settlement_of_shallow_foundations_on_granular_soils (Lutenegger ang DeGroot)

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KEN, (blows/fool)0 10 20 30 40 50 6012001000I s,/B- 0.1% I800 •••600 •• • •• •400•200o~~~~~~L-~-L~~~0 20 40 00 00 100DR(%)Figure 5.16 Berardi et al. (1991) Modulus Number.91
1 •••. ... .,1-: •. ....... ~ .... ~ ...-• a..:::.._'-~ ••~: :· .~ '· ............._ ~~-·. .~ '{·~~.·~· . .·~•. ·:---....\12Figure 5.17 Berardi et al. (1991) Modulus Reduction.92
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SETTLEMENT OF SHALLOW FOUNDATIONSON
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ACKNOWLEDGEMENTSThis study was fund
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5.2.6 Alpan (1964) ................
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LIST OF TABLESTable 2.1 Previous In
Page 9 and 10:
Figure 5.9 Schultze and Sherif(l973
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Figure B.8 Updated Douglas Chart (O
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2.0 BACKGROUND - SETTLEMENT OF SHAL
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HORIZONTAL DISPLACEMENT, mm10. 0Not
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3.1 Introduction3.0 DESIGN APPROACH
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4.0 ELASTIC SOLUTIONS FOR ESTIMATIN
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"o2.8-2.4t2.01.61.2(a)iII-~10520.80
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- 0 2:::::>0a::- (!)-Q.1.5 H.......
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2.52.0fl-1 1.5Figure 4.5 Janbu et a
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thus underestimate settlement. A co
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1.00.9 ~--~~~ ~t::$:::"--+-----+---
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1.0~'-o0.90.80.70.60.5~~~-BURLAND\~
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settlement of each layer. The layer
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ifa.=JO" S=Q867xplbxC 80 02 .Cs04 0
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0. I 00. 150.20m'-.NJ:>-~w0w>....<-
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I2IIfvEDG~- ~,..=.33~vc/-""CENTERJL
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" ~...,I...,"~~....."'w 0-~'z z1.0~
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2 - Compute the settlement of one c
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s = settlementq = foundation stress
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4.8 Wahls and Gupta (1994)A method
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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: The soil stiffness is evaluated usi
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-
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also noted that "If the pressure co
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6;:.:5~4~~ 3'~~ 2~~tl. I~~',I) 0(c!
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capacity is reduced, the allowable
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6.6 Sowers (1962)Sowers (1962) in L
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301-E~. (2-1 1 9)251-201-l\1050~1-"
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800700~- N'qo- 0.05 qo OOB 8~0_!:!.
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It was stated by Mohan et al. (1971
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1 4f--u.-(")1 2C IIVl'->- 1 0z!;;au
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600(a) D/B = 1 (b) D/B = 0.5 (c) D/
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6050z~- 40c:~0u~ 30/v----/0~ 20 ".0
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250----200 ,........15010050•/...
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q. = NJO.Ol2B (kN/m 2 ) [6.27)Equat
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fl(m)6 600~N.:::~~"2 ~~M"5 500-~~4
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0 2 4B,FT10 12Qo =ALLOWABLE BEARING
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0 0 010c"' E~-V> "' 8.£~0-V>drr!'?
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Table 6.2 (continuted)Method lxlm 1
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7.0 LOAD-SETTLEMENT BEHAVIOR OF SPR
Page 187 and 188:
The value of Q/Q, 1 , is essentiall
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Figure 7.3 Nondimensional Load-Sett
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120~-------------------------------
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z00 0.7:5w 0.6f- <t~ 0.5~:::J 0.4--
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qb(s/0=5%)0.5 1.0 150~6-....2"~zUJ
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tDr= 59%q'YB0 20 40 6040 t,-Dr= 47%
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The bearing capacity factors are a
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7.3 Review of Load TestsInitially,
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Table 7.2 Normalized Load-Settlemen
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Table 7.3 Normalized Load - Settlem
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Table 7.4 Normalized Load- Settleme
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0.9* •+.•t * ' '........... ,
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1.0'I' i 'I' i0.9~"' i "'v :'I' "'
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8.0 SETTLEMENTS FROM CYCLIC LOADING
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9.0 RECOMMENDATIONSBased on the res
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4- Martin (1987) Method (PMT)5- Par
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Berardi, R., Jamiolkowski, M., and
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Engineering." Proceedings of the 2n
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Garga, V.K., and Quin, J.T., 1974.
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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.
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Tucker, K.D., 1987. "Uplift Behavio
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