corresponding test methods included in this document or available in separate European Standards.
7. EN 40-5:2002 Lighting columns - Part 5: Requirements for steel lighting columns
This European Standard specifies requirements for steel lighting columns. It includes materials and conformity control. It applies to post top columns not exceeding 20 m height for post top lanterns and to columns with brackets not exceeding 18 m height for side entry lanterns.
This European Standard specifies performance related to the essential requirements of resistance to horizontal (wind) loads and performance under impact in support of the Essential Requirement No 4 Safety in use measured according to the corresponding test methods included in this European Standard or available in separate European Standards.
It provides for the evaluation of conformity of the products to this European Standard.
8. EN 40-6:2002 Lighting columns - Part 6: Requirements for aluminium lighting columns
This European Standard specifies requirements for aluminium lighting columns. It includes materials and conformity control. It applies to post top columns not exceeding 20 m height for post top lanterns and to columns with brackets not exceeding 18 m height for side entry lanterns.
This European Standard specifies performance related to the essential requirements of resistance to horizontal (wind) loads and performance under impact in support of the Essential Requirement No 4 Safety in use measured according to the corresponding test methods included in this European Standard or available in separate European Standards.
It provides for the evaluation of conformity of the products to this European Standard.
9. EN 40-7:2002 Lighting columns - Part 7: Requirements for fibre reinforced polymer composite lighting columns
This Part of EN 40 specifies the performance requirements for fibre reinforced polymer composite lighting columns for which the main intended use is road lighting. It includes materials and test methods. The composite materials considered are those constructed from a fibrous reinforcing material that is suspended in a matrix of resin material. It applies to post top columns not exceeding 20 m height for post top lanterns and columns with brackets not exceeding 18 m height for side entry lanterns.
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