Vice President and Editorial Director, ECS : Marcia Horto n Acquisitions Editor : Laura Fischer Editorial Assistant: Andrea Messine o Vice President and Director of Production and Manufacturing, ESM : David W. Library of Congress Cataloging-in-Publication Data Availabl e PEARSO N Prentice Hall Upper Saddle River, NJ 07458 3 Based on the obtained results & of the sample was partially saturated and information from the above and the failure occurred an table.Pavement Analysi s and Desig n Second Edition 1 ai đi Kg/cm Consistency 0.0 -0.25 Very Soft 0.25 -0.50 Soft 0.5-1.0 Medium Soft Stiff 20 1.0-20 100 Normal Stress s Kim- 2.0-4.0 Very Stift By How much would be the value of c. Male-calattnaipa) | 2)Secant Modulus of 6% of Su 5.) 3)Tangent Modulus of elasticity 75% of Su EM 1.

= 46°) Axial Strains Puncted! From the stress-strain graph determine the CA following Modell 1) Inital tangent modulus of elasticity VST Stress / Mohr's Circle 5, N. orf ! 120 100 ors 60 100 Normal Stress s Kim A) Case of fully Saturated Sol Sample fie.

FORMA STRES Stress VS Strain GVST Stress/Mohr's Circle PKN 100 Male colahEnalaps) und d SHEAR STRESS. Objective: 1 practical application ASTM The Unconfined Compressive Strength as the Compressive Stress which an unconfined cylin- drical Ball Specimen will in a single compression est. = 38.33 mm Moisture content 15.0 initial Area A, cm Wet density Kg Volume V= cm Dry density = Vertical displacement Vertical Strain Proving Axial correct sauge Specimen ring Area A- Axial Stress = PIA reading Deformation - IL. nitial length = 76.84 mm Weight of wet sample = 185.0 9 inital Diameter D. Transcribed image text: mm RO o de Test performed as per B3:1377:PART T: 1990: ASTM : 02435-85 ASTM: 02168 AASHTO: T209-84 Proving Ring Factor 1.381 Ni division Type of sample: undisturbed Compacted Measurements of soil specimen Setting speed: 0.5 1.0 1.5 20 % per min.

Aashto backcalculation tools 1.0.1