SANS 10120-2 D-1982 Code of practice for use with standardized specifications for civil engineering construction and contract documents Part 2 Project specification Section D Earth.pdf

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1、 Collection of SANS standards in electronic format (PDF) 1. Copyright This standard is available to staff members of companies that have subscribed to the complete collection of SANS standards in accordance with a formal copyright agreement. This document may reside on a CENTRAL FILE SERVER or INTRA

2、NET SYSTEM only. Unless specific permission has been granted, this document MAY NOT be sent or given to staff members from other companies or organizations. Doing so would constitute a VIOLATION of SABS copyright rules. 2. Indemnity The South African Bureau of Standards accepts no liability for any

3、damage whatsoever than may result from the use of this material or the information contain therein, irrespective of the cause and quantum thereof. SABS 0120 : Part 2 Section D-1982 Earthworks (As amended 1988) Clause 1 . PART 2 : PROJECT SPECIFICATION SECTION D CONTENTS ESSENTIAL PROJECT SPECIFICATI

4、ON CLAUSES ESSENTIAL DATA . ADDITIONAL CLAUSES . General Normal Projects Classification . Precautions Excavation of rock by blasting and by non-explosive means Dealing with saturated conditions Accommodation of traffic . . Disposal and use of material Use of material from rock excavations Topsoil Gr

5、assing . Transport for earthworks . Extra excavation to provide working space for formwork (if scheduled by volume not area) . Tolerances . Testing Measurement and payment for overbreak allowance Documentation and design requirements Labour-Based Projects First Revision March 1982 Reprint 1988 Incor

6、porating Amendment No . 1: 8 June 1988 This section of the code supersedes SABS 0120 : Part 2 : Section D-1979 Approved by the COUNCIL OF THE SOUTH AFRICAN BUREAU OF STANDARDS Page Number ISBN 0-626-08061-4 SABS 0120 : Part 2 Section D-1982 Earthworks Amendment No. 1 : 8 June 1988 SABS 1200 D : EART

7、HWORKS NOTE a) Number PSD clauses in Portion 2 of the project specification in the sequence in which the clauses to which they relate appear in SABS 1200 D. b) The clause number(s) given at the beginning or after the heading of a clause is/are, unless otherwise stated, the number(s) of the relevant

8、clause(s) of SABS 1200 D. ESSENTIAL PROJECT SPECIFICATION CLAUSES Set out suitable clauses in Portion 2 of the project specification to provide essential information as follows: a) (Subclauses 5.1.2 and 8.3.8) Warn the contractor of the existence of services if their presence is not self-evident. b)

9、 (Subclause 5.1.2.4) State the penalty that will be imposed if the contractor negligently damages an existing service. Set out details of each service to which the penalty named will be applicable. ESSENTIAL DATA The availability of certain essential data may affect the prices tendered. Except where

10、 such data have been given in the schedule or in the tender drawings, set out suitable clauses covering items such as the following in Portion 2 of the project specification: a) (Subclause 3.2.3) If so required, specify the material that is to be placed as backfill or fill against structures and the

11、 zone within which this material is to I be placed. b) (Subclauses 3.3 and 8.3.10) State whether the contractor is to preserve topsoil I and, if so, include a suitable item in the schedule. c) (Subclauses 5.1.2.2 and 5.1.2.4) Provide clear drawings showing location of all manholes, valve boxes and t

12、he like. d) (Subclauses 5.1.4.3 and 5.2.2.3) Designate sites for the disposal/depositing of surplus material. e) (Subclause 5.1.6) State the position in which safety signs for public road traffic are to be provided. f) (Subclause 5.2.2.1) If so required, state that the contractor is to excavate to p

13、rovide working space around foundations. (See also 3.2.11 below.) g) (Subclause 5.2.2.1) Where permanent concrete is to be placed against a trimmed excavation surface, describe the nature of or state the tolerance for acceptable projections into the excavation profile. h) (Subclause 5.2.4.2) State t

14、he final thickness of topsoil after compaction that is required on level areas and on embankments if it is to be other than 75 mm . (See also 3.2.8 below.) i) (Subclause 5.2.4.3) State the type and give details of vegetation, if any, that I is required. j) (Subclause 5.2.5.1) Clearly indicate the li

15、mits and quantities of the appli- cable operations so that all haulage will be freehaul, or state for which of the operations overhaul will apply and give the relevant freehaul distance(s) for such operations. k) (Subclause 8.3.4) Designate the sources of imported materials. ADDITIONAL CLAUSES GENER

16、AL. Where it is necessary to amplify or otherwise to vary the terms of SABS 1200 D to render them suitable for use in projects to be carried out in par- ticular locations or under particular circumstances, include in Portion 2 of the project specification clauses dealing with matters other than thos

17、e covered by Clauses 1 and 2. (See also Subclause 1.3 of Section D of Part 3 of the code.) NORMAL PROJECTS NOTE: To meet requirements imposed by various norms of economic development, pro- jects are classified as normal, prestige, subeconomic, and labour-based projects (see Clause 4 of the Introduct

18、ion to Part 3 of the code). Classification. Where the engineer considers that the nature or size of a project 3s such that the equipment specified in Subclause 3.1.2(a)-(c) of SABS 1200 D is too large for the classification of excavated material, include in the roiect swe- . - cification a clause su

19、ch as the following: SABS 0120 : Part 2 Section D-1982 Earthworks PSD 5.1 Classification for excavation purposes (Subclause 3.1). Notwithstanding the provisions of Subclause 3.1 of SABS 1200 D, soft and hard rock excavation shall be excavation in material that can be moved efficiently by plant havin

20、g 75 % of the mass and flywheel power specified in Subclauses 3.1.2(a) and 3.1.2(c), respectively, of SABS 1200 D. Precautions Safeguarding (Subclause 5.1.1.2). In situations where the results of the engi- neers pre-tender investigations make it clear that additional lateral support will be necessar

21、y, state the problem and define its locality in the project specification. Schedule such support separately (see Subclause 8.3.7 of SABS 1200 D). Pollution of streams (Subclauses 5.1.3 and 5.1.4.2). See Subclause 1.3.6 of Section D of Part 3 of the code. Excavation of Rock by Blasting and by Non-exp

22、losive Means (Subclause 5.1.1.3). Where there are vulnerable structures near the site of exoected rock excavations. include a clause such as the following and schedule an itkm to cover payment for excavation of rock without explosives: PSD 6. PRECAUTIONS PSD 6:1 Excavation of rock by blasting and by

23、 non-explosive means (Subclause 5.1.1.3). In addition to complying with the provisions of Subclause 5.1.1.3 of SABS 1200 D, the Contractor shall record for the information of the Engineer the spacing and loading of the charge in each blast and compliance with this requirement will not relieve the Co

24、ntractor of any responsibility in terms of the said subclause. The Contractor shall not carry out blasting within 8 m of the pipeline or within 12 m of any building. (The table given below is provided only as a guide to the Contractor and the use of any of the information given in the table shall no

25、t be construed as relieving the Contractor of any of his responsibilities in terms of the contract.) Where the Contractor elects to remove rock by means other than blasting within 16 m of a large (e.g. 1 000 mm) watermain or within 24 m of any building, the Engineer will approve the applica- tion of

26、 the scheduled rate for excavation of rock without explosives. TABLE 1 - EXCAVATION BY MEANS OF EXPLOSIVES NOTE: The data in the table give the relationship between charges, distances, and type of structure, and are based on the velocity of ground vibration which should not be exceeded if damage to

27、adjacent structures is to be avoided. The information is provided as a guide for determining maximum safe charges. Its validity is depen- dent on variations in ground conditions. The data are based on the use of 60 % ammon gelignite (Ammon Gel) and on a multi-hole blasting system using 20 ms delay d

28、etonators. Charging rate, E+, kg/shot Limiting velocity, v* mm/s Distance from point of.blast to structure, m Type of structure Sturdy structures ./p ipelines Vulnerable structures (old and historic buildings) Urban and other built- up areas *The limiting velocity of the ground vibration induced by

29、the blast. +This value is the maximum permissible, based on an interval of at least 20 ms bet- ween shots. #This velocity is generally taken to be humanly perceptible. SABS 0120 : Part 2 Section D-1982 Earthworks Dealing with Saturated Conditions (Subclause 5.1.3) Insert a requirement such as the fo

30、llowing to cover drainage: PSD 6.2.1 Dealing with saturated conditions (Subclause 5.1.3). The Contractor shall provide adequate temporary drains in and around the excavations to control surface water. Such drains shall be self-draining or, alternatively, they shall lead to sumps equipped with pumps.

31、 Where the material to be excavated is such that its physical characteristics will deteriorate in proportion to the number of plant-movements to which it is sub- jected, insert a requirement such as the following: PSD 6.2.2 Minimizing plant movements. Any machine used to excavate the area shall stan

32、d on a level that is at least l m above the finished level. Where the shape and plan dimensions or the depth of the excavation are such that the requirement given in PSD 6.2.2 is impracticable, consider including the following requirement: PSD 6.2.3 Avoiding quagmire conditions. In order to prevent

33、quagmire conditions occurring in the excavations to the structures, relatively static plant such as back-actors shall be used combined with hand trimming to complete the excavation to final level. Should the Contractor allow quagmire conditions to develop, he shall, at his own expense, take such ste

34、ps to rectify the conditions as the Engineer may order. Where saturated soil conditions are expected at the footing level of any concrete structure, insert a requirement such as the following: PSD 6.2.4 Progressive blinding of floor. The Contractor shall carry out the excavations for structures in s

35、uch a manner that once a section of the bottom level is exposed, it is kept dry until the blinding layer or the floor slabs or the drains or all of these are laid. Accommodation of Traffic (Subclause 5.1.6). Give the drawing reference(s) (or spe- cify the position of each traffic sign required) as i

36、n the following example: PSD 6.3 Traffic signs for temporary deviations (Subclause 5.1.6). Drawing shows the location of each of the traffic signs scheduled and required for the deviation of street during the construction of the access tun- nel. The Contractor shall ensure that all the appropriate t

37、raffic signs are erected prior to the closing of the existing street. Disposal and Use of Material (Subclause 5.2.2.3). State, as in the following example, the manner in which the surplus material is to be disposed of: PSD 7. METHODS AND PROCEDURES PSD 7.1 Disposal of excavated material (Subclause 5

38、.2.2.3). All surplus material from bulk excavations or from excavations for concrete units and for pipework between units shall be removed from the vicinity of the units and pipework, levelled, and spread in the areas shown on the drawings and in quan- tities as directed in respect of each area. Use

39、 of Material from Rock Excavations (Subclause 5.2.3.1). Use a clause such as the following where the quantities of rock to be excavated are relatively large and the engineer wishes to use this material for fill in preference to spoiling rock and importing softer material: PSD 7.2 Rock fills (Subclau

40、se 5.2.3.1). The rock excavated from the shall be used in the portion of the fill that is more than 1 m below finished level. The rock material shall be deposited in layers of thickness at least suf- ficient to accommodate most of the rock material, provided that the thickness of the uncompacted lay

41、er does not exceed 750 mm . The rock fill shall be spread and sorted by a bulldozer of adequate size to obtain layers of uniform thickness. Oversize material (i.e. any rock having a maximum dimension exceeding 750 mm) shall be either broken down to size or, where by the nature of the material this i

42、s impracticable, dozed to the outside of the embankment and removed as spoil. After the material has been spread, the interstices shall be filled with smaller rock or fine-grained material and if, after the addition of such material, the stone layer is still too rough to roll, sufficient fine-graine

43、d material shall be added to blind the surface, or the unevennesses shall be bro- ken down by knapping. The layer shall then be watered and given 6 passes of a 6 t vibrating roller or four passes of a 10 t vibrating roller. If the “lockw or SABS 0120 : Part 2 Section D-1982 Earthworks Amendment No.

44、1 : 8 June 1988 the void in the finished layer is not to the satisfaction of the Engineer, he may order spot dumping and hand distribution of suitable fine material, and the application of further water between passes and such additional rolling as he may consider necessary for a dense stable embank

45、ment fill to be obtained. The portion of the fill between 200 mm and 1 m below the subballast level shall be constructed in layers of thickness not exceeding 300 mm before compaction. The layers shall be formed with material containing no lumps, stones, or clods that, after being broken down and com

46、pacted, have any dimension greater than 75 mm . 3.2.8 Topsoil (Subclause 5.2.4.2). Opinions differ on whether the depth of topsoil spe- clfled for relatively level areas should be 50 mm or 75 mm . Contractors in general regard 75 mm as the minimum depth that can be spread conveniently. In the case o

47、f the sides of embankments, however, there is a greater difference of opinion. Contractors consider the placing of a layer of depth less than 150 mm on a 1,5:1 or a 2:l slope to be impracticable, whereas certain authorities would like to restrict the depth to 75 mm . The Department of Environment Af

48、fairs, for instance, has experienced serious problems where the depth of topsoil has exceeded 75 mm because the roots of vegetation planted subsequently failed to penetrate through the topsoil into the subsoil of the embankment sufficiently to hold the topsoil in place. Furthermore, where embankment

49、s are high, as is frequently the case in roadworks, railway works, and dam works, attention is drawn to the practical problems (with associated costs) of placing a layer of any thickness on the side of an embankment. Consideration should be given to the adoption of the construction method required in terms of Subclause 5.2.2.4(b) of SABS 1200 DN). 3.2.9 Grassing (Subclause 5.2.4.3) 3.2.9.1 State the types of grassing that will be acceptable. 3.2.9.2 “Instant“ or “roll on“ lawns, hydro-seeding, or runners of local grass may be required or, in some areas, sour fig may be more appropriate. 3.