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Chapter 5 INTERPRETATION OF SOIL PROPERTIES Overconsolidated sands: D R = 100 q n 0.2 (5.13a) 300 OCR Normally-consolidated Sands: D R = 100 q n 300 (5.13b) where q t1 = q c /(σ vo’ ) 0.5 is the normalized tip resistance with both the measured q c and the effective overburden stress are in atmospheric units. The relationship should be restricted to q t1 < 300 because of possible grain crushing effects. For any units of effective overburden stress and cone tip resistance, the normalized value is given by: q t1 = (q t /p a )/(σ vo ‘ /p a ) 0.5 , where p a is a reference stress = l bar ≈ 1 kg/cm 2 ≈ 1 tsf ≈ l00kPa. Figure 5.7 Relative Density Of Clean Sands From Standard Penetration Test Data Note: Normalized Value (N 1 ) 60 = N 60 /(σ. Vo’ ) 0.5 Where σ Vo ’ is In Units Of Bars Or Tsf. 5-10 March 2009
Chapter 5 INTERPRETATION OF SOIL PROPERTIES Figure 5.8 Relative Density Evaluations Of NC and OC Clean Quartz Sands from CPT Data. Note: Normalized resistance is q t1 = q c /(σ’ Vo ) 0.5 with stresses in atmospheres (1 Atm=1 Tsf=100 Kpa). 5.4 STRENGTH AND STRESS HISTORY The results of in-situ test measurements are convenient for evaluating the strength of soils and their relative variability across a project site. For sands, the drained strength corresponding to the effective stress friction angle (ø') is interpreted from the SPT, CPT, DMT, and PMT. For short-term loading of clays and silts, the undrained shear strength (c u ) is appropriate and best determined from normalized relationships with the degree of over-consolidation. In this manner, in-situ test data in clays are used to evaluate the effective pre-consolidation stress (σ p ') from CPT, CPTu, DMT, and V s , which in turn provide the corresponding over-consolidation ratios (OCR = σ p '/σ vo '). The long-term strength of intact clays and silts is represented by the effective stress strength parameters (ø’ and c’ = 0) that are best determined from either consolidated undrained triaxial tests with pore water pressure measurements, drained trail tests, or slow direct shear box tests in the lab. For fissured clay materials, the residual strength parameters (o r ’ and c ry ’ = 0) may be appropriate, particularly in slopes and excavations, and these values should be obtained from either laboratory ring shear tests or repeated direct shear box test series. 5.4.1 Drained Friction Angle of Sands The peak friction angle of sands (ø') depends on the mineralogy of the particles, level of effective confining stresses, and the packing arrangement (Bolton, 1986). Sands exhibit a nominal value of ø' due solely to mineralogical considerations that corresponds to the critical state (designated r ocs '). The critical state represents an equilibrium condition for the particles at a given void ratio and effective confining stress level. For clean quartzite sands, a characteristic r ocs ' ≈ 33 o , while a feldspathic sand may show ø cs ' ≈ 30 o and a micaceous sandy soil exhibit ø cs ' ≈ 27 o . Under many natural conditions, the sands are denser than their loosest states and dilatancy effects contribute to a peak ø' that is greater than ø cs '. Fig. 5.9 shows typical values of ø' and corresponding unit weights over the full range of cohesionless soils. March 2009 5-11
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GOVERNMENT OF MALAYSIA DEPARTMENT O
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DID MANUAL Volume 6 Foreword The fi
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DID MANUAL Volume 6 List of Volumes
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CHAPTER 1 GENERAL
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CHAPTER 7 RETAINING WALL
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PART 2: SOIL INVESTIGATION
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