1、December 2010 Translation by DIN-Sprachendienst.English price group 8No part of this translation may be reproduced without prior permission ofDIN Deutsches Institut fr Normung e. V., Berlin. Beuth Verlag GmbH, 10772 Berlin, Germany,has the exclusive right of sale for German Standards (DIN-Normen).IC
2、S 91.010.30; 91.080.10!$lnN“1737543www.din.deDDIN EN 1993-5/NANational Annex Nationally determined parameters Eurocode 3: Design of steel structures Part 5: PilingEnglish translation of DIN EN 1993-5/NA:2010-12Nationaler Anhang National festgelegte Parameter Eurocode 3: Bemessung und Konstruktion vo
3、n Stahlbauten Teil 5: Pfhle undSpundwndeEnglische bersetzung von DIN EN 1993-5/NA:2010-12Annexe Nationale Paramtres dtermins au plan national Eurocode 3: Calcul des structures en acier Partie 5: Pieux et palplanchesTraduction anglaise de DIN EN 1993-5/NA:2010-12SupersedesDIN EN 1993-5/NA:2008-10www.
4、beuth.deDocument comprises 11 pagesIn case of doubt, the German-language original shall be considered authoritative.12.11 DIN EN 1993-5/NA:2010-12 2 A comma is used as the decimal marker. Foreword This document has been prepared by Working Committee NA 005-08-19 AA Stahlspundwnde und Stahlpfhle (Sp
5、CEN/TC 250/SC 3/PT 5) of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1993-5:2010-12, Eurocode 3: Design of steel structures Part 5: Piling. European Standard EN 1993-5 allows national safety parameters, referred to
6、as Nationally Determined Parameters (NDPs), to be specified for a number of points. The NDPs cover alternative verification methods, the provision of individual values and the selection of classes from designated classification systems. The relevant parts of the text are identified in the European S
7、tandard by references to the possibility of national choice and are listed in Clause NA.2.1. This National Annex also includes non-contradictory complementary information (NCI) for the application of DIN EN 1993-5:2010-12. Amendments This document differs from DIN EN 1993-5/NA:2008-10 as follows: a)
8、 references have been updated; b) editorial amendments have been made. Previous editions DIN EN 1993-5/NA: 2008-10 DIN EN 1993-5/NA:2010-12 3 NA.1 Scope This National Annex contains national provisions relating to the design and construction of bearing piles and sheet piles made of steel, that are t
9、o be taken into consideration when applying DIN EN 1993-5:2010-12 in Germany. This National Annex is only valid in conjunction with DIN EN 1993-5:2010-12. NA.2 National provisions for the application of DIN EN 1993-5:2010-12 NA.2.1 General DIN EN 1993-5:2010-12 refers to the option of choosing Natio
10、nally Determined Parameters (NDPs) at the following places in the text: 3.7(1) 3.9(1)P 4.4(1) 5.1.1(4) 5.2.2(2) 5.2.2(13) 5.2.5(7) 5.5.4(2) 6.4(3) 7.1(4) 7.2.3(2) 7.4.2(4) A.3.1(3) B.5.4(1) D.2.2(5) In addition, NA.2.2 includes non-contradictory complementary information for the application of DIN E
11、N 1993-5:2010-12. This information is preceded by the letters “NCI”. 1.2 5.2.1(1)P and 5.2.1(2)P 5.2.2(15) 7.2.5(1) 7.2.5(2) 7.4.3(3) C.1.1(10) Bibliography NA.2.2 National provisions In the following, the clauses are numbered as in DIN EN 1993-5:2010-12. Supplementary sections have been added as re
12、quired. DIN EN 1993-5/NA:2010-12 4 NCI re 1.2 Normative references NA DIN EN 1537, Execution of special geotechnical work Ground anchors NA DIN EN 1993-1-10:2010-12, Eurocode 3: Design of steel structures Part 1-10: Material toughness and through-thickness properties NA DIN EN 1993-1-1/NA, National
13、Annex Nationally determined parameters Eurocode 3: Design of steel structures Part 1-1: General rules and rules for buildings NA DIN EN 1993-5:2010-12, Eurocode 3: Design of steel structures Part 5: Piling NA E DIN EN 10248-1:2006-05, Hot-rolled steel sheet piling Part 1: Technical delivery conditio
14、ns NA DIN EN 12063, Execution of special geotechnical work Sheet pile walls NA DIN EN ISO 12944 series, Paints and varnishes Corrosion protection of steel structures by protective paint systems NDP re 3.7(1) The maximum yield strength of high strength steel anchors, fy,spec,max,should be not less th
15、an 500 N/mm. DIN EN 1537 should be complied with if the standard has been accepted by the building inspectorate: otherwise, the relevant building inspectorate approval certificates or standards accepted by the building inspectorate apply. This applies in particular to dead-man anchors as specified i
16、n DIN EN 1993-5:2010-12, 7.2.2 (3). NDP re 3.9(1)P Normally, the lowest service temperature of 30 C is not of relevance in Germany. Instead, a temperature of 15 C should be taken into account. Other service temperature limits are subject to agreement. When using DIN EN 1993-1-10:2010-12, Table 2.1,
17、the column for stress level ed= 0,75 fy(t) applies. NDP re 4.4(1) The average loss in thickness of steel sheet piles due to corrosion in soil and water depends on the site conditions, which can be described making use of the experience gained in the particular region. Thickness loss values given in
18、DIN 1993-5:2010-12, Tables 4-1 and 4-2, should be considered informative only, as are the more detailed values given in 1. It should be the clients responsibility to specify requirements concerning design working life or general lifetime, an acceptable loss in thickness and the requirements at the e
19、nd of the design working life or general lifetime. Should experience gained on site result in empirical values that reach the maximum corrosion rates within the scatter given in 1, a combination of cathodic corrosion protection in the low water zone and provision of coating in the splash water zone,
20、 or a combination with steels containing additives providing a high corrosion resistance, will often be found to be the most effective solution. According to the experience gained so far, the provision of coatings will defer the commencement of corrosion by up to twenty years. Information on the app
21、lication, inspection and repair of coating systems can be found in the DIN EN ISO 12944 series of standards. NDP re 5.1.1(4) Partial factors M0, M1and M2shall be taken from DIN EN 1993-1-1/NA. DIN EN 1993-5/NA:2010-12 5 NCI re 5.2.1(1)P and 5.2.1(2)P It shell be agreed with the client whether a perf
22、ectly plastic analysis should be made and the form this should take. NDP re 5.2.2(2) See NDP re 6.4(3) below for factor B, which takes into account any reduction in shear transmission of U-piles where the interlocks are located in the axis of the wall. NDP re 5.2.2(13) Welding of interlocks shell en
23、sure that shear forces are continually withstood. At the top and bottom of piles, interlocks shell be welded on both sides over a relatively great length. See 1 for the minimum length of welds at the top and bottom of piles as a function of the driving load for pile lengths of 3 000 mm or more. NCI
24、re 5.2.2(15) In order to check U-piles with shop-crimped interlocks for adequate transmission of shear force, the load Ved,on each crimped point shell be analysed by strength theory. The characteristic value of shear resistance at a crimped point Rkshell be declared by the manufacturer following tes
25、ting in accordance with E DIN EN 10248-1:2006-05. NDP re 5.2.5(7) The recommended value nullR= 0,8 is adopted as the reduction factor for interlock resistance. NDP re 5.5.4(2) If the water pressure head does not exceed 4 m in service, a reduction in the lower overall resistance of the primary elemen
26、ts need not be assumed. Where the pressure head equals 10 m, the nominal yield strength of the steel shall be reduced by 10 %, i.e. fy,red= 0,9 fymay be used in the calculation. For pressure heads between 4 m and 10 m, the reduction factor fy,redshall be obtained by linear interpolation. According t
27、o DIN EN 1993-5:2010-12, D.1.2(2), fy,redcan be determined using the following expressions in order to reduce the ultimate resistance of the bearing piles due to the water pressure head. w 4,0 m fy,red= fy4,0 m w 10,0 m fy,red= fy15416wNDP re 6.4(3) (1) Table NA.1 specifies reduction factors nullD(b
28、ending stiffness) and nullB(section modulus) for piles with interlocks in the wall axis as a function of their type (single and double U-piles), the structural conditions, and the type of soil. DIN EN 1993-5/NA:2010-12 6 (2) These values are empirical values permitted for simplified analysis. 4 and
29、5 present more refined and sophisticated methods of determining nullDand nullB,use of which is also permitted when applying this standard. (3) Whichever method is selected to determine the reduction factors, nullDand nullBare always required to be taken as not exceeding unity (i.e. nullD 1,0 and nul
30、lB 1,0) if the loadbearing capacity of class 1 or class 2 U-piles is to be determined using the full plastic ultimate capacity of the cross section by elasto-plastic or perfectly plastic analysis. Where U-piles are designed using linear-elastic theory, no reduction factor need be used provided that
31、they are rigidly connected at least at alternating interlocks in the axis of the wall and proof of adequate shear transmission in the joints can be provided (cf. 1). (4) Welding of U-pile interlocks threaded on site using continuous or intermittent welds has been found to be the most effective means
32、 to preclude the relative displacement of piles. Welding on site should be in accordance with DIN EN 12063. nullDand nullBshould be taken as equal to unity (nullD= nullB= 1,0) only at the points where the piles are welded. (5) Lubrication of interlocks to facilitate threading will result in a reduct
33、ion in shear transmission in these interlocks. This is to be allowed for when determining nullDand nullB. DIN EN 1993-5/NA:2010-12 7 Table NA.1 Reduction factors nullB(bending stiffness) and nullD(section modulus) for U-piles Type of pile Number of anchors/stiffeners Soil type (Density/consistency)
34、Reduction factors nullBnullDSingle pile (or multiple pile without rigid connection at interlocks) 0,6 0,4 Double pile (rigidly connected along whole central interlock)a0 Loose to medium dense/ pasty to softb0,7 0,6 Dense to very dense/ stiff to firmc0,8 0,7 1 Loose to medium dense/ pasty to softb0,8
35、 0,7 Dense to very dense/ stiff to firmc0,9 0,8 2 Loose to medium dense/ pasty to softb0,9 0,8 Dense to very dense/ stiff to firmc1,0 0,9 a“Rigid connections” are understood to cover all modes of connection precluding the relative displacement of piles at interlocks when loaded (such as shop crimpin
36、g, shop or site welding). Where piles are connected on site after pile driving, the connection can be considered in the analysis as rigid only for loading periods following the connection process (see 3.12(4). In the ultimate state verification, allowance shall also be made for the fact that fixing
37、of interlocks on site is normally impossible at points below the excavation base. bLoose to medium dense/pasty to soft soils are classed as: cohesionless, where the penetration resistance qc 10 MN/m2(in the cone penetration test); cohesive, where: qc 0,75 MN/m2. For the purposes of this classificati
38、on, backfills come under loose to medium dense/pasty to soft soils. Water is also classed as such. cWhere soil above the ground water level is at least medium dense or stiff, values may be increased by 0,1. Use of differing reduction factors is permitted where soil types differ along the length of p
39、iling (layered soil). For the sake of simplicity it is permitted, however, to use the lowest reduction factor for the ground strata present.NDP re 7.1(4) The recommendation applies. NDP re 7.2.3(2) kt= 0,55 (see 1), Extensive comparative analyses made when preparing 1 have shown that, when taking kt
40、= 0,55, the proven safety level is maintained even when using the partial factor design method. As a consequence, analysis of the core section should continue to be used in the design of steel round anchors. As a result, a reduction in steel yield and tensile strengths remains unnecessary for diamet
41、ers above 40 mm. DIN EN 1993-5/NA:2010-12 8 NCI re 7.2.5(1) See NDP re 3.7(1) above. NCI re 7.2.5(2) See NDP re 4.4(1) above for requirements regarding corrosion loss and working life/general lifetime. NDP re 7.4.2(4) The recommendation applies. NCI re 7.4.3(3) Z-piles may be fixed to the waling by
42、two tie bolts each using washer plates of the same size fitted against the flange of each pile (as shown in Figure NA.1). As an alternative, the pile may be fixed using an anchor or single tie bolt and one washer plate fitted against the flange via two spacers at the edges of the flange (see Figure
43、NA.2). In both cases, an analysis is to be made in accordance with DIN EN 1993-5:2010-12, 7.4.3(3), a) to c), subject to the following modifications: Supplementary text re 7.4.3(3), a) Shear resistance of flange: A check shall be made for each washer plate (as in Figure NA.1) assuming only 50 % of t
44、he force FEdper double pile as applied through the flange when using Equation (7.4) in DIN EN 1993-5:2010-12. When determining the shear resistance using DIN EN 1993-5:2010-12, Equation (7.5), the width of a single washer bgshould be used instead of ba. Taking the assembly as illustrated in Figure N
45、A.2, the full force per double pile, FEd,applied through the flange shall be assumed and using ba2instead of bawhen calculating shear resistance by Equation (7.5). Supplementary text re 7.4.3 (3), b) Tensile resistance of webs: The analysis shall be made using DIN EN 1993-5:2010-12, Equation (7.6) a
46、nd assuming the full force per double pile FEdis applied through the flange. Supplementary text re 7.4.3 (3), c) Width of washer plate: When determining the washer plate width in accordance with DIN EN 1993-5:2010-12, Equation (7.8), ba2(as in Figures NA.1 and NA.2) shall be used instead of ba.DIN E
47、N 1993-5/NA:2010-12 9 Key b1 b2Figure NA.1 Anchoring of Z-piles using two tie bolts Key 1 Steel round anchor or tie bolt Figure NA. 2 Anchoring with waling using a single tie bolt or an anchor and washer plate fitted to the flange using spacers DIN EN 1993-5/NA:2010-12 10 NDP re A.3.1(3) The recomme
48、ndation applies. NDP re B.5.4(1) The recommendation applies. NCI re C.1.1(10) Any analysis using the perfectly plastic method requires the clients permission, and also his consent as to the design assumptions and boundary conditions. NDP re D.2.2(5) The analysis of tubular piles for safety against buckling may only be neglected if the piles are filled with concrete or another cohesionless material (cf. 1). DIN
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