PORT WORKS DESIGN MANUAL PART 3 Guide To - The University ...

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12the investigations may need to cover potential sources of fill materials. In-situ andlaboratory testing of soil samples from within the proposed reclamation area should becarried out to determine the strength, settlement and permeability characteristics of theunderlying soils. Details of site investigation and soil testing are covered in Geoguide 2(GCO, 1987) and Chapter 4 of Part 1 of the Manual2.4 LayoutThe layout of a reclamation project will largely be governed by town planning considerations.The major factors restricting the extent of reclamation will be the water depth, the need tomaintain fairways, moorings and other marine traffic channels and clearances to the approvalof the Director of Marine, and the environmental implications.The effect of a proposed reclamation on the hydraulic regime must be considered.Investigations should include hydraulic study of the currents, waves and sediment transport,environmental impact assessment and marine traffic impact assessment to ensure that thereare no unacceptable effects with respect to:• Change in normal and extreme wave climates.• Tidal flushing and water quality.• Ecology.® Siltation and seabed scour.^ Shoreline stability of existing beaches.• Navigation of large and small vessels.® Operation of piers, wharves and cargo-handling areas.» Flooding due to tides combined with storm surge.The effects of reclamation on water flow in general, and currents, waves, storm surgecharacteristics and sediment transport conditions at and along the shoreline in particular, cancover a far more extensive area than the area immediately adjacent to the reclamation itself.The detailed investigations should take this into account.The effect of the reclamation on the groundwater regime should also be investigated.Marine-frontage related uses, such as piers, wharves, cargo handling areas, seawater intakes,stormwater and sewerage outfalls, need to be identified at an early stage.The proposed
13locations of such structures, areas and facilities will need to be known, at least in generalterms, prior to the detailed investigations referred to above.Locations of roads, bridges, railways, buildings, major stormwater culverts and sewers, andtheir respective tolerance of settlement will influence the choice of fill to be used in differentareas of the reclamation and the proposed reclamation method. Where possible, reclamationshould be designed for full flexibility of land use (see Section 2.2).A check should also be made to see if there will be any archaeological impact due to thereclamation.2.5 Formation LevelBefore deciding on the formation level for a reclamation project, the following aspects shouldbe considered:• Availability and cost of fill.® Urgency of the land development.• Existing ground, road and drain levels of adjacent developments.• Residual settlement of the fill and underlying marine and alluvial soils.• Type of seawall and the extent of wave overtopping expected.• Normal and extreme water levels due to tides combined with storm surge.® Proposed land use of the reclamation and the sea frontage.• Possible long-term increase in mean sea level.It is relatively easy in most cases to ensure that the seawall cope level and reclamation levelare higher than the extreme still water level corresponding to a return period of 100 years, oreven 200 years where flooding would cause substantial loss of life and damage to property.However, it is not practical to design a seawall, even with the addition of a wave wall, toeffectively prevent overtopping from waves during extreme events. A certain degree ofovertopping, particularly with vertical-face seawalls, is to be expected, and the drainageimmediately behind the seawall must be designed to accommodate this if major flooding is tobe avoided. Although wave walls can help to control or reduce extensive overtopping,careful detailing is required at discontinuities such as piers, wharves, pumphouses andlanding steps to avoid significant overtopping through these areas.In view of the above factors, all reclamations should be considered individually. The
Page 3 and 4: PORT WORKS DESIGN MANUALPART 3Guide
Page 5 and 6: FOREWORDThe Port Works Design Manua
Page 7 and 8: CONTENTSTITLE PAGE - !FOREWORD 3CON
Page 9: PageNo.5.3.3 Verification of Settle
Page 12 and 13: 101.2 Definition, Symbols and Refer
Page 16 and 17: 14consequences of adopting a partic
Page 18 and 19: 16(3) Installation of vertical drai
Page 20 and 21: 18The remaining layer of marine or
Page 22 and 23: 20• The rate of supply of public
Page 24 and 25: 22the shortage of public filling ca
Page 26 and 27: 24Considerations when planning the
Page 28 and 29: 262.10 Environmental ImpactsAll rec
Page 31 and 32: 293.3.1 GeneralThe reclamation sequ
Page 33 and 34: 31requires checking of the equilibr
Page 35 and 36: 33(2) Detailed Stability AnalysisTh
Page 37 and 38: 3.4 WorksIf, despite all the precau
Page 39 and 40: 374.4.1 GeneralThis chapter discuss
Page 41 and 42: 3943.2 due toThe ultimate primary c
Page 43 and 44: 41where S pt(residml) = Residual se
Page 45 and 46: Design of surcharge preloading gene
Page 47 and 48: 45H = Fill thickness.a = Logarithmi
Page 49: 47The calculation of residual settl
Page 52 and 53: 50For monitoring of pore pressure d
Page 54 and 55: 525.3.2 of FillThis section discuss
Page 56 and 57: 54the availability of frequent moni
Page 58 and 59: 56reduce settlement problems. Howev
Page 61 and 62: 59REFERENCESAsaoka, A (1978). Obser
Page 63: 61FIGURES
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65(1) Geotextile-\I,- i i i i i , ,
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67Figure 5 - Method of Calculation
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69timet + 120Piezometer installed a
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71Slope >1Required pause in fill pl
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73APPENDIX APREFABRICATED BAND DRAI
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76List of ASTMD4491-92: Standard Te
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79CONTENTSTITLE PAGE 77CONTENTS 79B
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82t = Time from load application.c
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84Hansbo, S. (1981).Consolidation o
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87CONTENTSTITLE PAGE 85CONTENTS 87C
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89C OF BY ASAOKA'S METHODC.IGeneral
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91OFFigureNo.PageNo.C1 Asaoka's Gra
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94SiFinal settlementPlacement of. a
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97CONTENTSTITLE PAGE 95CONTENTS 97D
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1000.3(8.9)(3 2 )(1. 2) - 2.8836L e
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102Vertical drains dataTypeSpacingP
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104The final primary consolidation
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106The initial effective stress at
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108Table D2.6m0123M0.5711.5712.5713
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110Effective stress increment at en
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112(3) Settlement due to secondary
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114The value ofF(n) in Example D.2
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116
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118CD~5COCOCDCLCD20 -14.9Required p
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120
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122state value.Mud wave. Excessive
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124
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126dd'D ree 0e maxe minFHI pK aLeng
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128
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X1S1SD112HK 627.5 P83Port works des
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