settlement_of_shallow_foundations_on_granular_soils (Lutenegger ang DeGroot)

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Table 7.3 (continued)Reference Test Conditions Other InformationBriand and • Medium dense silty sand B =L = 1.0 mGibbens • D,= 55%, DF 4.5 m(1994) • Very hard shale at D =II m• Field Load Test• Found Qult (log Q vs. log S)FHWA • ~ (BST) = 28.8° B~L~0.6lm,Dw~0.3lm (2195W)B~L~0.6lm,Dw~0.23mUnpublished Data • Dry Unit Weight= 94 pcf (2295W)B~L~0.92m,Dw~0.3lm (3195W)(1994) • Field Load TestsB~L~0.6lm,Dr=O m• Found Qult (log Q vs. logS)B~L~0.92m,Dr=OB~L~0.6lm,Dr=0.6lmB~L~0.92m,Dr=0.92mB~L~0.6lm,Dr=0.61m,D,;>2BB~L~0.92m,Dr=0.92m,D,;>2B195
Table 7.4 Normalized Load- Settlement Analysis- Large FootingsReference Test Conditions Other InformationLockett • Two load tests performed B=L=3.66m(1992) • Field Load Test• Q, 11 givenBriand and • Medium dense silty sand B = L = 1.5, 2.5, 3.0, andGibbens • D,= 55%, DF 4.5 m 3.0m(1994) • Very hard shale at D =11m• Field Load Test• Found Q, 11 (log Q vs. log S)Sutterer • assumed ~ = 27° B =L= 1.98 and2.74 m(1994) • Dr= 1.07 m, Dw > 2B• Field Load Tests• 0 .. !liven196
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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
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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
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4.9.1 Standard Penetration TestNume
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there are several techniques that h
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Overconsolidation ratio, OCRFigure
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Table 4.3 Soil Modulus from Standar
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Table 4.5 Soil Modulus from Cone Pe
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Table 4.5 Cont'dReference Relations
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Table 4.6 Other Expressions for Soi
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Table 5.1 Methods to Evaluate Settl
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19. Stroud (1989)20. Berardi eta!.
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-100.-----~-----------------,~-----
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the compression of the layer is cal
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20 40 60 dO 100Std. Penetration Res
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40 60 80 100RELATIVE DENSITY, PER C
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VIa..LLI0::JVIS P T- NUMBERS OF BLO
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Alp an suggested that the correctio
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y = soil total unit weightCw = wate
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1000~-------r----~~--------~-------
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00 0·5 1·0 1·5·Ye2•0Figure 5,
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s M~87 !1•D.U/B)p~<=::!::':'"'e11
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N = uncorrected blowcountC, = embed
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I 2 3UNCONFINED COMPRESSIVE STRENGT
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~-~LU-LU~ eJ:.:t::\:!W~~k-----4----
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5.2.19 Stroud (1989)Stroud (1989) s
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'E-z~161412 J-100WIZI.D8 J-4 J- 1jz
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N)'Nq140 IIIN'YINcIIII20 80 I/N'Y 1
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The soil stiffness is evaluated usi
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1 •••. ... .,1-: •. .......
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5.2.21 Anagnostopoulos eta!. (1991)
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Ll.p' = (2P cos 6 8)/rcz 2 [5.91]Ad
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0~·Illso ·~100 II~\~ 0••100 "
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5.3.5 Schmertmann (1970)In what may
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4.- Use Equation 5.95 to calculate
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Soil Type.QJNsandy silt 2.5sand & g
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IOr---.----,,---,---,,,---,---,----
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Table 5.5 Influence Factors for Ber
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Table 5.6 Reported Use ofPressureme
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q' =net footing pressureB = footing
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In order to recognize the strain ar
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For different soils Menard suggeste
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5.5 Dilatometer TestMarchetti (1980
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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
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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
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: Table 7.3 Normalized Load - Settlem
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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settlement_of_shallow_foundations_on_granular_soils (Lutenegger ang DeGroot)

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