Consolidated Undrained Test.... A Consolidated Undrained Triancia Compre ssion lest isperformedona sand Sample. At Ihe end of Ihe ShearingSteeee, Ihe excess pore cwake r pressure is measured -100KPG.@is 1his a loose sand on dense Sand 9 why 9Woud 1he drained Strengl5 be highen on lower ? why 9

Consolidated Undrained Triaxial Compression Test: Consolidated Undrained Triaxial Compression Test…

2 A Consolidated Undrained Trinuia Compre ssion lest is penfonmed on a sand Sample. Ar lhe end of Ihe Shea ring Stage, Ihe excess pore cuak n pressure is measured a -100KPG. @ Is 1his a loose Sand 07 dense sand 9 why 9 O Woud 15e drained Streng15 be highen 0n lower ? why ?

2 A Consolidated Undrained Trinuia Compre ssion lest is penfonmed on a sand Sample. Ar lhe end of Ihe Shea ring Stage, Ihe excess pore cuak n pressure is measured a -100KPG. @ Is 1his a loose Sand 07 dense sand 9 why 9 O Woud 15e drained Streng15 be highen 0n lower ? why ?

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Juo Situation 1: alqma Isoubilya s no 300 hom63 28W 120 illdsom bsod terco A Sito be A layer of saturated clay 4 m thick is overlain by sand 5 m deep, the water table being 3 m below the surface. The saturated unit weights of the clay and sand are 19 and 20 kN/m², respectively. Above the water table, the dry unit weight of the sand is 17 kN/m³. Determine the following: 169 11 1. Effective stress. 167 kPa b. 71.38 kPa 2. Water pressure. a. 167 kPa b. 71.38 kPa ASYMENT nim ni PTSS.O d. nimal+vsso d almal 2017.O .b 3. Total stress or pressure. 167 kPa 108.14 kPa 58.86 kPa im ni ni vioolov.sgisdbal 108.14 kPa 58.86 kPa nimal XP240 biov odt li visolev ogeqso? TA24.0 niral 201.I d C. 108.14 kPa dribsnodeb. sin 71.38 kPani benimsieb 26 dalam 58.86 kPa vivibubno osbyd SAT bozu sish edT 191emseneg baad gailiste to seu geblso
A soil sample with Gs=02.75,e=0.8 and w(moistore con dent)= 0.0 8 and has a Volom e of 0.5m3 then fird Va, VT, Vv = ? WsiWwiWT, Vw = ? %3D moisd unid weight=? ? Degiee of Saduradd=? of water wouldyou need do add to thad Soil Sanple to Achieve Sclo0'/. How mucd vol
type, d) QA. (5 Marks) Sieve analysis test on 400 gm of sand was conducted with the fo lowing records; Sieve No. 8 14 28 35 70 100 200 pan 2.362 1.168 0.589 0.417 0.295 0.147 0.074 Diameter (mm) Mass retained (gm) 60 100 72 48 62 18 30 A 60 160 B 280 342 360 390 C Total Retained (gm) % finer 85 60 42 30 D 10 2.5 a. What of the values of A, B, C and D. b. Determine the grading characteristics of this soil. c. Classify this soil according to its gradation using USCS method
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A natural sol sample collected 20100 (m. Bulk from field has a ve lome of driod Based 50-5 k9 and mass of Soil is 6Ven Goz 265. 40.66kqAssume above dole Jind Jllowing mass on Mosture renlen! b) Dg Dencily e) Void Ratio d) Poresily es Degree of saera tion
A 6ft clay layer reaches 100% consolidation in 10 years and has a natural water content of 75%, what is the secondary compression settlement in the soil if the building life is expected to be 42 years. Report your answer to three decimal places and in inches. Coefficient of Secondary Compression, Ca 0.04 0.03 0.02 0.01 0 50 Type your answer... DIRTY 100 Average C for Completely Remolded Samples Falls in This Zone 150 200 Natural Water Content, % FIGURE 7-21 Coefficient of secondary compression; C = ratio of decrease in sample height to initial sample height for one cycle of time on a logarithmic scale following completion of primary consolidation. Source: U.S. Department of the Navy (1971). Range Undisturbed Samples: Ca in Range of Virgin Compression Ca in Range of Recompression Lies Below This Upper Limit 250 300 350 400
2) The dota shown in the f. table were obtained in tri-ayial compression tests of three idevitical Soil speci mens. Cell Pressure (KPa) Deviator Stress (Ka) 180 285 390 test 50 2 100 3 150 a) Compute the Angle of internal friction b) Compute the Soils cohesion. C-) Compute the below the ground sorface if GuT is located 2 meters below dround Surface if the soil has dry unit weight of I4 kN m3 and ä soturated unit weight of of 20 kN)m². Potential Shar Jtrength of soil at depth of umeters
Consolidation test results are provided below, (Hint: C, or C = Ae / log(of/ai') ): 1.2 1.1 1- 0.9 Void ratio 0.8 0.7 0.6 0.5 0.4 1 10 100 1000 Vertical stress (kPa) (log scale) In some of the results an interval is provided. It ccan be possible to get a result between the given values Use the plot and find pre-consolidation pressure (past maximum vertical effective stress) pe' according to Casagrande's method. pe'= .kPa Seç. Find C, Seç. Find C.: Seç. If the tested soil sample is taken at a depth of 5m (ysat=18kN/m) where the groundwater table is located at the surface what is the Over Consolidation Ratio(OCR) (OCR= pclo vo) Seç. Initial height of the specimen is 22mm. What is the final height of the specimen when effective vertical stress is 650kPa? Hint: Use void ratio. Seç. (Result is in mm) What is the consolidation settlement of 2m thick clay layer if initial effective stress is 20kPa and final effective stress is 400kPa. Hint: Poc= Seç. [Ho/(1+einit)]x[C,log(p'/o'init) +…
dys.mu MSKÜ-LMS 016 ŞB: 1 ÖRGÜN Soil Mechanics Mühendislik Fakültesi Mac Atterberg limits of a soil sample are given: LL:55% and PL:25%. Give the name of the soil typle considering the chart given below? Remember PI=LL-PL 60 U-line PI - 0.9 (LL -8) 50 Z 40 CH or OH A-line PI0.73 (LL - 20) 30 CL OH 20 or OL MH CL- ML 10 ML& OL 10 20 30 40 50 60 70 80 90 100 Liquid limit (%) O a. CL or OL O b. CH OR OH O c. OH or ML O d. GL or ML O e. M ail E AR .ill lenovo Plasticity index (%)
embankment af 15% An Contont telf af data compacted was at a maisture Its density cuter callected : was determined and the fallowing a Care was Emphy weight of Jhe 1200 gm cutter when it is fall af Welght af Soil - 3 2,00 Valume the cukter - Lovo CC Youlk density and Saturation Calculate Rercentage embankment rains, then and sat emkankment . If the af Jhe Lecomes determine fully saturated maisture due Jo content its G = 2.70
A clay s tratum(e) thick is locatrd at depth of (6m) from the ground Sarface The natural Mo's fure Con tent of the clay is (s6%) oind Gc-275 The Sil sthafum between the ground sur face and the clay Consist of fine Sand. The water table is focuteel at deth of czm) below the ground Srface, The Sum berge d unit weiglt of fine Sand is (la.5) kNhn3 and its moist unit weight akeive woter table is (18.68 ENm) Caleutate the effective stress at the Center of the clay tayer.
i li. lIn. N 0:0A مطلوب For a soil sample brought from a site, the dry unit wight is 16.65 kN/m3 and its specific gravity is 2.65. If the water occupies 50% of :the volumn of voids. Calculate نقطتان )2( the water content of the sample is 15.20% 11.17% none 10.0% نقطتان )2( * the void ratio 0.592 0.952 none 0.659 نقطتان )2( * the total unit weight in kN/m3