settlement_of_shallow_foundations_on_granular_soils (Lutenegger ang DeGroot)

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SPT results as:E = 5(N + 15)E = 3.33 (N + 5)E=4(N + 12)for submerged fine to medium sandsfor clayey sandsfor average profiles[5.38][5.39][5.40]These correlations were developed on empirical observations between SPT results and field plateloading tests.5.2.11 D' Appolonia et a!. (1970)In the closure to their 1968 ASCE article, D'Appolonia et a!. (1970) suggested an alternativemethod for predicting settlement which is based more or less on an elastic solution. The methodrequires an estimate of the modulus of soil compressibility, M, which is obtained from SPTblowcounts. The settlement is calculated from the general elastic solution equation, as discussedpreviously in Section 4 as:s = (qBI)/M[5.41]where:s = settlement (in ft.)q = footing stress (in tsf)B =footing width (in ft.)I = an influence factorM =modulus of compressibility (in tsf)The influence factor I in Equation 5.41 is really the product of two factors, (U 0)(U r), which accountfor the geometry and depth of the footing and the depth to an incompressible layer. The factors U 0and U 1 were developed by Janbu eta!. (1956) and were previously presented in Section 4.The blowcount value is taken as the average uncorrected value obtained between the baseof the footing and a depth ofB below the footing. No other correction factors are applied. The soilmodulus of compressibility is obtained from the SPT blowcount as:M = 196 + 7.9 (N) (in tsf)M = 416 + 10.9 (N) (in tsf)for NC Sandfor OC Sand[5.42][5.43]Figure 5.7 presents the original figure ofD'Appolonia eta!. (1970).71
1000~-------r----~~--------~-------r-------,--------.-------·All data for footing foundations on cleansand or sond and grovel~ 750~-------4--------~1- "'500~---;~~~~--~------~--~~~~~--~------~------~NORMALLY LOADED SAND ORSAND AND GRAVEL•8 - DATA POINT FROM TABLE 4A- INDIANA SITE (Number in porenthuis is tht nurnbtrof footino& overooed to obtoin dolo point)AVERAGE MEASURED SPT RESISTANCE IN0 EPTH 8 BELOW FOOTING , BLOWS I FT.Figure 5.7 D'Appolonia et al. (1970) Correlation Between Modulus of Compressibilityand SPT Blowcounts.72
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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
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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::$:::"--+-----+---
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 and 46: s = settlementq = foundation stress
Page 47 and 48: 4.8 Wahls and Gupta (1994)A method
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: y = soil total unit weightCw = wate
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
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OCR= [K(OC)/(1-sin ~ )](1 10·' sin
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Figure 5.29 Settlement Ratio as a f
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5.6.2 Barata (1973)B arata also poi
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6"';_;51 v = o , 1~ c~ 4 o/:;0-~ "'
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and circular foundation; 4B for str
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~N~~~~~~"' ~0.~100 1.0ii..., c. 10
Page 145 and 146:
Table 5.9 Comparison of Settlement
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6.0 ALLOWABLE BEARING CAPACITY CHAR
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5lr)lr.tl\)J~2~'§ I~t--·/_'f()()/
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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
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The value of Q/Q, 1 , is essentiall
Page 189 and 190:
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--
Page 195 and 196:
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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