🔥🔥 Don’t Miss Out on Our End of Autumn Sale. If you have any questions, feel free to click the bottom right corner to contact our customer service..

Concat us[email protected]
Shopping Cart

No products in the cart.

🔍
BSI 22/30461774 DC:2022 Edition

BSI 22/30461774 DC:2022 Edition

$13.70

PD 6547. Guidance on the use of BS EN 40-3-1 and BS EN 40-3-3

Published By Publication Date Number of Pages
BSI 2022 69
PDF Format Searchable Printable Preview Now
Guaranteed Safe Checkout
Category:

If you have any questions, feel free to reach out to our online customer service team by clicking on the bottom right corner. We’re here to assist you 24/7.
Email:[email protected]

PDF Catalog

PDF Pages PDF Title
1 30461774_f36
3 PD 6547 DPC pdf.pdf
6 1 Scope
2 Normative references
7 3 Terms, definitions, symbols and abbreviated terms
3.1 Terms and definitions
3.1.1 administrative authority
3.1.2 anchorage
8 3.1.3 anchor plate
3.1.4 cast-in socket
3.1.5 coastal location
3.1.6 drag factor
3.1.7 edge distance
3.1.8 exposed location
3.1.9 foundation block
3.1.10 ground investigation
3.1.11 holding down bolts
3.1.12 holding down studs
3.1.13 interpretative report
3.1.14 mean sea level
9 3.1.15 retention socket
3.1.16 root
3.1.17 topography factor
3.1.18 vehicle impact
3.1.19 vortex shedding
3.2 Symbols
12 3.3 Abbreviated terms
4 Specification of Lighting Columns
5 Background information on the design wind loadings in BS EN 40-3-1
13 6 Wind pressures
6.1 General
6.2 Reference wind pressure q(10)
6.3 Exposure coefficient ce(z)
6.3.1 Terrain categories
14 6.3.2 Coastal locations
6.3.3 Exposed locations
15 7 Rationalized wind loading factors (Rwf)
8 Design loads and horizontal deflection
8.1 General
8.2 Partial safety factors on loads (f
8.3 Deflection classes
16 9 Lighting column foundations
9.1 Planting depth
9.2 Planted root foundations
9.2.1 General
9.2.2 Choosing a planting depth, P
9.2.3 Planting depth suitability
9.2.3.1 General
9.2.3.2 Calculation of planting depth
17 9.2.4 Back-filling
18 9.2.5 Cable entry slot
9.2.6 Design bending moment at cable entry slot, MCS
9.3 Bending moment of resistance at cable entry slot
9.4 Retention socket foundations for rooted lighting columns
19 9.5 Concrete pad foundations
9.5.1 Stability of concrete pad foundations
20 9.5.2 Holding down systems
9.5.2.1 General
9.5.2.2 J-bolts
9.5.2.3 Straight holding down studs
21 9.5.2.4 Holding down studs with anchor plate and template
9.5.2.5 Cast-in anchor sockets and holding down bolts
9.5.3 Grouted and ungrouted flange plate arrangements
9.5.3.1 General
22 9.5.3.2 Grouted flange plates
9.5.3.3 Ungrouted flange plates
9.6 Screw piled foundations
23 9.7 Lighting columns mounted on other structures
9.8 Lighting columns mounted on slopes
10 Design of flange plates
10.1 General
10.2 Holding down system
10.3 Typical arrangement of flange plates
25 10.4 Minimum edge distances
10.5 Structures not subject to vehicle impact
10.6 Structures subject to vehicle impact
10.7 Simplified design procedure
10.7.1 Column/flange plate connection
26 10.7.2 Moment of resistance
10.7.2.1 General
10.7.2.2 Flange plates designed for quick replacement following vehicle impact
10.7.2.3 Standard flange plates
10.7.2.4 Flange plate capacity
27 10.7.3 Shear and bearing
10.7.4 Design of welds
10.7.5 Design of holding down fasteners
28 10.7.6 Bearing stresses under flange plates
10.7.7 Design of anchorages to holding down studs
29 10.7.8 Use of levelling nuts and slotted holes
10.8 Detailed design procedure
10.8.1 Column/flange plate connection
30 10.8.2 Detailed design of welds
10.8.3 Derivation of weld stresses
10.8.4 Capacity of flange welds
31 10.9 Design for bending in flange plates
10.9.1 General
10.9.2 Derivation of bending moments in flange plates
10.9.3 Bending capacity of flange plate
32 10.9.4 Check on bearing stress below the flange plate
10.10 Stresses in holding down bolts
33 11 Pull-out test loads
12 Road signs and other attachments to lighting columns
12.1 Road signs
34 12.2 Force coefficients for signs
35 12.3 Other attachments
36 12.4 Modifications to lighting columns after design and installation
12.5 Retrofitting electric vehicle charge point
13 Assessment of fatigue
13.1 General
37 13.2 Wind induced vibration
13.3 Vortex Induced Vibrations
13.4 Galloping vibrations
39 Annex A Information to be provided in specifications for lighting columns (informative)
40 Annex B Rationalized wind factor, Rwf and maximum altitude (informative)
46 Annex C Derivation of rationalized wind loading factor and maximum altitude (informative)
53 Annex E Fatigue (informative)
E.1 General
E.1.1 Fatigue susceptible details should be avoided throughout the structure.
E.1.2 To undertake a fatigue check, a loading spectra should be determined from wind data appropriate to the site.
E.1.3 In the absence of wind data, the fatigue loading provisions given below may be adopted.
E.1.4 Joint Classification should be derived by fatigue testing of a sample of typical full-scale details in an independent testing laboratory, covering an appropriate stress range to enable a fatigue life curve to be derived. Tests shall be undertake…
E.1.5 In the absence of data on fatigue life curves and loading spectra, the procedures set out below shall be followed.
E.2 Fatigue criteria for materials other than steel
E.2.1 Lighting columns in materials other than steel are not covered in by the fatigue rules in E.3. The following standards can assist to assess fatigue for the indicated materials.
E.3 Fatigue criteria for steel lighting columns
E.3.1 Fatigue checks should be undertaken on steel structures of nominal height 9 m or above.
E.3.2 When undertaking fatigue checks, nominal stresses should be based on nominal section properties.
E.3.3 The stress concentrations inherent in the make-up of a welded joint (arising, for example, from the general joint geometry and the weld shape) will generally be included in the classification of the details. Where the stress concentrations inher…
E.3.4 Fatigue is critically dependent on geometric configuration and fabrication details. Stiffened and unstiffened door openings should comply with the constraints in Figure E.1.
54 E.3.5 In fabrication, sharp irregularities at the free edges due to flame cutting are to be ground out. Welds should not be closer than 10 mm to the free edge of an unstiffened door opening. Longitudinal edge stiffeners should be continuous over t…
55 E.3.6 When undertaking fatigue checks, nominal stresses should be based on nominal section properties.
E.3.7 The stress concentrations inherent in the make-up of a welded joint (arising, for example, from the general joint geometry and the weld shape) will generally be included in the classification of the details. Where the stress concentrations inher…
E.3.8 For reinforcement at door openings, the geometric constraints set out in E.3.4 and E.3.5 and E.6.1 to E.9.4 should be met, and stress ranges around door openings need not be calculated.
E.3.9 Where the geometric constraints are not met, then the recommendations of E.3.10 or E.3.11 should be followed.
E.3.10 For lighting columns, and minor structures designed using the methodology for lighting columns, excluding cantilever masts for traffic signals and/or speed cameras that project over the carriageway, only fatigue due to gust wind loading should…
E.3.11 For cantilever masts for traffic signals and/or speed cameras that project over the carriageway, the fatigue effects from wind gust loading and high vehicle buffeting should be combined and satisfy the recommendations of E.10.1 to E.12.2.
E.4 Partial Safety Factors on Fatigue Loads
E.4.1 The partial safety factors, f, in the fatigue serviceability limit state shall be taken as:
56 E.5 Fatigue due to gust wind loading
E.5.1 Checks on fatigue should be undertaken at and adjacent to each welded section.
E.5.2 Fatigue checks should be carried out for the ends of reinforcement at door openings.
E.5.3 A check on fatigue should be undertaken using a stress range given by:
E.5.4 This stress range, (r, should be less than that obtained using the fatigue curves in Figures F.1 or Figure F.2, for the class of detail being considered and for a number of cycles, n1, given by:
E.5.5 For a design life of L (years), Figure F.1 may be used by adopting an effective frequency Nfe as the horizontal scale given by:
57 E.6 Geometric configurations and fabrication constraints
E.6.1 The geometric and fabrication constraints on cross sections of steel lighting columns in E.5, E.6 and E.7 should be satisfied in order to use the classes of typical weld details as provided in Table F.2 to Table F.9.
E.7 Flange plates
E.8 Shoulder joints
E.9 Door openings
E.10 Fatigue from high vehicle buffeting
58 E.10.4 A typical high sided vehicle height of 4.2 m should be used.
E.10.5 Where a particular site has a higher average vehicle height then this should be used instead.
E.10.6 Applied loads should be calculated as the product of the design pressure and projected area.
E.10.7 Partial load factor for fatigue, γf should be taken from Table E.1.
E.11 Fatigue damage assessment
E.11.1 Fatigue due to gust wind loading
E.11.2 Fatigue due to high vehicle buffeting
E.11.2.2 Where flows of high sided vehicles are less than this average, then the values of n2i should be reduced in proportion.
E.11.2.3 Flows of high sided vehicles should be determined by traffic survey and the total number of high sided vehicles cannot be reduced below a value of 1 000 for design purposes.
59 E.11.2.4 The corresponding number of cycles to failure, N2i, should be given by:
E.12 Fatigue due to combined gust wind loading and high vehicle buffeting
E.12.2 The combined fatigue effects should satisfy the following criterion:
E.13 Fatigue stress curves and guidance for weld classification
E.14 Guidance for weld classification (Informative)
E.14.2 This guidance was based on fatigue tests of a representative number of details provided by a range of UK lighting column manufacturers. However, classification is critically dependent on welding quality and fabrication methods, and hence the i…
E.14.3 Closer control of the welding and fabrication process and/or post-weld treatment may improve the weld classification. For other welded details specialist advice should be sought and reference made to BS EN 1993-1-9:2005.
E.15 Weld classification details
Weld classification details are provided in Tables F.2 to F.9.
60 Annex F (informative) Fatigue stress curves and guidance for weld classification
F.1 Fatigue stress curves
F.2 Basis of fatigue life curves
61 F.3 Fatigue life curves
62 F.4 Guidance for weld classification
63 F.5 Weld classification details

Related products

BSI 22/30461774 DC
$13.70