settlement_of_shallow_foundations_on_granular_soils (Lutenegger ang DeGroot)

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1,0 r--------------------,~0.8'0::: ~0t; 0,6 ~<(LLf-z 0,4w~w_J~0,2w(/)00,11lp = 32°Ko•0.5A·ODIMENSIONLESSK!OC)/ K (NC) = 124a' v10IaHCOEFFICIENT a100Figure 4.18 Papadopoulos (1992) Settlement Factor.35
4.8 Wahls and Gupta (1994)A method based principally on elastic stress-strain theory and designed for use with soil datafrom the SPT was recently presented by Wahls and Gupta (1994). Settlement is calculated from:nS = L (Llliz AZ);i=1[ 4.34]where:s = settlementf>Ez = vertical strain in an element at depth Zf>Z = sub layer thicknessThe compressible zone of soil is subdivided into a number of sub layers and the strain in each layeris calculated from:where:q = applied foundation stressI, = a strain influence factorEw =modulus coefficienta'm = mean stress[ 4.35]The use of five sublayers of equal thickness is recommended by Wahls and Gupta (1994) for thismethod. The maximum zone of influence was taken as 2B for LIB ,;; 3 and 4B for LIB > 3. If thelayer does not extend to the maximum depth of influence, the total thickness of the layer is used.The strain influence factor, I, is a function of the applied stress, foundation geometry andPoisson's ratio. For Poisson's ratio equal to 1/3 (assumed by Wahls and Gupta (1994) as reasonable),the value ofl, is given as:I, = 4 (Iz - I,.,)/3 [4.36]where:Iz and Im are stress influence factors given as:36
Page 1 and 2: SETTLEMENT OF SHALLOW FOUNDATIONSON
Page 3 and 4: ACKNOWLEDGEMENTSThis study was fund
Page 5 and 6: 5.2.6 Alpan (1964) ................
Page 7 and 8: LIST OF TABLESTable 2.1 Previous In
Page 9 and 10: Figure 5.9 Schultze and Sherif(l973
Page 11 and 12: Figure B.8 Updated Douglas Chart (O
Page 13 and 14: 2.0 BACKGROUND - SETTLEMENT OF SHAL
Page 15 and 16: HORIZONTAL DISPLACEMENT, mm10. 0Not
Page 17 and 18: 3.1 Introduction3.0 DESIGN APPROACH
Page 19 and 20: 4.0 ELASTIC SOLUTIONS FOR ESTIMATIN
Page 21 and 22: "o2.8-2.4t2.01.61.2(a)iII-~10520.80
Page 23 and 24: - 0 2:::::>0a::- (!)-Q.1.5 H.......
Page 25 and 26: 2.52.0fl-1 1.5Figure 4.5 Janbu et a
Page 27 and 28: thus underestimate settlement. A co
Page 29 and 30: 1.00.9 ~--~~~ ~t::$:::"--+-----+---
Page 31 and 32: 1.0~'-o0.90.80.70.60.5~~~-BURLAND\~
Page 33 and 34: settlement of each layer. The layer
Page 35 and 36: ifa.=JO" S=Q867xplbxC 80 02 .Cs04 0
Page 37 and 38: 0. I 00. 150.20m'-.NJ:>-~w0w>....<-
Page 39 and 40: I2IIfvEDG~- ~,..=.33~vc/-""CENTERJL
Page 41 and 42: " ~...,I...,"~~....."'w 0-~'z z1.0~
Page 43 and 44: 2 - Compute the settlement of one c
Page 45: s = settlementq = foundation stress
Page 49 and 50: Corrections to the SPT blowcount sh
Page 51 and 52: 4.9.1 Standard Penetration TestNume
Page 53 and 54: there are several techniques that h
Page 55 and 56: Overconsolidation ratio, OCRFigure
Page 57 and 58: Table 4.3 Soil Modulus from Standar
Page 59 and 60: Table 4.5 Soil Modulus from Cone Pe
Page 61 and 62: Table 4.5 Cont'dReference Relations
Page 63 and 64: Table 4.6 Other Expressions for Soi
Page 65 and 66: Table 5.1 Methods to Evaluate Settl
Page 67 and 68: 19. Stroud (1989)20. Berardi eta!.
Page 69 and 70: -100.-----~-----------------,~-----
Page 71 and 72: the compression of the layer is cal
Page 73 and 74: 20 40 60 dO 100Std. Penetration Res
Page 75 and 76: 40 60 80 100RELATIVE DENSITY, PER C
Page 77 and 78: VIa..LLI0::JVIS P T- NUMBERS OF BLO
Page 79 and 80: Alp an suggested that the correctio
Page 81 and 82: y = soil total unit weightCw = wate
Page 83 and 84: 1000~-------r----~~--------~-------
Page 85 and 86: 00 0·5 1·0 1·5·Ye2•0Figure 5,
Page 87 and 88: s M~87 !1•D.U/B)p~<=::!::':'"'e11
Page 89 and 90: N = uncorrected blowcountC, = embed
Page 91 and 92: I 2 3UNCONFINED COMPRESSIVE STRENGT
Page 93 and 94: ~-~LU-LU~ eJ:.:t::\:!W~~k-----4----
Page 95 and 96: 5.2.19 Stroud (1989)Stroud (1989) s
Page 97 and 98:
'E-z~161412 J-100WIZI.D8 J-4 J- 1jz
Page 99 and 100:
N)'Nq140 IIIN'YINcIIII20 80 I/N'Y 1
Page 101 and 102:
The soil stiffness is evaluated usi
Page 103 and 104:
1 •••. ... .,1-: •. .......
Page 105 and 106:
5.2.21 Anagnostopoulos eta!. (1991)
Page 107 and 108:
Ll.p' = (2P cos 6 8)/rcz 2 [5.91]Ad
Page 109 and 110:
0~·Illso ·~100 II~\~ 0••100 "
Page 111 and 112:
5.3.5 Schmertmann (1970)In what may
Page 113 and 114:
4.- Use Equation 5.95 to calculate
Page 115 and 116:
Soil Type.QJNsandy silt 2.5sand & g
Page 117 and 118:
IOr---.----,,---,---,,,---,---,----
Page 119 and 120:
Table 5.5 Influence Factors for Ber
Page 121 and 122:
Table 5.6 Reported Use ofPressureme
Page 123 and 124:
q' =net footing pressureB = footing
Page 125 and 126:
In order to recognize the strain ar
Page 127 and 128:
For different soils Menard suggeste
Page 129 and 130:
5.5 Dilatometer TestMarchetti (1980
Page 131 and 132:
Method B - Special MethodThis metho
Page 133 and 134:
OCR= [K(OC)/(1-sin ~ )](1 10·' sin
Page 135 and 136:
Figure 5.29 Settlement Ratio as a f
Page 137 and 138:
5.6.2 Barata (1973)B arata also poi
Page 139 and 140:
6"';_;51 v = o , 1~ c~ 4 o/:;0-~ "'
Page 141 and 142:
and circular foundation; 4B for str
Page 143 and 144:
~N~~~~~~"' ~0.~100 1.0ii..., c. 10
Page 145 and 146:
Table 5.9 Comparison of Settlement
Page 147 and 148:
6.0 ALLOWABLE BEARING CAPACITY CHAR
Page 149 and 150:
5lr)lr.tl\)J~2~'§ I~t--·/_'f()()/
Page 151 and 152:
7\~' "'--O&nseVery Dense..___ N=5o-
Page 153 and 154:
also noted that "If the pressure co
Page 155 and 156:
6;:.:5~4~~ 3'~~ 2~~tl. I~~',I) 0(c!
Page 157 and 158:
capacity is reduced, the allowable
Page 159 and 160:
6.6 Sowers (1962)Sowers (1962) in L
Page 161 and 162:
301-E~. (2-1 1 9)251-201-l\1050~1-"
Page 163 and 164:
800700~- N'qo- 0.05 qo OOB 8~0_!:!.
Page 165 and 166:
It was stated by Mohan et al. (1971
Page 167 and 168:
1 4f--u.-(")1 2C IIVl'->- 1 0z!;;au
Page 169 and 170:
600(a) D/B = 1 (b) D/B = 0.5 (c) D/
Page 171 and 172:
6050z~- 40c:~0u~ 30/v----/0~ 20 ".0
Page 173 and 174:
250----200 ,........15010050•/...
Page 175 and 176:
q. = NJO.Ol2B (kN/m 2 ) [6.27)Equat
Page 177 and 178:
fl(m)6 600~N.:::~~"2 ~~M"5 500-~~4
Page 179 and 180:
0 2 4B,FT10 12Qo =ALLOWABLE BEARING
Page 181 and 182:
0 0 010c"' E~-V> "' 8.£~0-V>drr!'?
Page 183 and 184:
Table 6.2 (continuted)Method lxlm 1
Page 185 and 186:
7.0 LOAD-SETTLEMENT BEHAVIOR OF SPR
Page 187 and 188:
The value of Q/Q, 1 , is essentiall
Page 189 and 190:
Figure 7.3 Nondimensional Load-Sett
Page 191 and 192:
120~-------------------------------
Page 193 and 194:
z00 0.7:5w 0.6f- <t~ 0.5~:::J 0.4--
Page 195 and 196:
qb(s/0=5%)0.5 1.0 150~6-....2"~zUJ
Page 197 and 198:
tDr= 59%q'YB0 20 40 6040 t,-Dr= 47%
Page 199 and 200:
The bearing capacity factors are a
Page 201 and 202:
7.3 Review of Load TestsInitially,
Page 203 and 204:
Table 7.2 Normalized Load-Settlemen
Page 205 and 206:
Table 7.3 Normalized Load - Settlem
Page 207 and 208:
Table 7.4 Normalized Load- Settleme
Page 209 and 210:
0.9* •+.•t * ' '........... ,
Page 211 and 212:
1.0'I' i 'I' i0.9~"' i "'v :'I' "'
Page 213 and 214:
8.0 SETTLEMENTS FROM CYCLIC LOADING
Page 215 and 216:
9.0 RECOMMENDATIONSBased on the res
Page 217 and 218:
4- Martin (1987) Method (PMT)5- Par
Page 219 and 220:
Berardi, R., Jamiolkowski, M., and
Page 221 and 222:
Engineering." Proceedings of the 2n
Page 223 and 224:
Garga, V.K., and Quin, J.T., 1974.
Page 225 and 226:
Kovacs, W.D., Evans, J.C. and Griff
Page 227 and 228:
Meigh, A.C., 1963. "Discussion on S
Page 229 and 230:
Parry, R.H.G., 1978. "Estimating Fo
Page 231 and 232:
Schultze, E. and Sherif, G., 1973.
Page 233:
Tucker, K.D., 1987. "Uplift Behavio
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