9214_k_value

result of repeat 15 test if conducted appendix

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Unformatted text preview: . . . . . . . . . . . . . . . . . . _. . . . . . . . . . . . . . . . . . . . . Material Tested at test point . ..** . . . . . . . . . . . . . . . . . . . . . . . *. . . . . . Location Date . ...*. . ..* . . . . . . . . .. . . . . . . . . . . ..I........ by... .,. . . . . . . . . ..*...........I..................... ..*. . . . . . . . . . . . of test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Depth Condition Period of test surface : -~~s~~k~d . . . . . . . . . . . . . if any . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . of soaking, Moisture content . . ._. . . . . . . . . . . . . .., . . . . . . . . . . . . . . . . . . . .._ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Density Method of density ._. . . . used for determination Dia of plate used : Io\ DEFLECTION DIAL GA-TOE READINGS LOAD, kN PROVING DIAL GAUQE READINGS ( kgf 1 (1) DG 1 (3) (2) NOTE -Load Result DG 3 (4) (5) increments K-value Rejected DG 2 II of repeat 4 (6) to be loaded to be computed test with reasons DG I from AVERAGE DEFLECTION, mm I CUMULATIVE DEFLECTION, mm KU MPa/cm ( kgf /cme/ (3) (3) (7) till the total deflection load/deflection cm) is 1.75 mm or (10) FINAL CORRECTED K-VALUE MPa/cm ( kgf /ems/cm ) (11) more. plot. .. .. . . . . . . . . . . .. . . . . . . .._........................................................ test if conducted Kb/Kp/Ks MPa/cm (k gf /ema/ cm) . . .._...........................*...* . . _.__.... . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . , . . . . .. . . . .. . . . . . . . . . . .. . . . .. . . . . . . . . . . .. . e i. c1. s w IS : 9214 - 1979 APPENDIX ( CZause5.2 ) DETERMINATION Granllar OF K-VALUE Soil C ‘ FLOW CHART Cohesive Load 0.07 MPa to 021 MPa 0.07 MPa K, value = Detlectlon ( cm ) ( Not applied when Kd <OS275 MPa/cm ) Soil I I Uncorrected ’ 4, Ku < 0.555 MPa/cm 4 Load < 0.07 MPa 4 ~a > 0.555 MPa/cm 5 Uncorrected Ku value O-07 MPa ‘Deflection (cm) Interpretation J4 Cohesion less silts & fine sand $ Rarely is the value of Ku used in design without correction. In some instances the correction does not fulfil the intrnded purposes and is not satisfactory. Conditions of this instance are cohesionless or nearly, cohesionless silts and fine sands that ‘Pump’ and uniform, poorly graded poorly compacted sands that tend to shift at pavement joints. For the conditions enumerated above a conservative K-value will be assumed. 4, Coarse granular soil + For coarse granular soils, the value of X1, may be used without correction providing compacrequirements tion are fulfilled. A saturation correction for cohesive soil in dry region of low water table may be smaller than that determined from the consolidation tests. If examination of pavements in this area indicates no loss of subgrade support at joints, due to infiltration or leakage and the moisture content is lower than the optimum for compaction, the value of Ifil may be accepted for use in design without correction for saturation. j. Corrected for load deformation, Kd C C + 4 1 Corrected for bending of plate, Kb 3 + Corrected for Saturation, -KS, 3 J [ Corrected for size of plate, Kp I Ex As in the Original Standard, this Page is Intentionally Left Blank IS t 9214 - 1979 APPENDIX D ( Chuse 5.2.1 ) SAMPLE OBSERVATION AND CALCULATIONS DETERMINATION OF K-VALUE Location Material point Depth Tested : of test] 0; by: : Date: : o-50 cm of test FOR Time: Condition of test subgrade : Partly saturated I- Period of ’ soaking, if any . * Moisture : 18 percent 1 content Density...
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This note was uploaded on 03/14/2014 for the course CE 684 taught by Professor Prof.deepankarchoudhury during the Spring '13 term at IIT Bombay.

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