GEOGUIDE 1 GUIDE TO RETAINING WALL ... - HKU Libraries

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218OLegend :MinimumF t valuesCdaDip Angle of Discontinuity, Q(a) Model for Calculating Rock SocketCapacity Against Planar DiscontinuitycontrolledFailure(b) Variation of Rock SocketCapacity with Dip Angle ofDiscontinuityM * F, z1F! - V(full equilibrium)(c) Forces Acting in Rock SocketBq uM( simplified)F, - V - F t (2/d t )Fi-Vd r s dt(d) Design EquationsLegend :F,,F 2M,VP p ,X pR,R,W,,W 2Notes :Reactions at the top and bottom portions of the rock socket respectivelyBending moment and shear force respectively at the top of rock socketPassive forces acting on the vertical boundaries AE and CDReactions acting on the presumed rock wedgeWeight of soil in ACDE and weight of rock in AOC respectivelyMobilised angles of wall friction in soil and in rock respectivelyAngle of shearing resistance of the presumed discontinuity OC(1) If point A is below the point of zero shear, then the direction of V reverses.(2) For cantilevered sheet retaining walls, M, V, FI and F 2 and R should be calculated perunit width of the wall,(3) For a wall composed of vertical members of width D at a spacing S, the values of M andV to be used in the above equations should be calculated based on active and passiveearth pressures acting over a width equal to S, An exception to this is where S > 3D, inwhich case the contribution from the earth pressures below excavation level should bebased on an effective width of 3D only. The values of R, and hence F,, may be basedon a width equal to S. However, F 2 should always be based on a width equal to D only,i.e. q u should be multiplied by D.(4) The possibility of excavation in front of the wall should be allowed for in evaluatingpassive resistance.(5) Where the depth of soil cover in the passive zone is large, the calculated d, value can benegative. For such cases, reference should be made to Figure 53.Figure 54 - Design of Rock Socket Against Planar Discontinuity-controlled Failure
219(a) WinklerModelIIRI(b) Initial Pressure Distribution to be Used in AnalysisReactive pressures due tospring forces in WinklerModeltc) Final Pressure Distribution Obtained from AnalysisLegend :p ap fp 0> ipo fp pNote :Active earth pressuresFinal earth pressures'At-rest' pressures prior to bulk excavationLocked-in horizontal stresses after bulk excavation but prior to any wallmovementPassive earth pressuresReference should be made to Sections 6.9, II.2A and 1L2.5 for furtherguidance on the analytical procedure. Notes (2) and (3) of Figure 50 arealso relevant.Figure 55 - Winkler Model and Pressure Distribution for Soil-structureInteraction Analysis of Cantilevered Retaining Walls
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THE OF KONGLIBRARIESHong Collection
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© Hong Kong GovernmentFirst publis
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CONTENTSTITLE PAGE 1PageNo.FOREWORD
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5. GEOTECHNICAL PARAMETERS 37PageNo
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PageNo.7.3 ASSESSMENT OF EFFECTS OF
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1111. CANTILEVERED RETAINING WALLS
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131. INTRODUCTION1.1 PURPOSE AND SC
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15invaluable in the design of retai
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18(a) Ultimate limit state - a stat
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20durability of the wall during its
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22specified to check the design ass
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24Where geotextile filters are inte
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27deterioration. In such cases, sur
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294. VERIFICATION OF SAFETY AND SER
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314.3.2 Design Calculation ModelsA
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33(d) inaccurate assessments of loa
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35(b) The range of possible behavio
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375. GEOTECHNICAL PARAMETERS5.1 GEN
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39parameters and an explanation of
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415.5 SOIL SHEAR STRENGTH PARAMETER
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435.5.4 Soils Derived from Insitu R
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45strengths, laboratory tests are s
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47tloading tests, pile tests and pu
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490.64(y-/d) + 0.017forloosesand^ =
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525.8.2 Shear Strength of Rock Join
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54It should be noted that use of th
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565.11.3 Wall Friction for Passive
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596.6.1 GENERALThe lateral pressure
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61without propping. The earth press
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63where OCR = overconsolidation rat
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65impermeable, this water may not d
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67The trial wedge method is rather
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69The compaction-induced earth pres
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717. EFFECTS OF SURCHARGE AND SEISM
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73or the presence of lateral suppor
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75strength degrades under seismic e
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78requirement to achieve accurate p
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80inclined drain system, no positiv
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82These should be connected to suit
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84The purpose of the segregation cr
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86for loose sands. In order to cate
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which cover the various wall types.
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909.2.4 Design Against Serviceabili
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92fill to insitu ground.BS 8007 (BS
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94considered as gravity retaining w
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969.4.6 AestheticsThe guidance on a
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989.5.3 Materials(1) Gabion Materia
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100mesh is sufficiently rigid to su
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102The wall stem and base slab of a
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10511. CANTILEVERED RETAINING WALLS
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107should be considered in the desi
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109which case the requirement to li
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Illof classical theories for calcul
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113behind caissons to reduce the ef
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11511.3.6 AestheticsA retaining wal
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118(e) assessing the safety of temp
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12012.4 MONITORING12.4.1 Assessment
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122conditions. Changes in values be
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124record sheet is given in Figure
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126Broms, B.B. & Ingleson, I. (1971
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128Fredlund, D.G. & Khran, J. (1977
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130pp 265-283.Ingold, T.S. (19795).
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132Potts, D.M. & Burland, J.B. (198
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135TABLES
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138TableNo.PageNo.14 Suggested Maxi
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140Table 2 - Recommended Minimum Fr
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142Table 4 - Grading and Plasticity
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144Table 6 - Minimum Partial Load F
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146Table 9 - Typical Ranges of Valu
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148Table 13 - Typical Ranges of Val
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150Table 15 - Suggested Maximum Val
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152TTable 17 - Design Criteria for
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154Table 19 - Geotextile Filter Cri
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Table 21 - Classes of Geotechnical
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158Table 23 - Typical Working Accur
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160Table 25 - Suggested Frequencies
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163LIST OF FIGURESFigureNo.p ageNo.
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165No.p ageNo.30 Evaluation of Wate
Page 169 and 170: I 113*50'EGUANGDONG SHENGKat O Chau
Page 171 and 172: 1690)(ftCD u.-4-jCOo(DJICOFailure e
Page 173 and 174: 171T t Largest relevant stress rang
Page 175: 1735045353025,20 40D r60 80 100t f=
Page 178 and 179: 176100S 80enC.f\jams § Sis §J1I1
Page 180 and 181: 178O.OI 0 0.01 0.02 0.03 0.04 0.05
Page 182 and 183: 180* IIII• IISoil Zones Near a Ca
Page 184 and 185: 182Surcharge, quumimmmi uO o'j}) NH
Page 186 and 187: 184Of3Ul01COfOOOFailure surfaceLoga
Page 188 and 189: 186o£CODTJ15U13121110l~ r PCurves
Page 190 and 191: 188Plane on whichactive force iscal
Page 192 and 193: 1902HC.G. of wedge ABAFailure plane
Page 194 and 195: 192Locus of P pa] Resultant Force L
Page 196 and 197: 194Uniformly-distributed surcharge-
Page 198 and 199: 196r— Potential failure surfaceDr
Page 200 and 201: 198(a) Gravity Retaining WallNote :
Page 202 and 203: 200Infiltration \ \ \ \ \ \(a) Homo
Page 204 and 205: 202CL-Legend :Loose sandDense sandF
Page 206 and 207: 204a) Loss of Overall Stability(b)
Page 208 and 209: 206(a) Active Earth Pressure for Pa
Page 210 and 211: 208(a) Mechanism 1 : Sliding AlongH
Page 212 and 213: 210Concrete baseConcrete base(a) Ty
Page 214 and 215: 212(a) L-shaped CantileverRetaining
Page 216 and 217: 214\ \\\\1 \ \\j 0(a) Deflected Sha
Page 218 and 219: 216(a) Idealised PressureDistributi
Page 222 and 223: 220Continuous rock joint atthe base
Page 224 and 225: 222Location of Retaining Wall :Reta
Page 227: 225CONTENTSPageNo.TITLE PAGE 223CON
Page 230 and 231: 228should be satisfied for all ulti
Page 232 and 233: 230For intermediate groundwater lev
Page 234 and 235: 232advantages and economy can resul
Page 236 and 237: 234wall. Limit equilibrium methods
Page 239: 237LIST OF FIGURESFigureNo.PageNo.A
Page 242 and 243: 240* - -T7 = c'N.s e U«c + 0.5 Y '
Page 244 and 245: 242(a) Foundation at a Distance of
Page 247 and 248: 245GLOSSARY OF SYMBOLSAA 1cross-sec
Page 249 and 250: 247ff mG sa coefficient used in cal
Page 251 and 252: 249m ia coefficient used in calcula
Page 253 and 254: 251q cqdqfq n 'q uq u ituniaxial co
Page 255 and 256: 253 a ai> etc. angles at which pote
Page 257: 255GLOSSARY OF TERMS
Page 260 and 261: 258Residual soil. Soil derived from
Page 262 and 263: 260(Superseded by GEO Report No. 9)
Page 264 and 265: 262Report on the Rainstorm of Augus
Page 266 and 267: 264Sheung Shui : Solid and Superfic
Page 268 and 269: 266Muk Kiu Tau : Solid Geology (1:5
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. u
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