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

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186o£CODTJ15U13121110l~ r PCurves shown are for -jr = -11109Example :980r35°; a =-10°; -4= -0.68Q.:*:7K p for -| of-1 = 13.6Reduction factor R d = 0.757K p for I of-0.6 =R d xK p (for|of-1Oi4-a.= 0.trt(AO0.Ca;'u*»-**-01o0.81020 30 40Angle of Shearing Resistance, 0 (degrees)0.845Note : Figure based on NAVFAC (1982b) and Caquot & Kerisel (1948).Figure 20 - Passive Earth Pressure Coefficients for a SlopingWall Retaining Horizontal Ground
187Plane on whichactive forceis calculatedPROCEDURE:(b) Force Polygon forTypical WedpeIc) Combination of ForcePolygons to ObtainMaximum P n1. Divide the ground into a series of wedges by selecting potential planar failure surfaces 1, 2, 3, 4etc.2. Evaluate the weight W and the resultant forces due to water pressure U 1 and U 2 acting on eachwedge AB1, AB2 etc.3. Construct the force polygon for each wedge, taking into account the line of action offerees P andR ; the direction of these forces for both the active and passive cases is shown in (a) above forwedge AB2, The water forces act in a direction normal to the respective surfaces.4. Combine all the force polygons to obtain the limiting resultant force required. For the passivecase, the minimum value o: Pp is obtained by interpolating between the values from the forcepolygons constructed.Notes : (1) Figure based on New Zealand Ministry of Works and Development (1973).(2) The trial wedge method makes the same assumption of planar failure surface as theCoulomb theory. There are limitations in the use of the method for the evaluation ofpassive earth pressures (see Section 6.6). Care should be taken in selecting the value of 8for design (seelSection 6.5.4).(3) The point of application of the resultant active force and the earth pressure distribution onplane AB may be determined using the methods illustrated in Figures 24 and 25respectively.Figure 21 - Illustration of the Trial Wedge Method with HydrostaticPressure for a Soil Modelled as a c f =0 Material
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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
Page 137: 135TABLES
Page 140 and 141: 138TableNo.PageNo.14 Suggested Maxi
Page 142 and 143: 140Table 2 - Recommended Minimum Fr
Page 144 and 145: 142Table 4 - Grading and Plasticity
Page 146 and 147: 144Table 6 - Minimum Partial Load F
Page 148 and 149: 146Table 9 - Typical Ranges of Valu
Page 150 and 151: 148Table 13 - Typical Ranges of Val
Page 152 and 153: 150Table 15 - Suggested Maximum Val
Page 154 and 155: 152TTable 17 - Design Criteria for
Page 156 and 157: 154Table 19 - Geotextile Filter Cri
Page 158 and 159: Table 21 - Classes of Geotechnical
Page 160 and 161: 158Table 23 - Typical Working Accur
Page 162 and 163: 160Table 25 - Suggested Frequencies
Page 165 and 166: 163LIST OF FIGURESFigureNo.p ageNo.
Page 167 and 168: 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 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 220 and 221: 218OLegend :MinimumF t valuesCdaDip
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
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237LIST OF FIGURESFigureNo.PageNo.A
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240* - -T7 = c'N.s e U«c + 0.5 Y '
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242(a) Foundation at a Distance of
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245GLOSSARY OF SYMBOLSAA 1cross-sec
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247ff mG sa coefficient used in cal
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249m ia coefficient used in calcula
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251q cqdqfq n 'q uq u ituniaxial co
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253 a ai> etc. angles at which pote
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255GLOSSARY OF TERMS
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258Residual soil. Soil derived from
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260(Superseded by GEO Report No. 9)
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262Report on the Rainstorm of Augus
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264Sheung Shui : Solid and Superfic
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266Muk Kiu Tau : Solid Geology (1:5
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. u
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