BS 8100 LATTICE TOWERS AND MASTS PDF

This part provides the basis for assessing the strength of members and connections for masts and towers of lattice construction consisting mainly of bolted, riveted or welded steel angle or tubular or solid round sections. Multi-user access to over 3, medical device standards, regulations, expert commentaries and other documents. Worldwide Standards We can source any standard from anywhere in the world. Learn more about the cookies we use and how to change your settings.

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No notes for slide. Bs 1. BS is a series of standards combining codes of practice with a guide covering the loading and design of lattice towers and masts of metallic construction.

This part of BS incorporates clauses to complement BS The need for this code of practice to give guidance on the determination of the strength of lattice towers and masts arises out of the difficulty in applying consistently the general structural strength codes to these often tall, slender three dimensional lattice structures. It was considered invaluable to have such relatively unique data built into a code as well as enabling the limit state loading rules to be accurately calibrated.

The additional clauses dealing with the special aspects of guyed masts represent the collective extensive experience of the drafting committee.

It is considered that they will provide efficient solutions to the strength assessment problem, whilst avoiding some of the causes of problems which have occurred on this type of structure. By liaison with the relevant Eurocode drafting team, the rules drafted into this code of practice have been based upon a common approach and should result in the minimum amount of variation when the National Application Document is prepared following the issue of the ENV.

This part of BS does not apply to other metallic structures. Other British Standards exist for some of those structures. It has been assumed in the drafting of this British Standard that the execution of its provisions will be entrusted to appropriately qualified and experienced people. As a code of practice, this British Standard takes the form of guidance and recommendations.

It should not be quoted as if it were a specification and particular care should be taken to ensure that claims of compliance are not misleading. Annex A, annex B and annex C are informative. A British Standard does not purport to include all the necessary provisions of a contract. Users of British Standards are responsible for their correct application. Compliance with a British Standard does not of itself confer immunity from legal obligations. Summary of pages This document comprises a front cover, an inside front cover, pages i and ii, pages 1 to 26, an inside back cover and a back cover.

The BSI copyright notice displayed in this document indicates when the document was last issued. Sidelining in this document indicates the most recent changes by amendment. BS Introduction BS , Specification for rigging screws and turnbuckles for general engineering, lifting purposesThe strengths given in this part of BS are and pipe hanger applications. Connection eccentricities assumed in this part ofBS are those that are traditionally applied to BS , Specification for steel shackles for liftinglattice masts and towers in the UK.

BS , Code of practice for socketing of stranded steel wire ropes. The recommendations given are valid for both equal 3. For such components their strength is closely related members used to reduce the effective length of the to practical considerations, and such guidance is main legs and sometimes that of the bracing. They included where relevant. For dated references, subsequent 3. For undated references,the latest edition of the publication referred to guyapplies. The lower end of the guy assembly is anchored to theBS , Specification for testing zinc coatings on ground and normally incorporates a means ofsteel wire and for quality requirements.

BS However, only steel wirecable cores should be used for mast guys. Each successive layer is wound in alternate directions.

NOTE They are based on those given in BS and -4 but ithas not been possible to follow those conventions in all cases. EachB leg length of angle, i. Some popular arrangements are dealt with in 5. The relevant slenderness ratio basedF leg load on the system length and appropriate radius of gyration is calculated and the effective slendernessj reduction factor determined appropriate to the end conditions of theK effective slenderness factor member see 5. The capacity of the leg willLh system length of horizontal member be dependent on the pattern and connections ofN the design buckling resistance of a member bracings used to stabilize the leg.

For legs or chordsP1 compressive force in horizontal of K brace with axial compression load braced symmetrically in two normal planes or planes apart, for exampleP2 tensile force in horizontal of K brace in the case of triangular structures, the slendernessQu ultimate resistance of bolt should be determined from the system lengthrvv radius of gyration about axis vv between nodes, i. Effective slenderness factors are given in Table 2. Modified effective member slenderness parameters are given for angle legs iny distance from centre line of bolt to edge of Table 2 to allow for their torsional instability in such member cases.

NOTE A maximum effective slenderness ratio of for legz spacing between bolts members is good practice. In addition,Figure 4. For the calculations of these loadNOTE A maximum effectiveness slenderness ratio of for carrying capacities, the system length is the wholeprimary bracing members is good practice. Where secondary members are inserted [see Figure 4h and Figure 5a and b ], they reduce the5.

The slenderness ratio, l,5. The slenderness ratio, l, should see 5. NOTE Where either member is not continuous, the centre of the connection may only be considered as a restraint in the transverse direction if the detailing of the centre connection is such that the effective lateral stiffness of both members is maintained through the connection and the longitudinal axial stiffness is similar in both members. The horizontal member provided. Figure 4d and k ]. This criterion will be satisfied byensuring that the horizontal member without plan Where triangulated hip bracing has been provided,bracing withstands as a strut over its full length Lh then the appropriate length between such hipon the rectangular axis the algebraic sum of the members Ld4 should be used for checking bucklingload in the two members of the cross brace resolved transverse to the face bracing on the appropriatein the horizontal direction.

Thus the slenderness ratio, l,NOTE A maximum effective slenderness ratio for the horizontal should be taken as:of is good practice as a strut over its full length on therectangular axis. A similar of the plan bracing which provides a convenientprocedure to that used for 5. See 5. The system length of the horizontal members is taken between intersection points in the plan bracingIn this case five buckling checks should be carried for buckling transverse to the face of the structure,out, related to the appropriate system length: and between supports in plane for buckling in the a buckling of member against the maximum load plane of the frame.

The vv axis should over Ld2 on the transverse rectangular axis; be used unless suitable restraint by bracing is c buckling of two members in cross brace against provided in one plane at or about the mid-point of the algebraic sum of loads in cross brace over Ld3 the system length.

In this case buckling should be on the transverse axis; checked about the vv axis over the intermediate d buckling of two members one in each of two length and about the appropriate rectangular axis adjacent faces against the algebraic sum of the over the full length between restraints on that axis.

In addition for single angle5. However, buckling about theslenderness ratio, l, should be taken as: rectangular axis will be critical except in the case of an unequal angle. Diagonals and horizontals should be designed as Attention should be given to vertical bending due tofor K bracing, with the system lengths for diagonals the self weight of plan bracing. Support from hipbased on their lengths to the knee joint. The design should be detailed to eliminate any face slope5.

The main disadvantage of this is the lack 5. The anglepossibility. Detailing to give an initial tension within the bracing and to provide mutual support at the central cross will be required to minimize deflection.

It will also be necessary to pay special attention to possible fatigue problems.

FLORA MEDICINAL DE COLOMBIA HERNANDO GARCIA BARRIGA PDF

BS 8100 Lattice Towers and Masts

Caution Newer versions. Procedures for the determination of loading for free-standing towers. Primarily applies to bolted, riveted or welded metallic structures of up to m height. Superseded by BS EN Amendment dated 11 May - See foreword. Their committees work with the manufacturing and service industries, government, businesses and consumers to facilitate the production of British, European and International standards.

CD 200SB PDF

BS 8100-3:1999

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