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-10-The state of existing fill slopes should established by insitudensity testing in trial pits* in conjunction with GCO probe (ModifiedMackintosh probe) testings to eatablish the insitu dry density and aeral extentof the loose fill. Where appropriate, remedial measures should be carried outto ensure that failure of the fill slope cannot occur by liquefaction.
"11-2SOIL2.1 GEWERALFor all walls higher than 5 metres, especially those with slopingbackfill, the soil properties of the natural ground and backfill should beestimated in advance of design from tests on samples of the materials involved*In addition, special attention should be paid to the determination of groundwater levels, particularly with respect to maximum probable values.For less important walls, an estimation of the soil propertiesmay be made from previous tests on similar materials, A careful visualexamination of the materials, particularly that at the proposed foundation level,should be made and index tests carried out to ensure that the assumed materialtype is correct.2.2 SELECTION AMP USE OF BACKFILLThe ideal backfill for a minimum section wall is a free draininggranular material of high shearing strength. However, the final choice ofmaterial should be based on the costs and availability of such materialsbalanced against the cost of more expensive walls*In general, the use of fine-grained clayey backfills is not recommended.Clays are subject to seasonal variations in moisture content and consequentswelling and shrinkage. This- effect may lead to an increase in pressure againsta wall when these soils are used as backfill. Due to consolidation, longterm settlement problems are considerably greater than with cohesionlessmaterials.For cohesive backfills, special attention must be paid to theprovision of drainage to prevent the build-up of water pressure. Free drainingcohesionless materials may not require the same amount of attention in thisrespect. They may still require protection by properly designed filter layers.
Page 2 and 3: UNIVERSITY OF HONG KONGLIBRARYHong
Page 4 and 5: Reprography by the Government Print
Page 7 and 8: CONTENTSPage NoFOREWORDCHAPTER 1 :
Page 9 and 10: - 5-Page NoCHAPTER/ : SHEET RETAINI
Page 11 and 12: - 7-1INDUCTION1.1 SCOPE Of THIS VES
Page 13: -9 -In general, the resulting desig
Page 17 and 18: - 13 -2.3 UWIT WEIGHTThe unit weigh
Page 19 and 20: -15-S - c 1 + a s tan 0 f . (2)wher
Page 21 and 22: - 17-The effect of wall friction on
Page 23: - 19-Procedures for determination o
Page 26 and 27: -22-Table 3Wall Displacements Requi
Page 28 and 29: -24 -Passive calculations using Ran
Page 30 and 31: -26 -Vertical tension cracks will d
Page 32 and 33: -28-3.8 INFLUENCE OF GEOMETRICAL SH
Page 34 and 35: -30-(8)The depth 9 h c » below whi
Page 36 and 37: -32 -4.2 LIWE LOADSWhere there is a
Page 38 and 39: 5.2 EFFECT Of WATER ON EARTH PRESSU
Page 40 and 41: -36-The rate of seepage into the dr
Page 42 and 43: -38-Table 5Filter Criteria to be Us
Page 44 and 45: 5.5 CONTROL Of GROUMDWATERGroundwat
Page 46 and 47: -02-If the passive resistance of th
Page 48 and 49: 6.3*2 factor oi Sa{&tt/ agcumtThere
Page 50 and 51: Other factors which may influence t
Page 52 and 53: -08-6.6 FOUNDATIONS CONSTRUCTED ON
Page 55 and 56: - 51 -CHAPTER 7SHEET RETAINING STRU
Page 57 and 58: -55-The factor of safety with respe
Page 59: -55simulates the field construction
Page 62 and 63: - 58 -Table 7 Minimum Specification
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- 60 -9.2 VESIGNThe general design
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-63-CHAPTER 10SBTLeeirs ADJACENT TO
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-65-(b)Settlements resulting from d
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- 68 -11.3 TOE PESIGNShear in a toe
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-70-provide adequate anchorage betw
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- 72 -ultimate capacity 9 and at a
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Above 0.5% of steel, they proposed
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-76-(b)(c)(d)(e)(f)Specify that the
Page 82 and 83:
-78-Danish Geotechnical Institute (
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NAVFAC (1971), Design Manual - Soil
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APPENDIX ASYFBOLAA!AS* A s l, A S 2
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-85-point loadintensity of load on
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-87-LIST OFBTable.Indicative propor
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21 in 13122 for 13323 1975) 13524 1
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UJctGOLUOfCLX I—ITUJsuooLLLL81086
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- 97-REDUCTION FACTOR, R 9OF Kp FOR
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- 101 -FORCE POLYGONACTIVE ( FULL L
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-105-mAs\/ TRIALWEDGE1T U YERRW, /
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-109-PROCEDUREDraw a line from the
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-113 -SURCHARGEPRESSURE-SURFACETRIA
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-117-qs57kM/n»1111•o05'IH132JQci
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- 121 -uniform. surchargeI—- virt
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-125-Note :For ease of construction
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-129-occLUiZ68.1 234681 234 6810 23
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- 133-WMLTYPELOAD DIAGRAMSTABILITY
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-137 -STRUTSCX25H0.75 HWHEREk - iKQ
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.NOTES1. Crib wall units to be Infi
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- 1/6-Distance from Excav.Max. Dept
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-149-TOEEFFECT ON HEELThe toe suppo
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-153 -MMa) UNSATISFACTORY DETAIL b)
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