1、November 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 91.080.01!$vw“1918384www.din.deDDIN 1055-2Actions on structures Part 2: Soil properties,English translation of DIN 1055-2:2010-11Einwirkungen auf Tragwerke Teil 2: Bodenkenngren,Englische bersetzung von DIN 1055-2:2010-11Action sur les structures Partie 2: Caractristiques de sol,Traduction anglais
3、e de DIN 1055-2:2010-11SupersedesDIN 1055-2:1976-02www.beuth.deDocument comprises 1 pagesIn case of doubt, the German-language original shall be considered authoritative.01.132DIN 1055-2:2010-11 2 A comma is used as the decimal marker. Contents Page Foreword . 3 1 Scope . 5 2 Normative references .
4、5 3 Non-cohesive soil parameters . 6 3.1 Classification of soils . 6 3.2 Additional information regarding the tables 8 3.3 Restrictions . 8 4 Cohesive soil parameters 9 4.1 Classification of soils . 9 4.2 Additional information regarding the tables 10 4.3 Restrictions . 12 DIN 1055-2:2010-11 3 Forew
5、ord This document has been prepared by Working Committee NA 005-51-03 AA Lastannahmen fr Bauten, Bodenkenngren of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee) and is based on the DIN EN 1997 series (Eurocode 7: Geotechnical design) and any relevant Amendments and
6、 on DIN 4020 (Geotechnical investigations for civil engineering purposes). The DIN 1055 series Actions on structures comprises the following Parts: Part 1: Densities and weights of building materials, structural elements and stored materials Part 2: Soil properties Part 3: Self-weight and imposed lo
7、ad in building Part 4: Wind loads Part 5: Snowloads and ice loads Part 7: Thermal actions Part 9: Accidental actions Part 10: Actions induced by cranes and machinery Part 100: Basis of design, safety concept and design rules The revision of the DIN 1055 series of standards is intended to implement t
8、he European Standards of the DIN EN 1991 series. These national standards will also serve as the basis for preparing the national annexes to the DIN EN 1991 series. Amendments This standard differs from DIN 1055-2:1976-02 as follows: a) The standard has been revised in form and substance. b) Less so
9、il groups*)are specified for non-cohesive soil. c) More soil groups*)are specified for cohesive soil. d) The mean densty instead of the maximum densty is specified. e) Experimental values of density and shear strength instead of cal-values are used as characteristic values. f) The scope of the stand
10、ard has been restricted. g) Any definitions have been dropped. *)Translators note. Term taken from DIN EN ISO 14688-2. In the following referred to as “soil type”. DIN 1055-2:2010-11 4 h) The general information regarding determination of the soil parameters has been dropped; i) Specifications regar
11、ding organic soil have been dropped. k) Specifications regarding the wall friction angle have been dropped. l) Specifications regarding earth pressure determination have been dropped; m) Explanatory notes are no longer included. Previous editions DIN 1055-1: 1934-08, 1937-08, 1940x-06 DIN 1055-2: 19
12、34-08, 1943-08, 1963-06, 1976-02 DIN 1055-2:2010-11 5 1 Scope (1) This standard specifies experimental values of soil parameters for use in determining the effects of the self-weight of soil or earth pressure on structures, subject to the criteria listed in items (2), (3) and (4) being complied with
13、. (2) The scope of the standard covers simple structures of Geotechnical Category 1 as in DIN 1054; buildings the foundation of which is not deeper than 3 m below ground level and in which the top face of storeys intended for occupancy by persons is on average not more than 7 m above ground level; s
14、imilar structures with a foundation level not deeper than 3 m below ground level; the associated excavations. (3) The use of this standard requires knowledge of the type, condition, size and thickness of strata, as obtained from site and other geotechnical investigations as in DIN 4020. The paramete
15、rs as obtained from ground explorations as in DIN EN ISO 22475-1, and from laboratory and field testing, shall be expressed in compliance with DIN 1054:2005-01, 5.3.1 (1), also taking into account any other relevant information. (4) The density values given are average values as specified in DIN 105
16、4:2005-01, 5.3.1 (4) and the shear strength values are conservative, minimum values, as set out in DIN 1054:2005-01, 5.3.1 (1), it being assumed that any limitations and restrictions made regarding the following tables are observed. (5) The values given refer both to cohesive and non-cohesive soil (
17、see DIN 1054:2005-01, 5.2 for details). NOTE Normally, supplementary geotechnical investigations as in DIN 4020 or on-site experience will permit more exact density values and shear parameters to be established for the particular construction project, with a view to optimizing the construction work.
18、 This will require consultation of a specialist with expert knowledge and experience in geotechnics, referred to in DIN 4020 as a geotechnical specialist. 2 Normative references The following referenced documents are indispensable for the application of this document. For dated references, only the
19、edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. DIN 1054:2005-01, Subsoil Verification of the safety of earthworks and foundations DIN 4020, Geotechnical investigations for civil engineering purposes Supplementary rules
20、 to DIN EN 1997-2 DIN 4094-1, Subsoil Field investigations Part 1: Cone penetration tests DIN 4094-2, Subsoil Field testing Part 2: Borehole dynamic probing DIN 18121-1, Soil, investigation and testing Water content Part 1: Determination by drying in oven DIN 18121-2, Soil, investigation and testing
21、 Water content Part 2: Determination by rapid methods DIN 18122-1, Soil, investigation and testing Consistency limits Part 1: Determination of liquid limit and plastic limit DIN 18123, Soil, investigation and testing Determination of grain-size distribution DIN 1055-2:2010-11 6 DIN 18126, Soil, inve
22、stigation and testing Determination of density of non-cohesive soils for maximum and minimum compactness DIN 18127, Soil, investigation and testing Proctor-test DIN 18196, Earthworks and foundations Soil classification for civil engineering purposes DIN EN 1997-2:2007-10, Eurocode 7: Geotechnical de
23、sign Part 2: Ground investigation and testing DIN EN ISO 14688-1, Geotechnical Investigation and testing Identification and classification of soil Part 1: Identification and description DIN EN ISO 22475-1, Geotechnical investigation and testing Sampling methods and groundwater measurements Part 1: T
24、echnical principles for execution DIN EN ISO 22476-2: Geotechnical investigation and testing Field testing Part 2: Dynamic probing 3 Non-cohesive soil parameters 3.1 Classification of soils (1) The experimental values given in Tables 1 and 2 may be used as characteristic values provided the soil can
25、 be classified in terms of grading (particle size distribution), non-uniformity coefficient and density index. (2) The density values given in Table 1 and the shear strength values given in Table 2 apply to natural soil and (possibly compacted) fill. (3) The classification of soil is to be based on
26、its grading, making reference to the specifications of DIN EN ISO 14688-1 regarding the description of soil and using the non-uniformity coefficient U as in DIN 18196. In the absence of any expert knowledge of the situation on site and unless field tests as in DIN EN ISO 14688-1 can be made, the gra
27、ding shall be determined as described in DIN 18123. (4) When classifying soil in terms of its density index, the specifications of items (5) to (8) are to be observed. Where the soil cannot be classified in terms of this index, the classification shall be made by a geotechnical specialist. (5) The d
28、ensity index may be determined as a function of the cone penetration resistance as described in DIN 4094-1 or using the dynamic probing test as in DIN 4094-2 or DIN EN ISO 22476-2. Reference is made here also to DIN EN 1997-2:2007-10, Annex G.1 (Examples of correlation between the cone penetration r
29、esistance and the number of blows). DIN 1055-2:2010-11 7 Table 1 Density of non-cohesive soil (experimental values) 1 2 3 4 5 6 1 Soil type Symbol as in DIN 18196 Density index Density of wet soil waterlogged soil soil subjected to hydrostatic uplift r kN/m3kN/m3kN/m32 Gravel, sand Well-graded GE, S
30、E with U 15 Loose 17,0 19,5 9,5 Medium dense 19,0 21,0 11,0 Dense 21,0 22,5 12,5 Table 2 Shear strength of non-cohesive soil (experimental values) 1 2 3 4 1 Soil type Symbol as in DIN 18196 Density index Friction angle 2 Gravel, sand Well, poorly or gap graded GE, GW, GI SE, SW, SI Loose 30,0 Medium
31、 dense 32,5 Dense 35,0 (6) By approximation, the following cone penetration resistance values qc(in MN/m2) may be assumed as a function of the density index, on the lines of DIN 1054:2005-01, Tables A.7 and A.8: loose: 5,0 qc3. (8) The density of soil may also be determined as a function of the degr
32、ee of compaction (Proctor density) DPras in DIN 18127, using the specifications of DIN 1054:2005-01, Table A.7, for medium dense soil and those of DIN 1054:2005-01, Table A.8, for dense soil. 3.2 Additional information regarding the tables (1) The , rand values given in Table 1 are subject to the fo
33、llowing limits of error: = 1,0 kN/m3for wet soil or soil above the ground water table, r= = 0,5 kN/m3for waterlogged soil or soil subjected to hydrostatic uplift. Where, in accordance with DIN 1054:2005-01, 5.3.1 (3) and 5.3.1 (4), minimum or maximum density values are to be determined as characteri
34、stic values, allowance shall be made for the above limits of error. (2) The values given in Table 2 are estimated means (cf. DIN 1054:2005-01, 5.3.1 (2), which err on the side of caution. (3) The values given in Table 2 apply where round or angular particle shapes are involved. If the aggregate cons
35、idered proves to contain more angular than round particles, then values higher by 2,5 may be used. 3.3 Restrictions (1) The tables shall not be used for soil consisting of porous particles (e.g. pumice gravel und tufaceous sand); if in the case of waterlogged fine sandy soil, the ground is locally s
36、ubjected to a differential pressure head, which may cause the soil to flow (cf. DIN 1054:2005-01, 5.3.2 (5) and (7); if the soil is not sufficiently ductile (cf. DIN 1054:2005-01, 5.3.2 (8) und (9). (2) If, in certain cases, particularly where constraint is involved, analysis is to be made assuming
37、the maximum characteristic shear strength, the tables shall not be used either. DIN 1055-2:2010-11 9 4 Cohesive soil parameters 4.1 Classification of soils (1) The values given in Tables 3 and 4 may be used as characteristic values provided the soil can be classified in terms of plasticity as in DIN
38、 18196 or of consistency. (2) Classification in terms of plasticity may either made based on the liquid and plastic limits as described in DIN 18122-1 or making manual tests in accordance with DIN EN ISO 14688-1. NOTE 1 For determining the plasticity in accordance with DIN EN ISO 14688-1, a soil sam
39、ple shall be rolled on a smooth surface to produce threads about 3 mm in diameter, then moulded together and rolled again until it cannot be rolled out any longer, but only moulded. The plasticity reached will then be classed as follows: low plasticity, if the sample material cannot be rolled into t
40、hreads 3 mm thick; intermediate plasticity, if the lump can no longer be moulded due to material crumbling as soon as finger pressure is applied; high plasticity, if the material can be moulded to thin threads. (3) Classification in terms of consistency may either be based on the liquid and plastic
41、limits as described in DIN 18122-1 or on the water content as in DIN 18121-1 or DIN 18121-2 or on manual tests in accordance with DIN EN ISO 14688-1. NOTE 2 In manual tests in accordance with DIN EN ISO 14688-1, the soil can be classified in terms of consistency as follows: as soft if it can be moul
42、ded by light finger pressure; as firm if it cannot be moulded but rolled in the hand into 3 mm thick threads without breaking or crumbling; as stiff if it crumbles and breaks when rolled into threads 3 mm thick, but is still sufficiently moist to be moulded to a lump again; as very stiff if the mate
43、rial has dried out and is mostly light coloured. It can no longer be moulded but crumbles under pressure. No lump can be moulded any longer. DIN 1055-2:2010-11 10 Table 3 Density of cohesive soil (experimental values) 1 2 3 4 5 6 1 Soil type Symbol as in DIN 18196 Consistency Density of wet soil wat
44、erlogged soil soil subjected to hydrostatic uplift r kN/m3kN/m3kN/m3Silty soil 2 Slightly plastic silt (wL50 %) TA Soft 17,5 17,5 7,5 Stiff 18,5 18,5 8,5 Semi-firm 19,5 19,5 9,5 (4) Composite soils where the type of fine material and the proportion of fractions 0,4 mm do not permit the plasticity (c
45、f. item (2) and the consistency (cf. item (3) to be reliably established (e.g. glacial till), cannot be classified using Tables 3 and 4. The classification of such soil requires expert knowledge and experience in geotechnics. 4.2 Additional information regarding the tables (1) The , rand values and
46、soil parameters and c apply to natural cohesive soil. They may also be used for cohesive fill if the degree of compaction DPras in DIN 18127 has been found to be not less than 0,97. (2) Cohesive soil with a highly non-uniform grading (e.g. glacial till and glacial clay), with particle sizes ranging
47、between those of gravel or sand and silt or clay, shall be classified according to Tables 3 and 4, assuming in each case a density that is 1 kN/m3higher than specified in Table 3. DIN 1055-2:2010-11 11 Table 4 Shear strength of cohesive soil (experimental values) 1 2 3 4 5 6 1 Soil type Symbol as in
48、 DIN 18196 Consistency Shear strength Friction angle Cohesion c cukN/m2kN/m2Silty soil 2 Slightly plastic silt (wL50 %) TA Soft 15,0 5 15 Stiff 10 35 Semi-firm 15 75 (3) The , rand values given in Table 3 (possibly increased as in item (2) are subject to the following limits of error: = 1,0 kN/m3for
49、 wet soil or soil above the ground water table, r= 0,5 kN/m3for waterlogged soil or soil subjected to hydrostatic uplift. Where, in accordance with DIN 1054:2005-01, 5.3.1 (3) and 5.3.1 (4), minimum or maximum density values are to be determined as characteristic values, allowance shall be made for the above limits of error. (4) The shear strength values given in Table 4 are es
